A shaft garage and a construction method thereof

Abstract

The embodiment of the application provides a vertical shaft garage and a construction method thereof, and belongs to the technical field of underground buildings. The vertical shaft garage comprises: a shaft, which is formed by splicing multiple ring segments and is arranged below the ground; a top ring beam, which is arranged at the top periphery of the shaft; a bottom sealing structure, which is arranged at the bottom of the shaft, is integrated with the top of the shaft, and extends radially outward to the soil outside the shaft; a waterproof layer, which is arranged on the bottom sealing structure; the waterproof layer is sealed and attached to the inner wall of the shaft; a garage floor, which is arranged on the waterproof layer; a connecting piece embedded in the garage floor, the top of the connecting piece passes upward from the upper surface of the garage floor; and a garage frame, which is arranged on the garage floor and is connected with the embedded connecting piece. The vertical shaft garage and the construction method thereof provided by the embodiment of the application build an underground garage by building a vertical shaft, thereby reducing the area occupied by the construction process; and the bottom sealing structure is integrated with the bottom of the shaft, thereby improving the strength and reliability of the shaft.

Description

TECHNICAL FIELD

[0001] The present application relates to underground building technology, in particular to a vertical shaft garage and a construction method thereof. BACKGROUND

[0002] The number of cars in large and medium-sized cities is large, and the problem of traffic jams is serious. The location and number of parking spaces are also an important factor in traffic jams. Many car owners cannot find suitable parking spaces and park their vehicles on the roadside, making the vehicle traffic road narrower and further causing traffic jams. Currently, parking in cities is mainly on-ground parking lots, on-ground parking buildings and underground parking lots. The on-ground parking lot is a planar structure that occupies a large amount of ground space; the on-ground parking building can multiply the number of parking spaces, but it also occupies ground space; the underground parking lot is usually built underground of office buildings, shopping malls and residences, and needs to be planned and built together with the upper building, and its depth has a large limitation.

[0003] In the urban core area where land resources are highly tense, the available space on the ground is extremely limited. The development of deep underground space using vertical shaft technology has become a key solution to break through the constraints of land resources and realize the vertical development of cities. If an underground parking lot can be built, the problem of urban parking will be solved. However, the traditional construction process can only build medium and small diameter vertical shafts of 4-16 meters, which are mainly applied to ventilation shafts, shield starting shafts, storage tanks and other engineering scenarios, and cannot meet the needs of large diameter and super deep vertical shafts such as underground parking lots. Moreover, in the urban core area, especially in the soft and water-rich stratum conditions, when the diameter of the vertical shaft is more than 16 meters and the depth is more than 50 meters, on the one hand, with the increase of the diameter and depth of the vertical shaft, the instability of the geological conditions leads to a nonlinear increase in the water and soil pressure borne by the vertical shaft structure; on the other hand, with the increase of the construction depth, under the action of the composite stress field, the vertical shaft segment structure not only bears more complex multi-dimensional load, but also is prone to buckling due to the increase of the slenderness ratio of the overall structure, and significant stress concentration occurs at the connecting parts, further aggravating the risk of structural instability; on the other hand, the construction in the urban core area faces strict environmental protection standards, and needs to meet multiple stringent requirements such as low noise control, micro-disturbance construction and minimum ground settlement. SUMMARY

[0004] In order to solve one of the above technical defects, a vertical shaft garage and a construction method thereof are provided in the embodiments of the present application.

[0005] According to a first aspect of the embodiments of the present application, a vertical shaft garage is provided, comprising:

[0006] a shaft, which is composed of multiple ring segments and extends vertically, and is arranged below the ground;

[0007] a top ring beam, which is arranged at the top periphery of the shaft;

[0008] A bottom sealing structure is arranged at the bottom of the shaft; the top of the bottom sealing structure extends to the inside of the shaft and is integrated with the shaft; the lower part of the bottom sealing structure extends radially outward to the soil outside the shaft;

[0009] A waterproof layer is arranged on the bottom sealing structure; the waterproof layer is sealed and attached to the inner wall of the shaft;

[0010] A garage floor is arranged on the waterproof layer; a connecting piece is embedded in the garage floor; the top of the connecting piece penetrates upward from the upper surface of the garage floor;

[0011] A garage frame is arranged on the garage floor and connected with the embedded connecting piece.

[0012] The vertical shaft garage as described above further comprises a machine room arranged outside the top of the shaft;

[0013] The top ring beam is formed by pouring in the space formed by excavating downward from the ground; one side of the top ring beam is reserved to communicate with the machine room.

[0014] The vertical shaft garage as described above further comprises:

[0015] A cast-in-place layer is formed by cast-in-place concrete at the top of the shaft and is integrated with the top ring beam; the cast-in-place layer is annular; one side of the cast-in-place layer is reserved to communicate with the machine room.

[0016] The vertical shaft garage as described above, the edge of the garage floor extends upward to form a reinforcing ring beam, and the reinforcing ring beam is integrated with the shaft.

[0017] The vertical shaft garage as described above, the height of the reinforcing ring beam is greater than or equal to the height of one annular segment of the shaft.

[0018] The vertical shaft garage as described above, the upper surface of the garage floor is recessed downward to form a sump; the connecting piece is embedded in the middle of the garage floor, and the sump is located between the middle of the garage floor and the reinforcing ring beam.

[0019] The vertical shaft garage as described above, the bottom of the garage frame is provided with an I-shaped column, the bottom of the I-shaped column is provided with a connecting plate, and the connecting plate is provided with a connecting hole;

[0020] The top end of the connecting piece penetrating through the garage floor passes through the connecting hole on the connecting plate for connection.

[0021] The vertical shaft garage as described above further comprises:

[0022] A cushion layer is located between the waterproof layer and the bottom sealing structure; the cushion layer is a fine-grained concrete layer.

[0023] The vertical shaft garage as described above, the shaft comprises: a blade foot ring, a starting structure, and a standard ring arranged in sequence from bottom to top; the number of the standard rings is multiple and arranged in sequence along the depth direction of the shaft; the starting structure comprises:

[0024] The initial ring is arranged above the blade foot ring, and has an inner side and an outer side;

[0025] The inner liner is arranged in the inner side of the initial ring, and has an inner side and an outer side;

[0026] The bottom ring beam is arranged in the inner side of the inner liner, and has an inner side and an outer side.

[0027] The inner liner has a height along the shaft direction greater than a thickness along the radial direction, and the bottom ring beam has a thickness along the radial direction greater than the thickness along the radial direction of the inner liner.

[0028] The initial ring has a pre-embedded steel bar extending along the radial direction, and the pre-embedded steel bar penetrates out of the inner side of the initial ring; the inner liner is formed by cast-in-place concrete on the inner side of the initial ring; and the bottom ring beam is formed by cast-in-place concrete on the inner side of the inner liner.

[0029] The bottom ring beam comprises a bottom ring beam body and a bottom ring beam connecting part, the bottom ring beam body is annular and has a preset distance from the inner liner;

[0030] The bottom ring beam connecting part extends along the radial direction and is connected between the bottom ring beam body and the inner liner; and a plurality of bottom ring beam connecting parts are arranged at intervals along the circumferential direction.

[0031] The initial ring comprises first, second and third initial ring segments, and each type of initial ring segment is correspondingly spliced;

[0032] The inner side of the first initial ring segment is provided with a recess extending along the circumferential direction, and the recess is provided with a pre-embedded steel bar penetrating out of the inner side of the first initial ring segment;

[0033] The inner side of the second initial ring segment is provided with a recess extending along the circumferential direction, and the recess is provided with a pre-embedded steel bar penetrating out of the inner side of the second initial ring segment; and the inner side of the second initial ring segment is provided with a tunneling equipment mounting seat for mounting tunneling equipment on the upper part;

[0034] The inner side of the third initial ring segment is provided with a recess extending along the circumferential direction, and the recess is provided with a pre-embedded steel bar penetrating out of the inner side of the third initial ring segment.

[0035] The initial ring has three initial rings arranged in sequence along the shaft depth direction; the initial ring at the top layer comprises first and second initial ring segments alternately spliced;

[0036] The initial ring at the middle layer comprises third initial ring segments spliced along the circumferential direction.

[0037] The initial ring located at the bottom layer comprises the third type of initial ring segments spliced in the circumferential direction.

[0038] The shaft garage as described above, the top of the bottom sealing structure extends higher than the bottom ring beam.

[0039] The shaft garage as described above, further comprises:

[0040] The uplift pile is arranged below the top ring beam in the depth direction of the shaft and outside the shaft tube; the bottom end of the uplift pile is lower than the bottom end of the shaft tube and is integrally poured with the bottom sealing structure; the top end of the uplift pile is fixedly connected with the top ring beam.

[0041] The shaft garage as described above, the lower part of the uplift pile is outwardly convex in the radial direction to form a disc-shaped or tooth-shaped structure.

[0042] The shaft garage as described above, further comprises:

[0043] The reinforcing ring is arranged between the standard rings; the reinforcing ring comprises a reinforcing outer ring and a reinforcing inner ring; the reinforcing outer ring is located between the upper and lower standard rings, and the reinforcing inner ring is arranged on the inner side of the reinforcing outer ring in the radial direction.

[0044] The shaft garage as described above, the inner side of the reinforcing outer ring extends inwardly to form a reinforcing lower ring beam; the reinforcing outer ring and the reinforcing lower ring beam are an integrally formed prefabricated part, the reinforcing lower ring beam is provided with embedded steel bars, and the top ends of the embedded steel bars pass out from the upper surface of the reinforcing lower ring beam;

[0045] The reinforcing upper ring beam is formed by casting concrete above the reinforcing lower ring beam, the reinforcing upper ring beam is fastened and connected with the reinforcing lower ring beam through the embedded steel bars, and the reinforcing upper ring beam and the reinforcing lower ring beam form the reinforcing inner ring in the reinforcing ring.

[0046] The shaft garage as described above, further comprises:

[0047] The connecting ring is arranged between the reinforcing ring and the standard ring, and is used for connecting the reinforcing ring and the standard ring and for limiting the radial direction between the reinforcing ring and the standard ring; the connecting ring comprises a plurality of connecting ring segments spliced together.

[0048] According to a second aspect of the embodiments of the present application, a construction method of a shaft garage is provided, comprising:

[0049] Excavating a foundation pit in the region where the shaft tube is to be formed, and constructing a top ring beam in the foundation pit;

[0050] Excavating downward in the region surrounded by the ring-shaped top ring beam, and constructing a shaft tube;

[0051] Excavating the stratum under the well hole, and expanding the excavation to the outside, then applying a bottom sealing structure; the top of the bottom sealing structure extends to the inside of the well hole and is integrated with the well hole; the lower part of the bottom sealing structure extends radially to the outside of the well hole to the soil body outside the well hole;

[0052] Applying a waterproof layer on the bottom sealing structure, the waterproof layer is sealed and fitted with the inner wall of the well hole;

[0053] Applying a garage floor on the waterproof layer; the connecting piece is embedded in the garage floor, and the top of the connecting piece penetrates out of the upper surface of the garage floor;

[0054] Installing a garage frame on the garage floor, and the garage frame is connected with the embedded connecting piece.

[0055] The construction method as described above, further comprising:

[0056] Applying a machine room on the outside of the well hole; reserving a passage to communicate with the machine room during the application of the top ring beam.

[0057] The construction method as described above, after the completion of the well hole, casting a cast-in-place layer on the top of the well hole, the cast-in-place layer is integrated with the top ring beam; one side of the cast-in-place layer is reserved to communicate with the machine room.

[0058] The construction method as described above, further comprising, before applying the waterproof layer:

[0059] Applying a cushion layer on the bottom sealing structure, the cushion layer is a fine-grained concrete layer.

[0060] The construction method as described above, applying the well hole comprises:

[0061] Installing a blade foot ring in the excavated space;

[0062] Installing an initial ring on the blade foot ring; the initial ring is a ring structure, having an inner side and an outer side;

[0063] Forming an inner lining on the inner side of the initial ring; the inner lining is a ring structure, having an inner side and an outer side, the outer side of the inner lining is in contact with and fixedly connected to the inner side of the initial ring;

[0064] Forming a bottom ring beam on the inner side of the inner lining; the bottom ring beam is a ring structure, protruding radially on the inner side of the inner lining;

[0065] Forming a plurality of standard rings on the initial ring in sequence.

[0066] The construction method as described above, the initial ring is provided with a pre-embedded steel bar extending radially, the pre-embedded steel bar penetrates out of the inner side of the initial ring; forming an inner lining on the inner side of the initial ring, and forming a bottom ring beam on the inner side of the inner lining, comprising:

[0067] The steel reinforcement cage is bound on the embedded steel reinforcement of the initial ring, and the pouring formwork is erected outside the steel reinforcement cage; the shape and size of the steel reinforcement cage are arranged correspondingly to the inner lining and the bottom ring beam;

[0068] The inner lining and the bottom ring beam are poured in the pouring formwork.

[0069] The shaft construction method as described above, the initial ring comprises a plurality of initial ring segments spliced in the circumferential direction; the initial ring is installed above the toe ring, comprising: hoisting each initial ring segment in sequence and splicing into the initial ring.

[0070] The shaft construction method as described above, the number of initial rings is three, which are a first initial ring, a second initial ring and a third initial ring; the initial ring is installed above the toe, comprising:

[0071] The third type of initial ring segment is hoisted in sequence and installed above the toe ring, spliced into the first initial ring; the inner side surface of the third type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with embedded steel reinforcement, which passes out from the inner side surface of the third type of initial ring segment;

[0072] The third type of initial ring segment is hoisted in sequence and installed above the first initial ring, spliced into the second initial ring; the joints of adjacent third type of initial ring segments in the second initial ring are staggered with the joints of adjacent third type of initial ring segments in the first initial ring;

[0073] The first type of initial ring segment and the second type of initial ring segment are hoisted in sequence and installed above the second initial ring, spliced to form the third initial ring; the joints of the first type of initial ring segment and the second type of initial ring segment are staggered with the joints of adjacent third type of initial ring segments in the second initial ring; the inner side surface of the first type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with embedded steel reinforcement, which passes out from the inner side surface of the first type of initial ring segment; the inner side surface of the second type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with embedded steel reinforcement, which passes out from the inner side surface of the second type of initial ring segment; the inner side surface of the second type of initial ring segment is provided with an embedded tunneling equipment mounting seat for mounting the tunneling equipment.

[0074] The shaft construction method as described above, before the top ring beam is constructed, further comprises:

[0075] The uplift pile is constructed downwardly around the region to be formed into the shaft, and the bottom end of the uplift pile is lower than the bottom end of the shaft;

[0076] In the process of constructing the bottom sealing structure, the lower part of the bottom sealing structure extends radially outwardly to be integrated with the uplift pile.

[0077] The shaft construction method as described above, further comprises:

[0078] After installing the standard rings of the preset number of rings, the reinforcing rings are installed between adjacent standard rings.

[0079] The shaft construction method as described above further comprises:

[0080] The connecting rings and the standard rings are installed.

[0081] The shaft construction method as described above, the step of installing the connecting rings and the standard rings comprises:

[0082] The connecting ring segments are hoisted and installed above the standard rings, and the joints between adjacent connecting ring segments are staggered with the joints of the standard ring segments, and the connecting ring segments are assembled into a connecting ring.

[0083] The reinforcing ring segments are hoisted and installed above the connecting rings, and the joints between adjacent reinforcing ring segments are staggered with the joints of the connecting ring segments, and the reinforcing ring segments are assembled into a reinforcing outer ring; the inner side of the reinforcing outer ring extends inward to form a reinforcing lower ring beam; the reinforcing lower ring beam is provided with vertical embedded steel bars, and the top ends of the embedded steel bars pass out of the upper surface of the reinforcing lower ring beam.

[0084] The reinforcing upper ring beam is formed by casting concrete above the reinforcing lower ring beam, and the reinforcing upper ring beam is fastened and connected with the reinforcing lower ring beam through the embedded steel bars; the reinforcing upper ring beam and the reinforcing lower ring beam form the reinforcing inner ring in the reinforcing ring.

[0085] The connecting ring segments are hoisted and installed above the reinforcing outer ring, and the joints between adjacent connecting ring segments are staggered with the joints of the reinforcing ring segments.

[0086] The technical scheme provided by the embodiment of the application, the shaft is formed by splicing multiple ring segments and extends vertically and is arranged below the ground; the top ring beam is arranged at the top periphery of the shaft; the bottom sealing structure is arranged at the bottom of the shaft; the top of the bottom sealing structure extends to the inner side of the shaft and is connected with the shaft as a whole; the lower part of the bottom sealing structure extends radially outward to the soil outside the shaft; the waterproof layer is arranged above the bottom sealing structure; the waterproof layer is sealed and matched with the inner wall of the shaft; the garage floor is arranged above the waterproof layer; the connecting piece is embedded in the garage floor, and the top of the connecting piece passes upward from the upper surface of the garage floor; and the garage frame is arranged above the garage floor and is connected with the embedded connecting piece, which realizes the construction of the underground garage by constructing the shaft, reduces the area occupied by the construction process by the construction method of splicing the segments, and is more suitable for the core area of the city; and the bottom sealing structure is connected with the bottom of the shaft as a whole, which improves the strength and reliability of the shaft, and the garage floor is arranged above the bottom sealing structure and the connecting piece is embedded to be connected with the garage frame, which improves the strength and stability of the garage frame.

[0087] The above scheme can meet the need of building an underground garage in the core area of a city, thereby solving the parking problem of large and medium-sized cities, reducing the occupation of ground space, solving the problem of traffic jam to some extent, and increasing the green area of the city. BRIEF DESCRIPTION OF DRAWINGS

[0088] The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:

[0089] Figure 1 A structural schematic diagram of a vertical shaft garage according to an embodiment of the application is shown in the figure;

[0090] Figure 2 Another structural schematic diagram of a vertical shaft garage according to an embodiment of the application is shown in the figure;

[0091] Figure 3 A structural schematic diagram of a top ring beam in a vertical shaft garage according to an embodiment of the application is shown in the figure;

[0092] Figure 4 An enlarged view of area A in the figure; Figure 2

[0093] Figure 5 A structural schematic diagram of a connector according to an embodiment of the application is shown in the figure;

[0094] Figure 6 A partial structural schematic diagram of the figure; Figure 1

[0095] Figure 7 An enlarged view of area B in the figure; Figure 2

[0096] A structural schematic diagram of a garage floor and a garage frame connection according to an embodiment of the application is shown in the figure; Figure 8

[0097] A top view of a garage floor and a garage frame connection according to an embodiment of the application is shown in the figure; Figure 9

[0098] A structural schematic diagram of a connecting plate in a garage frame according to an embodiment of the application is shown in the figure; Figure 10

[0099] A structural schematic diagram of a shaft tube piece according to an embodiment of the application is shown in the figure; Figure 11

[0100] Another structural schematic diagram of a shaft tube piece according to an embodiment of the application is shown in the figure; Figure 12

[0101] Figure 13 ​​​A structure schematic diagram of the buckle provided on the wellbore segment according to an embodiment of the present application is shown in the figure;

[0102] Figure 14 A structure schematic diagram of the buckle according to an embodiment of the present application is shown in the figure;

[0103] Figure 15 A sectional view of one embodiment of the shaft according to an embodiment of the present application is shown in the figure;

[0104] Figure 16 A partial sectional view of one embodiment of the shaft according to an embodiment of the present application is shown in the figure;

[0105] Figure 17 A structure schematic diagram of the splicing of the rings of the originating structure in the shaft according to an embodiment of the present application is shown in the figure;

[0106] Figure 18 A partial structure schematic diagram of the originating structure in the shaft according to an embodiment of the present application is shown in the figure;

[0107] Figure 19 A top view of the originating structure in the shaft according to an embodiment of the present application is shown in the figure;

[0108] Figure 20 A structure schematic diagram of the first type of initial ring segment in the shaft according to an embodiment of the present application is shown in the figure;

[0109] Figure 21 A structure schematic diagram of the second type of initial ring segment in the shaft according to an embodiment of the present application is shown in the figure;

[0110] Figure 22 A structure schematic diagram of the third type of initial ring segment in the shaft according to an embodiment of the present application is shown in the figure;

[0111] Figure 23 A structure schematic diagram of the blade foot in the shaft according to an embodiment of the present application is shown in the figure Figure 1 ;

[0112] Figure 24 A structure schematic diagram of the blade foot in the shaft according to an embodiment of the present application is shown in the figure Figure 2 ;

[0113] Figure 25 A sectional view of the blade foot in the shaft according to an embodiment of the present application is shown in the figure;

[0114] Figure 26 A structure schematic diagram of the reinforcing ring segment in the shaft according to an embodiment of the present application is shown in the figure;

[0115] Figure 27 A structure schematic diagram of the splicing of the multiple reinforcing ring segments in the shaft according to an embodiment of the present application is shown in the figure;

[0116] Figure 28A structural schematic diagram of a reinforcing ring in a shaft according to an embodiment of the present application;

[0117] Figure 29 A structural schematic diagram of a connecting ring in a shaft according to an embodiment of the present application;

[0118] Figure 30 A partial structural sectional view of one embodiment in a shaft according to an embodiment of the present application;

[0119] Figure 31 A top view of a top ring beam provided with embedded parts in a shaft according to an embodiment of the present application;

[0120] Figure 32 A structural schematic diagram of deviation correction during construction of a shaft according to an embodiment of the present application;

[0121] Figure 33 A top view of deviation correction during construction of a shaft according to an embodiment of the present application;

[0122] Figure 34 A structural schematic diagram of one embodiment of a construction system for constructing a shaft according to an embodiment of the present application.

[0123] Reference signs:

[0124] 1 - top ring beam; 11 - top ring body part; 12 - anti-pulling part; 13 - first embedded part; 14 - second embedded part; 15 - ground anchor member; 16 - passage; 17 - cast-in-place layer; 18 - adapter;

[0125] 20 - shaft; 201 - buckle groove; 202 - buckle;

[0126] 2 - standard ring;

[0127] 3 - initial structure; 31 - initial ring; 311 - first type of initial ring segment; 312 - second type of initial ring segment; 313 - third type of initial ring segment; 314 - recessed part; 315 - tunneling equipment mounting seat; 32 - inner lining; 33 - bottom ring beam; 331 - bottom ring beam connecting part; 332 - bottom ring beam body;

[0128] 4 - blade foot ring; 41 - blade foot; 42 - steel strand through hole; 43 - threading groove; 44 - monitoring groove; 45 - grout stop plate; 46 - grouting hole; 47 - segment connecting hole;

[0129] 5 - anti-pulling pile;

[0130] 6 - bottom sealing structure; 61 - waterproof layer; 62 - garage floor; 621 - reinforced ring beam; 622 - water collecting well; 623 - bolt; 624 - nut; 625 - steel plate; 63 - garage frame; 631 - I-shaped column; 632 - connecting plate; 633 - connecting hole; 634 - rib plate; 64 - machine room; 65 - cushion layer;

[0131] 7 - reinforcing ring; 71 - reinforcing ring segment; 72 - reinforcing lower ring beam segment; 721 - reinforcing connecting part; 722 - reinforcing ring part; 73 - reinforcing upper ring beam; 74 - anchor rod hole; 75 - groove;

[0132] 8 - connecting ring; 81 - connecting ring segment; 82 - boss;

[0133] 91 - anchor rod; 92 - embedded steel bar;

[0134] 101 - tunneling equipment; 102 - main machine lifting system. DETAILED DESCRIPTION

[0135] In order to make the technical solutions and advantages in the embodiments of the present application more clear and apparent, the exemplary embodiments of the present application are further described in detail below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other without conflict.

[0136] In the urban core area where land resources are highly tense, ground space is extremely scarce. The development of deep underground space by using the shaft technology has become an important way to break through the bottleneck of urban land resources and promote the development of urban space. Shaft structures are widely used in various engineering scenarios such as ventilation shafts, shield starting shafts, storage tanks, underground warehouses, and underground multi-level parking garages. The traditional shaft construction methods mainly include drilling and blasting method, drilling method, and sinking method. The drilling and blasting method is mature in construction technology, but it has great safety risks, slow construction speed, and significant disturbance, noise, and dust pollution to the surrounding environment. The drilling method is a non-explosive mechanical excavation method with strong adaptability to the stratum, but it has limitations such as low rock breaking and slag removal efficiency and low technical maturity. The traditional sinking method has limited sinking depth, and in the construction process of water-rich stratum, dewatering or drainage measures are needed, which may cause problems such as sudden sinking, over-sinking, and deflection, and has a significant impact on the surrounding environment. Therefore, due to the current constraints of shaft construction technology, the size of traditional urban shaft structures cannot be broken through, and the diameter is generally less than 16 meters and the depth is less than 50 meters, which cannot meet the growing demand for deep and large shaft structures in the development of urban underground space.

[0137] The construction of deep and large shafts in the limited space of cities faces a series of severe challenges. Firstly, when the shaft develops in the direction of large diameter and depth, the uncertainty of geological conditions causes the water and soil pressure on the shaft structure to grow nonlinearly, the multi-dimensional load on the shaft structure is more complex, the slenderness ratio of the structure increases, which increases the risk of overall buckling, and the stress concentration at the joint part is significant, which further increases the possibility of structural instability. Secondly, the construction environment in cities is complex, and the construction site has limited area, so it is necessary to reduce the disturbance to the surrounding soil, strictly control the ground settlement, especially in the soft soil area with rich water, to reduce the construction drainage as much as possible to ensure the stability of the soil; to improve the construction efficiency, shorten the construction period, save the cost, and restore the normal order of the surrounding area as soon as possible; to reduce noise and pollution and reduce the impact on the environment; to ensure construction safety, especially under the conditions of large excavation section and deep excavation, to effectively prevent and control the risks of shaft deflection and sudden settlement, and to realize real-time dynamic regulation and control.

[0138] As shown in Figure 1 Based on the above problems, the embodiment provides a shaft garage, which comprises a top ring beam 1, a shaft 20, a bottom sealing structure 6, a waterproof layer 61, a garage floor 62 and a garage frame 63.

[0139] The shaft 20 is formed by splicing multiple ring segments and is arranged below the ground in the vertical direction to form the main structure of the shaft garage. The top ring beam 1 is arranged at the top periphery of the shaft.

[0140] The bottom sealing structure 6 is arranged at the bottom of the shaft 20, the top of the bottom sealing structure 6 extends to the inside of the shaft 20 and is connected integrally with the shaft 20, and the lower part of the bottom sealing structure 6 extends radially outward to the soil outside the shaft 20.

[0141] The waterproof layer 61 is arranged on the bottom sealing structure 6, and the waterproof layer 61 is sealed and fitted with the inner wall of the shaft to prevent underground water from seeping upward into the shaft. The garage floor 62 is arranged on the waterproof layer 61, and the garage floor 62 is pre-buried with connecting pieces, the top of the connecting pieces passes out upward from the upper surface of the garage floor 62. The garage frame 63 is arranged on the garage floor 62 and is connected with the pre-buried connecting pieces.

[0142] In the above scheme, the bottom sealing structure 6 is tightly connected with the shaft 20 to form an integral whole, which can improve the strength and stability of the shaft, and the pre-buried connecting pieces on the garage floor above the bottom sealing structure are used to connect with the garage frame, which realizes the installation of the garage frame in the built shaft.

[0143] The technical solution provided in this embodiment involves a shaft constructed from multiple ring segments, extending vertically and located below ground level. A top ring beam is positioned at the top periphery of the shaft. A bottom sealing structure is located at the bottom of the shaft, with its top extending to the inner side of the shaft and integrated with it. The lower part of the bottom sealing structure extends radially outward into the soil outside the shaft. A waterproof layer is placed on top of the bottom sealing structure, sealing it tightly against the inner wall of the shaft. A garage floor is placed on top of the waterproof layer, with pre-embedded connectors protruding upward from the upper surface of the garage floor. A garage frame is placed on top of the garage floor and connected to the pre-embedded connectors. This method enables the construction of an underground garage by building a vertical shaft. The segment splicing construction method reduces the site area occupied during construction, making it more suitable for urban core areas. Furthermore, the connection between the bottom sealing structure and the bottom of the shaft improves the strength and reliability of the shaft. Subsequently, the garage floor is placed on top of the bottom sealing structure, with pre-embedded connectors to connect it to the garage frame, which enhances the strength and stability of the garage frame.

[0144] The above-mentioned plan can meet the need for building underground parking garages in the core urban area, thereby solving the parking problem in large and medium-sized cities, reducing the occupation of above-ground space, and also solving traffic congestion to some extent, while increasing the urban green area.

[0145] Based on the above technical solution, a machine room is also set up on the top outside of the shaft. Specifically, an underground space is formed by excavating the soil next to the shaft, and the machine room is equipped with motors, exhaust fans, and other equipment to ensure the safe and efficient operation of the garage. The machine room structure can be a cast-in-place concrete structure, including a ground floor and a top floor. The construction includes installing formwork, erecting structural steel bars, and pouring concrete. Once the ground floor concrete has reached initial setting, the top floor concrete can be poured.

[0146] like Figure 2 As shown, the top ring beam 1 is cast in a space formed by excavating downwards from the ground, and a passage 16 connecting the top ring beam 1 to the machine room 64 is reserved on one side.

[0147] Specifically, the top ring beam 1 can be a concrete + steel composite structure, cast in one go through formwork and steel reinforcement binding. Embedded components for the well shaft lifting system, main unit lifting system, and other components are installed on the top ring beam 1, making it the core load-bearing structure during construction. Simultaneously, before the construction of the top ring beam 1, to reduce the risk of uneven settlement during construction and improve the soil bearing capacity, triaxial mixing piles are used to reinforce the foundation, thereby enhancing the overall bearing capacity of the top ring beam and the foundation. A passage 16 is reserved during the formwork and steel reinforcement binding process.

[0148] Further, the cast-in-place layer 17 is formed by cast-in-place concrete at the top of the shaft and is integrated with the top ring beam 1. The cast-in-place layer 17 is annular, and one side of the cast-in-place layer 17 is reserved for a passageway communicating with the machine room. Specifically, after the last ring of segments is assembled at the top of the shaft, the construction is started when the shaft is sunk to about 0.5 m above the bottom end of the top ring beam. The first section of the segment is first poured, and after the design strength is reached, the shaft is sunk to the design elevation, and the mud in the shaft is pumped out to about 20 cm below the bottom of the first section of the segment, and then the bottom sealing structure is constructed. After the bottom sealing structure reaches the design strength, the second section of the segment is poured above the first section of the segment. The first section of the segment and the second section of the segment constitute the cast-in-place layer 17.

[0149] As shown in Figure 3 , Figure 4 , Figure 5 , the adapter 18 is pre-embedded in the top ring beam 1, the adapter 18 is connected with the reinforcement of the cast-in-place layer 17, and after pouring, the top ring beam 1 and the cast-in-place layer 17 are integrated. The last ring of segments of the shaft is pre-embedded with a steel plate. Before the reinforcement of the first section of the segment is bound, the steel plate pre-embedded in the last ring of segments of the shaft is chiseled out and cleaned, and then the reinforcement below the first section of the segment is welded with the pre-embedded steel plate. Before pouring the second section of the segment, the surface of the top ring beam 1 used to contact the second section of the segment is chiseled, the fresh concrete surface is exposed, and then the adapter 18 pre-embedded in the top ring beam 1 is connected. The adapter 18 is used to connect the reinforcement in the top ring beam 1 and the reinforcement in the cast-in-place segment.

[0150] For the garage floor 62, cast-in-place can be used, which mainly functions to strengthen the structure, collect and drain water, and communicate with the garage frame 63, serving as the installation foundation of the parking equipment.

[0151] As shown in Figure 6 , the edges of the garage floor 62 extend upward to form a reinforcing ring beam 621, which is integrated with the shaft 20. The height of the reinforcing ring beam 621 is greater than or equal to the height of one ring of segments of the shaft, and has a large contact and connection area with the shaft, which is beneficial to improve the connection strength.

[0152] The upper surface of the garage floor 62 is recessed downward to form a water collection well 622. The connecting member is pre-embedded in the middle of the garage floor 62, and the water collection well 622 is located between the middle of the garage floor 62 and the reinforcing ring beam 621. The water collection well 622 corresponds to the underground drainage system and can achieve effective drainage, avoiding the accumulation of water inside the shaft during operation.

[0153] As shown in Figure 7As shown, the adapter 18 is pre-embedded in the well shaft 20. In the process of cast-in-place, the reinforcing steel is connected with the adapter 18, and then the reinforced ring beam 621 is formed by pouring. The reinforced ring beam 621 and the sump 622 are integrally formed with the garage floor 62, and the shear capacity of the whole well shaft is improved by connecting the well shaft with the reinforced ring beam 621.

[0154] As shown, Figure 8 to Figure 10 The bottom of the garage frame 63 is provided with an I-shaped column 631, the bottom of the I-shaped column 631 is provided with a connecting plate 632, and the connecting plate 632 is provided with a connecting hole 633. The connecting member pre-embedded in the garage floor 62 passes through the connecting hole 633 in the connecting plate 632 to be connected. The I-shaped column 631 is also provided with a rib plate 634 for improving the connection strength of the I-shaped column 631.

[0155] The connecting member can be a pre-embedded bolt 623, which is connected and fixed with a nut 624 after passing through the connecting hole 633. The connecting member can also be a pre-embedded steel plate 625, which can be directly welded with the bottom surface of the connecting plate 632, or can be welded after passing through the connecting hole 633, so that the garage floor 62, the well shaft and the garage frame 63 form an integral force system.

[0156] In the above technical solution, the adapter 18 is pre-embedded on the segment of the well shaft, as shown in Figure 11 The adapter 18 is connected with the reinforcing steel and cooperates with the cast-in-place process to form the reinforced ring beam 621.

[0157] On the basis of the above technical solution, the embodiment also provides a connecting method of reinforcing steel. As shown in Figure 12 、 Figure 13 and Figure 14 A buckle slot 201 capable of accommodating a buckle can also be formed on the segment. A I-shaped buckle 202 is used, one end of which is inserted into the buckle slot 201, and the other end is exposed for welding with the reinforcing steel. The buckle 202 can solve the problem of difficult alignment caused by different binding positions and lengths of the reinforcing steel in the cast-in-place process, thereby simplifying the operation difficulty and improving the efficiency.

[0158] On the basis of the above technical solution, a cushion layer 65 is also used, which is located between the waterproof layer 61 and the bottom sealing structure 6. The cushion layer 65 is a fine-grained concrete layer, which is used to pad the garage floor formed by the concrete below the cushion layer 65.

[0159] In the construction process, after the mud in the wellbore is pumped out, the following steps are performed in sequence: ① well bottom cleaning (including residue removal and bottom sealing structure surface chiseling treatment); ② pouring of cushion concrete; ③ laying of waterproof layer; ④ binding of the garage floor 62 and the reinforcement of the ring beam 621, synchronous pre-burial of the bolt 623 and the column foot steel plate 625; ⑤ formwork support and integral pouring of concrete; ⑥ finishing before final setting to obtain the integral structure of the garage floor 62 and the ring beam 621, and the formation of the water collecting well 622 on the garage floor 62.

[0160] Based on the above technical solutions, the embodiment further provides an implementation of a wellbore: as shown in Figure 15 and Figure 16 , the wellbore 20 comprises, from bottom to top, a blade foot ring 4, a starting structure 3 and a plurality of standard rings 2 arranged in sequence. The blade foot ring 4 is located at the bottom end of the shaft, the starting structure 3 is located above the blade foot ring 4, and the standard rings 2 are arranged in sequence between the starting structure 3 and the top ring beam 1 along the depth direction of the shaft.

[0161] As shown in Figure 18 , the starting structure 3 comprises an initial ring 31, an inner lining 32 and a bottom ring beam 33.

[0162] The initial ring 31 is arranged above the blade foot ring 4. The initial ring 31 is a ring structure having an inner side and an outer side. The initial ring 31 is pre-buried with a tunneling equipment mounting seat. The tunneling equipment is hoisted into the wellbore and mounted on the pre-buried tunneling equipment mounting seat, which can excavate the stratum below the initial ring 31.

[0163] The inner lining 32 is a ring structure having an inner side and an outer side. The outer side of the inner lining 32 is in contact with and fixedly connected to the inner side of the initial ring 31. The height of the inner lining 32 along the shaft direction is greater than the thickness of the inner lining 32 along the radial direction.

[0164] The bottom ring beam 33 is a ring structure arranged on the inner side of the inner lining 32 along the radial direction. The thickness of the bottom ring beam 33 along the radial direction is greater than the thickness of the inner lining 32 along the radial direction.

[0165] The starting structure 3 composed of the initial ring 31, the inner lining 32 and the bottom ring beam 33 forms a double-ring structure with the initial ring 31 and the bottom ring beam 33 as the inner and outer rings, which can improve the radial support of the wellbore and thus enhance the overall stiffness and integrity of the shaft bottom.

[0166] In the construction process, the top ring beam 1 is formed first, then the blade foot ring 4 is installed, followed by the installation of the starting structure 3, and then the standard rings 2 are installed in sequence. The starting structure 3, as the initially installed structure, can bear the water pressure inside and outside the wellbore, the working support of the tunneling equipment and the like in the subsequent construction process.

[0167] In addition, the starting structure 3 is a double-ring shape, which can eliminate stress concentration at the connection point, effectively suppress the buckling and fracture risks of ultra-deep shafts, and improve shaft stability. On the one hand, it can install and support the tunneling equipment, and on the other hand, it can resist the force of the surrounding soil layer and resist shaft head convergence.

[0168] The aforementioned starting structure 3 is suitable for constructing ultra-large and ultra-deep vertical shafts with a diameter of more than 16 meters and a depth of more than 50 meters. It has a good ability to withstand non-linearly increasing water and soil pressure, and can also bear the complex soil load of deep and large vertical shafts, thus solving the problem of shaft buckling.

[0169] The aforementioned starting structure increases the rigidity of the shaft opening, preventing it from converging, without affecting the working space of the tunneling machine inside the shaft.

[0170] Based on the above, the technical solution provided in this embodiment can construct deep and large-diameter vertical shafts in densely populated cities, exhibiting high reliability. Furthermore, its excavation process does not require a large area, thus reducing the impact on residents' travel. For example, underground parking garages can be constructed using the technical solution provided in this embodiment, greatly improving the parking difficulties in densely populated cities, reducing road traffic pressure, and minimizing traffic congestion caused by roadside parking.

[0171] Based on the above technical solution, the initial ring 31 is provided with a radially extending embedded steel bar 92, which protrudes from the inner side of the initial ring 31. The inner lining 32 is formed on the inner side of the initial ring 31 by cast-in-place concrete, and the bottom ring beam 33 is formed on the inner side of the inner lining 32 by cast-in-place concrete.

[0172] The inner lining 32 is cast together with the bottom ring beam 33. The height of the inner lining 32 along the vertical shaft direction is greater than the thickness of the inner lining 32 along the radial direction, so that the inner lining 32 and the initial ring 31 have a larger contact area, which can enhance the strength and reliability of the connection between the bottom ring beam 33 and the initial ring 31.

[0173] like Figure 19 As shown, the bottom ring beam 33 includes a bottom ring beam connecting portion 331 and a bottom ring beam body 332. The bottom ring beam body 332 is annular and has a predetermined distance between it and the inner liner 32. The bottom ring beam connecting portion 331 extends radially and connects the bottom ring beam body 332 and the inner liner 32. Multiple bottom ring beam connecting portions 331 are arranged circumferentially, and the gap between adjacent bottom ring beam connecting portions 331 serves as a cable passage space for passing steel strands or other cables.

[0174] The embodiment provides a way that the blade foot ring 4 cooperates with the starting structure 3: the outer side of the blade foot ring 4 extends along the shaft depth direction; along the direction from top to bottom, the distance between the inner side of the upper part of the blade foot ring 4 and the outer side of the blade foot ring 4 is equal; the distance between the inner side of the lower part of the blade foot ring 4 and the outer side of the blade foot ring 4 gradually decreases, which is equivalent to that the lower part of the blade foot ring 4 is in the shape of a sharp angle, and is beneficial to insertion into the stratum.

[0175] The outer side of the bottom end of the inner liner 32 extends downward to be attached to the upper part of the inner side of the blade foot ring 4, so that the inner liner 32 and the blade foot ring 4 are also connected into an integrated structure, and the radial bearing capacity of the shaft is further improved.

[0176] Further, the distance between the inner side of the bottom end of the inner liner 32 and the outer side of the inner liner 32 gradually decreases, and the inner side of the bottom end of the inner liner 32 is flush with the inner side of the lower part of the blade foot ring 4. Therefore, the bottom end of the inner liner 32 is also in the shape of a sharp angle, and the angle of the blade foot ring 4 is consistent, the area of insertion into the stratum is increased, and the strength of the connection between the shaft and the stratum is improved.

[0177] The number of the initial rings 31 can be at least two (one is used for mounting the tunneling host, and the other is used for connecting the bottom ring beam), and the initial rings 31 are arranged in sequence along the shaft extension direction. Each initial ring 31 comprises a plurality of initial ring segments which are spliced in the circumferential direction, and each initial ring segment is provided with a pre-embedded steel bar 92. The joints of the initial ring segments in adjacent initial rings 31 are arranged staggeredly.

[0178] In the embodiment, the number of the initial rings 31 is three, and the initial rings 31 are arranged in sequence along the shaft extension direction. The inner liner 32 is annular, and the cast-in-situ concrete is formed on the inner side of the initial ring 31. The bottom ring beam 33 is annular, and the cast-in-situ concrete is formed on the inner side of the inner liner 32. The top end of the bottom ring beam 33 is lower than the top end of the top initial ring 31 and is located below the tunneling equipment mounting seat, and the bottom end of the bottom ring beam 33 is higher than the bottom end of the bottom initial ring 31. For example, in a specific way, the radial projection of the bottom ring beam 33 is located on the middle initial ring 31, that is, the height of the bottom ring beam 33 is consistent with the height of the middle initial ring 31 of the three initial rings 31.

[0179] The number of the initial rings 31 is three, and the initial rings 31 are arranged in sequence from top to bottom as the top initial ring, the middle initial ring and the bottom initial ring. The top end of the inner liner 32 is lower than the top end of the top initial ring, and the outer side of the bottom end of the inner liner 32 is attached to the inner side of the initial ring 31.

[0180] On the basis of the above technical solutions, as shown in Figure 17 The initial ring 31 comprises the first type of initial ring segment 311, the second type of initial ring segment 312 and the third type of initial ring segment 313, and the initial ring segments of different types are spliced correspondingly.

[0181] The inner side of the first initial ring pipe sheet 311 is provided with a recess 314 extending in the circumferential direction, and the recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the first initial ring pipe sheet 311. As shown in Figure 20 A specific scheme is shown in which the middle and lower parts of the inner side of the first initial ring pipe sheet 311 are each provided with a recess 314 extending in the circumferential direction, and each recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the first initial ring pipe sheet 311.

[0182] The inner side of the second initial ring pipe sheet 312 is provided with a recess 314 extending in the circumferential direction, and the recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the second initial ring pipe sheet 312. As shown in Figure 21 A specific scheme is shown in which the middle and lower parts of the inner side of the second initial ring pipe sheet 312 are each provided with a recess 314 extending in the circumferential direction, and each recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the second initial ring pipe sheet 312; and the upper part of the inner side of the second initial ring pipe sheet 312 is provided with a pre-embedded tunneling equipment mounting seat 315.

[0183] The inner side of the third initial ring pipe sheet 313 is provided with a recess 314 extending in the circumferential direction, and the recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the third initial ring pipe sheet 313. As shown in Figure 22 A specific scheme is shown in which the upper, middle, and lower parts of the inner side of the third initial ring pipe sheet 313 are each provided with a recess 314 extending in the circumferential direction, and each recess 314 is provided with a pre-embedded steel bar 92 that penetrates out of the inner side of the third initial ring pipe sheet 313.

[0184] The first initial ring pipe sheet 311, the second initial ring pipe sheet 312, and the third initial ring pipe sheet 313 described above correspond to three initial rings 31 formed by splicing, and the pre-embedded steel bars 92 are used for binding steel bars and formwork pouring to form the inner lining 32 and the bottom ring beam 33. The second initial ring pipe sheet 312 can be set according to the installation position of the tunneling equipment to meet the installation requirements.

[0185] One embodiment is that the initial ring 31 located at the top layer is formed by alternating splicing of the first initial ring pipe sheet 311 and the second initial ring pipe sheet 312; the initial ring 31 located at the middle layer is formed by circumferential splicing of the third initial ring pipe sheet 313; and the initial ring 31 located at the bottom layer is formed by circumferential splicing of the third initial ring pipe sheet 313.

[0186] The recess 314 in the lower part of the first type of initial ring segment 311 and the second type of initial ring segment 312 can be aligned and spliced with the recess 314 in the upper part of the third type of initial ring segment 313. Specifically, the depth of the recess 314 in the lower part of the first type of initial ring segment 311 and the second type of initial ring segment 312 is equal to the depth of the recess 314 in the upper part of the third type of initial ring segment 313.

[0187] Further, the width of the recess 314 in the middle part of the third type of initial ring segment 313 is twice the width of the recess 314 in the upper part and twice the width of the recess 314 in the lower part, so that the width of the recess of each segment itself and the width of the recess spliced by each ring are basically equal, achieving force balance, and also facilitating the layout of a considerable number of pre-embedded steel bars 92 for cast-in-place formation of the inner liner 32.

[0188] The top of the above-mentioned sealing structure 6 extends higher than the bottom ring beam 33, and can also extend higher than the tunneling equipment mounting seat 315 of the top layer of initial ring 31, which is closed after the shaft construction is completed.

[0189] Some segments of the initial ring 31 are provided with grouting holes, through which thixotropic mud can be injected between the shaft and the external soil. After the shaft construction is completed, cement slurry can also be injected through the grouting holes to replace the thixotropic mud, so as to integrate the shaft and the surrounding rock.

[0190] On the basis of the above technical solutions, the embodiment further provides an implementation manner of the blade foot ring 4.

[0191] As shown in Figure 23 , Figure 24 and Figure 25 , the blade foot ring 4 comprises a plurality of blade feet 41 spliced in the circumferential direction. The blade feet 41 are steel blade feet, which have strong hardness and are beneficial to being inserted into the stratum. In combination with the sharp corner structure at the bottom of the steel blade feet, the pressure can be concentrated to cut into the soil or rock layer, so as to reduce the friction and end resistance when the shaft sinks, and make the sinking more smooth.

[0192] During the sinking of the shaft, in order to reduce the friction between the shaft wall and the external soil, while maintaining the stability of the external soil of the shaft wall, and ensuring the smooth sinking of the shaft, thixotropic mud needs to be injected outside the shaft wall.

[0193] Further, the radial thickness of the blade foot ring 4 is greater than the radial thickness of the initial ring 31; the inner side surface of the blade foot ring 4 is flush with the inner side surface of the initial ring 31, and the outer side surface of the blade foot ring 4 exceeds the outer side surface of the initial ring 31. During construction, a mud space is formed between the shaft above the outer side surface of the blade foot ring 4 and the surrounding stratum, and the outer side surface of the blade foot ring 4 exceeding the outer side surface of the initial ring 31 can stop the mud above.

[0194] Further, the lower outer side of the blade foot 41 is further provided with a slurry stopping plate, which further protrudes outward from the initial ring 31. The slurry stopping plates of the blade feet 41 abut to form a ring structure for stopping the slurry, which can prevent the problem of the thixotropic slurry entering the wellbore from below and mixing with the wellbore slurry. The slurry stopping plate 45 can be made of rubber plate, which has a certain deformation capacity and a certain wear resistance.

[0195] The blade foot 41 is provided with a steel strand through hole 42, one end of which penetrates to the upper part of the outer side of the blade foot 41, and the other end penetrates to the lower part of the inner side of the blade foot 41. Specifically, a threading groove 43 is formed in the upper part of the outer side of the blade foot 41, and a threading groove 43 is formed in the lower part of the inner side of the blade foot 41, and the bottom wall of the threading groove 43 is provided with a steel strand through hole 42. The steel strand is threaded into the upper end of the steel strand through hole 42 and threaded out of the lower end and anchored. The steel strand is connected to the wellbore lifting system, which can be provided on the ground.

[0196] The lower part of the inner side of the blade foot 41 is further provided with a monitoring groove 44 for installing a soil pressure gauge for measuring the soil pressure in front of the blade foot 41 to facilitate determination of the stability of the excavation face. The soil pressure gauge is clamped into the monitoring groove 44 to avoid mechanical damage during sinking; and the soil pressure gauge can be conveniently disassembled and replaced subsequently without affecting the progress of the project. The monitoring groove 44 is located below the lower end outlet of the steel strand through hole 42.

[0197] The lower part of the inner side of the blade foot 41 is provided with a grouting hole 46, and a grouting pipe passes through the grouting hole 46 to inject cement slurry outside the wellbore after the wellbore construction is completed. As shown in Figure 25 , the grouting hole 46 is located below the lower end of the steel strand through hole 42. Figure 25 , the grouting hole 46 is located below the lower end of the steel strand through hole 42. Figure 24 , the grouting hole 46 is located below the lower end of the steel strand through hole 42. Figure 25 , the grouting hole 46 is located below the lower end of the steel strand through hole 42.

[0198] The top surface of the blade foot 41 is provided with a segment connecting hole 47 for connecting with the adjacent ring segment, specifically for corresponding connection with the initial ring segment at the top. The blade foot 41 is a prefabricated part, which can be connected with the adjacent ring segment through pre-buried bolts.

[0199] Based on the above, the end surface of the initial structure 3 and the standard ring 2 is provided with a connecting hole, and the adjacent rings are connected by bolts. Each ring segment can be a prefabricated part connected by bolts.

[0200] The blade foot 41 is provided with a cavity for filling concrete, and the cavity is provided with stiffening ribs. After the blade foot ring 4 is assembled, the cavity of the blade foot 41 is backfilled with concrete, so that the blade foot 41 has a certain weight. The backfilled concrete cannot affect the steel strand.

[0201] With the increase of the construction depth, the slenderness ratio of the shaft is larger, and the earth pressure and the underground water pressure change with time and season during the operation, which causes the opening of different sizes at the joint of the shaft lining, the overall structure is prone to buckling, and stress concentration is more likely to occur at the connecting point, resulting in the instability of the shaft structure.

[0202] On the basis of the above technical scheme, the reinforcing ring 7 is arranged between the standard rings 2. Specifically, after a predetermined number of standard rings 2 are installed, the reinforcing ring 7 is installed, and then the standard ring 2 is continued to be installed. The reinforcing ring 7 includes a reinforcing outer ring and a reinforcing inner ring. The reinforcing outer ring is located between the upper and lower two rings of the standard ring 2, specifically above or below the standard ring 2. The reinforcing inner ring is protrusively arranged on the inner side of the reinforcing outer ring and is fixedly connected with the reinforcing outer ring. One way is that a reinforcing ring 7 is arranged every time the shaft sinks to a certain depth, which can prevent the overall buckling instability of the shaft.

[0203] The inner and outer ring structures formed by the reinforcing outer ring and the reinforcing inner ring jointly bear the force, which can further resist the horizontal pressure of the stratum and prevent the shaft from buckling instability, and are especially suitable for large-depth and large-diameter shafts.

[0204] In addition, the anchor rod hole is arranged on the reinforcing ring 7 and extends radially. After the shaft is completed, the anchor rod hole is drilled, and the anchor rod 91 is inserted outward from the anchor rod hole into the stratum, and then grouting is performed for reinforcement, which can further improve the structural quality and reliability of the deep and large shaft during the operation period.

[0205] On the basis of the above technical scheme, the embodiment provides an implementation manner of the reinforcing ring 7: as shown in Figure 26 、 Figure 27 、 Figure 28 and Figure 29 , the reinforcing outer ring in the reinforcing ring 7 includes a plurality of arc-shaped reinforcing ring segments 71 which are spliced in the circumferential direction, and the reinforcing ring segments 71 are arranged in a staggered manner at the joint with the standard ring segment.

[0206] The inner side of the reinforcing outer ring extends inward to form a reinforcing lower ring beam. Specifically, the inner side of the reinforcing ring segment 71 extends inward to form a reinforcing lower ring beam segment 72, and the reinforcing lower ring beam segments 72 on each reinforcing ring segment 71 are butt-jointed to form a ring-shaped reinforcing lower ring beam.

[0207] The reinforcing outer ring and the reinforcing lower ring beam are a prefabricated part, specifically, the reinforcing ring segment 71 and the reinforcing lower ring beam segment 72 are a prefabricated part. The reinforcing lower ring beam is provided with a vertical embedded steel bar 92, and the top end of the embedded steel bar 92 penetrates out of the upper surface of the reinforcing lower ring beam.

[0208] After the reinforcement ring segments 71 are assembled, concrete is integrally poured on top of the reinforcement lower ring beam of each reinforcement ring segment 71 to form the reinforcement upper ring beam 73. The reinforcement upper ring beam 73 is an integral structure and is fastened to the reinforcement lower ring beam through pre-embedded steel bars. The reinforcement upper ring beam and the reinforcement lower ring beam form the reinforcement inner ring in the reinforcement ring 7.

[0209] In this embodiment, the reinforced lower ring beam piece 72 constituting the reinforced lower ring beam includes: a reinforced connecting portion 721 and a reinforced ring portion 722. The reinforced connecting portion 721 is disposed between the reinforced ring portion 722 and the reinforced outer ring, and multiple reinforced connecting portions 721 are spaced apart. The gap between adjacent reinforced connecting portions 721 serves as a cable passage space for passing through the steel strands or other cables of the main unit lifting system.

[0210] Furthermore, each reinforcing ring segment 71 of the reinforcing outer ring is provided with an anchor bolt hole 74 extending radially. The anchor bolt hole 74 is a blind hole, which is drilled through before the anchor bolt is inserted.

[0211] The reinforcing ring 7 can be directly connected between the upper and lower standard rings 2, or it can be connected via a connecting ring 8. Specifically, the connecting ring 8 is positioned between the reinforcing ring 7 and the standard ring 2. It serves two purposes: firstly, to connect the reinforcing ring 7 and the standard ring 2; and secondly, to transmit the shear force between the reinforcing ring 7 and the connecting ring 8. This provides radial restraint between the reinforcing ring 7 and the standard ring 2, preventing radial relative displacement and relative sliding or misalignment between the segments, thus ensuring the upper and lower segments form a unified whole and improving the wellbore strength.

[0212] like Figure 29 As shown, one embodiment is as follows: a boss 82 is provided at one end of the connecting ring 8 that is connected to the reinforcing ring 7. Correspondingly, the end of the reinforcing outer ring (specifically the end of the reinforcing ring segment 71) is provided with a groove 75 for accommodating the boss 82. The boss 82 in the connecting ring 8 is inserted into the groove of the reinforcing ring segment 71, thereby achieving radial positioning of the two.

[0213] The connecting ring 8 comprises multiple connecting ring segments 81 joined together circumferentially, with a boss 82 at one end of each connecting ring segment 81. The cross-section of the boss 82 can be rectangular or isosceles trapezoidal. Correspondingly, the cross-section of the groove on the reinforcing ring segment 71 is an isosceles trapezoid.

[0214] The standard ring 2 is formed by connecting multiple standard ring segments in the circumferential direction, the joints between the connecting ring segments 81 are staggered with the joints of the adjacent standard ring segments in the up-down direction, and are also staggered with the joints of the reinforcing ring segments 71 in the up-down direction. The standard ring segments can be provided with grouting holes, and the thixotropic mud can be injected into the space between the wellbore and the external soil through the grouting holes to reduce the friction resistance of the wall and maintain the stability of the soil outside the wellbore. After the wellbore construction is completed, the cement slurry can also be injected from the bottom to the top through the grouting holes to replace the thixotropic mud, so that the wellbore and the external soil are integrated.

[0215] One embodiment is that the upper and lower parts of the reinforcing ring 7 are provided with connecting rings 8, and the two ends of the reinforcing outer ring (specifically, the reinforcing ring segment 71) are provided with grooves 75, which are respectively connected to the protrusions 82 of the connecting ring segments 81 on both sides. The connecting ring 8 and the reinforcing ring 7 can also be connected by bolts to improve the connection strength.

[0216] The protrusions 82 of the connecting ring 8 and the grooves 75 of the reinforcing ring 7 are also provided with expansion sealing rubber rings, which can achieve good waterproof effect and prevent underground water from penetrating into the wellbore.

[0217] Based on the above scheme, the inner side of the top ring beam 1 forms a shaft installation space, and the standard ring 2, the starting structure 3, and the blade foot ring 4 are all installed in the shaft installation space on the inner side of the top ring beam 1. A cast-in-place layer 17 is formed on the top of the top standard ring 2 by cast-in-place, and is connected to the top ring beam 1 as a whole. The rest of the ring structures are all located directly below the topmost standard ring 2.

[0218] As shown in Figure 15 , Figure 16 and Figure 30 , on the basis of the above technical scheme, the shaft further comprises a uplift pile 5, which is arranged below the top ring beam 1 in the depth direction of the shaft and is located outside the wellbore, specifically outside the standard ring 2, the starting structure 3, and the blade foot ring 4. The top end of the uplift pile 5 is fixedly connected to the top ring beam 1, and the bottom end of the uplift pile 5 is lower than the bottom end of the wellbore and is connected to the bottom sealing structure 6 as a whole, which can further resist the buoyancy caused by the underground water outside the shaft with large depth, thereby improving the reliability of the shaft.

[0219] The bottom sealing structure 6 is fixedly arranged in the stratum below the blade foot ring 4, and extends outward in the radial direction to be tightly connected with the uplift pile 5, so as to connect the bottom sealing structure 6, the uplift pile 5, and the top ring beam 1 into an integrated structure, which can not only realize the function of sealing the bottom of the wellbore, but also increase the self-weight, which is conducive to resisting the buoyancy of the underground water and is more suitable for shafts with large depth.

[0220] The bottom sealing structure is specifically a fixed concrete layer injected into the space excavated below the blade foot ring 4, and the fixed concrete layer spreads to the outside to be fixedly connected with the anti-uplift pile 5 as a whole. The height of the fixed concrete layer is higher than the bottom ring beam 33, and the fixed concrete layer can cover the bottom ring beam, so that the overall rigidity of the fixed concrete layer can be increased, the bending moment at the center of the bottom of the shaft can be reduced, and the thickness of the fixed concrete layer can be reduced. The bottom sealing structure 6 is connected with the starting structure as a whole to resist the buoyancy of groundwater together.

[0221] In the construction process, first, an anti-uplift pile is applied downward around the position where the shaft is to be formed, the horizontal distance between the anti-uplift pile and the shaft well is less than or equal to the pile diameter of the anti-uplift pile, and the depth of the anti-uplift pile is greater than the depth of the shaft well; then, a foundation pit is excavated at the position where the shaft is to be formed to the design elevation of the bottom of the top ring beam, and then the top ring beam is formed by cast-in-situ in the foundation pit, and the top ring beam is fixedly connected with the anti-uplift pile; next, a well lifting system and a main machine lifting system are installed and connected with the pre-buried fixed seat on the top ring beam, respectively; the blade foot ring is installed and connected with the well lifting system through the steel strand; the starting structure is built above the blade foot ring; the foundation pit is continuously excavated to meet the space operation requirements of the cutting arm of the tunneling equipment; the assembled and debugged tunneling equipment is hoisted into the foundation pit, connected with the pre-buried fixed seat of the starting structure, and connected with the main machine lifting system; the stratum is vertically excavated by the tunneling equipment, and in the process of excavation, the shaft sinking and the standard ring pipe piece lifting and installation are sequentially and circularly carried out until the design depth of the shaft well is reached; the tunneling equipment adopts a slurry circulation mode for slag discharge, and the construction process of underwater excavation without drainage can be realized in the shaft; in the construction, the thixotropic slurry is injected into the shaft wall through the grouting hole pre-set in the standard ring pipe piece to reduce the friction and maintain the stability of the external rock stratum; the bottom sealing structure is formed inside the starting structure and below the blade foot ring, and the bottom sealing structure is fixedly connected with the anti-uplift pile and covers the starting structure. Then, the slurry in the shaft is discharged.

[0222] In the construction, if the shaft is found to be deviated, the shaft lifting device can be used to dynamically adjust the lifting force and the amount of steel strand lowering, and the shaft angle can be adjusted in time by combining the overbreak method of the working face, so as to avoid the consequences of sinking difficulty, shaft wall damage or position deviation caused by deviation.

[0223] The shaft obtained by the above technical solution can overcome the problems of large excavation surface and large engineering quantity caused by the open excavation method, and can overcome the problems of high safety risk and serious dust pollution caused by the drill and blast method, and can solve the problem of easy deviation and difficult correction of the shaft of the traditional sinking well method. The shaft is especially suitable for the construction of large-diameter and super-deep shafts in soft water-rich stratum and urban core area. In addition, the anti-uplift pile, the top ring beam and the bottom sealing structure can also resist the buoyancy of groundwater, and are further suitable for the construction of large-deep shafts.

[0224] On the basis of the above technical solution, the embodiment provides an implementation mode of the bottom sealing structure 6, the anti-uplift pile 5 and the top ring beam 1. As shown in Figure 30As shown, the bottom sealing structure 6 is a fixed concrete layer formed by injecting anti-segregation concrete into the space formed by excavating the stratum below the starting structure 3 and the outer side of the bottom of the wellbore. Specifically, after the wellbore is constructed, the stratum below the blade foot ring 4 is excavated and excavated outward to the vicinity of the uplift pile 5, and then a concrete guide pipe is arranged to inject anti-segregation concrete into the excavated area, and after the concrete solidifies, the fixed concrete layer is connected with the uplift pile 5 as an integral structure. The uplift pile 5 penetrates the fixed concrete layer, and the bottom end of the uplift pile 5 is lower than the fixed concrete layer.

[0225] Then, a waterproof layer is laid on the fixed concrete layer, and a bottom plate is formed on the waterproof layer by pouring concrete. The waterproof layer, the bottom plate, and the fixed concrete layer jointly serve as the bottom sealing structure 6.

[0226] The conventional solutions are applicable to the construction of a shaft with a depth of less than 16 meters. When the depth of the shaft is greater than 16 meters, the influence of the buoyancy of underground water is increasingly large, and the conventional solutions do not have a technical solution to effectively solve the problem.

[0227] The application connects the uplift pile 5, the top ring beam 1, and the bottom sealing structure 6 as a whole, which can not only ensure the quality of the bottom sealing of the wellbore but also improve the anti-floating capacity of the wellbore to improve the strength and reliability of the shaft.

[0228] In one embodiment, the top ring beam 1 includes a top ring main body part 11 and an uplift part 12. The uplift part 12 is located outside the top ring main body part 11 and extends radially outward to the upper side of the uplift pile 5 and is connected with the uplift pile 5. The top ring main body part 11 and the uplift part 12 can be formed by formwork in-situ pouring concrete in the foundation pit and are fixedly connected with the uplift pile 5.

[0229] In one embodiment, the top surface of the uplift part 12 is flush with the top ring main body part 11, and the bottom surface of the uplift part 12 is higher than the bottom surface of the top ring main body part 11, so as to form a stepped structure between the uplift part 12 and the top ring main body part 11. The uplift pile 5 is located below the uplift part 12 and can be limited by the stepped structure.

[0230] The number of the uplift piles 5 is more than three, which form a ring on the outer side of the wellbore. The uplift piles 5 are arranged at intervals in the circumferential direction. As shown, Figure 30 The part between the uplift piles 5 is a stratum structure.

[0231] Alternatively, another way is that the anti-pulling piles 5 are divided into two groups, and each anti-pulling pile 5 in each group is arranged in a ring shape. One group of anti-pulling piles 5 is located outside the other group of anti-pulling piles 5, that is, the two groups of anti-pulling piles 5 form concentric rings. Each anti-pulling pile 5 in the two groups is fixedly connected with the top ring beam 1, and each anti-pulling pile 5 is fixedly connected with the bottom sealing structure 6. By connecting the multiple anti-pulling piles 5 arranged in concentric rings with the top ring beam 1 and the bottom sealing structure 6 respectively, the strength and anti-floating performance of the shaft can be further improved. In this scheme, the horizontal distance between the anti-pulling pile and the vertical shaft to be formed is specifically the horizontal distance between the surface of the group of anti-pulling piles 5 located on the inner side towards the shaft and the shaft, which is less than or equal to the pile diameter of the anti-pulling pile 5.

[0232] In a specific embodiment, among the two groups of anti-pulling piles 5, the group of anti-pulling piles 5 located on the inner side is arranged below the inner side end of the anti-pulling part 12 of the top ring beam, and is clamped outside the step structure formed between the main body part 11 and the anti-pulling part 12. The group of anti-pulling piles 5 located on the outer side is arranged below the outer side end of the anti-pulling part 12. The two groups of anti-pulling piles 5 are arranged in a radial direction and are arranged on both sides of the anti-pulling part 12 respectively, which can improve the force transmission performance and make the stress more balanced.

[0233] The above scheme uses the fixed connection mode of the anti-pulling pile 5, the bottom sealing structure 6, and the top ring beam 1 to enhance the connection strength between the vertical shaft integrity and the surrounding soil, improve the anti-floating ability of the vertical shaft, ensure the stability of the structure in the deep water-rich environment, and significantly improve the bearing capacity and safety margin of the super-large and super-deep vertical shaft structure.

[0234] The top ring beam 1 is embedded with a pre-embedded part for connecting with the main machine lifting system. As shown in Figure 31 , the top ring beam 1 is provided with a first pre-embedded part 13 for connecting with the main machine lifting system. The top ring beam 1 is provided with a second pre-embedded part 14 for connecting with the shaft lifting system. The top ring beam 1 is also provided with a ground anchor component 15 to ensure that the main machine lifting system, the shaft lifting system, and the top ring beam are more stably connected. The pre-embedded part can be a long bolt, a foundation bolt, etc. The number and position can be set according to the size of the shaft, the shaft lifting system, and the main machine lifting system, and are not limited to Figure 31 the scheme shown.

[0235] Based on the above technical scheme, in view of the uncertainty and complexity of deep geological conditions, a dynamic control excavation construction system is constructed, so that the vertical shaft structure can adapt to the changes of different stratum characteristics in real time, ensure the safety of the vertical shaft sinking process, and improve the engineering quality. The use of full-automatic unmanned excavation technology can minimize personnel underwater operation and significantly reduce construction safety risks. The disturbance to the surrounding stratum during excavation is reduced, the environmental stability is ensured, and the collapse or deformation accidents commonly seen in traditional methods are effectively avoided.

[0236] The underwater mechanical excavation technology is applied to realize the mechanized and efficient construction in the water-rich soft soil layer; the construction process is optimized to form the well in one time, reduce the engineering quantity, shorten the construction period, and significantly improve the overall construction efficiency; the real-time monitoring system and the precise deviation correction measures are adopted to ensure the efficient and accurate construction of the super-large and super-deep shaft. Combined with the characteristics of the tight land resources in the urban core area, the low-disturbance and low-noise construction technology is adopted, the waste slurry circulation system is matched, and the green construction scheme is formed. While reducing the interference to the surrounding ecology and the residents' life, the sustainable development of the deep underground space development is promoted.

[0237] The waterproof scheme of the shaft is also illustrated in the embodiment.

[0238] On the basis of the above technical scheme, in the process of constructing the shaft, the top of the last ring of standard rings is poured in two times, and the first layer has a thickness of 0.8 m (consistent with the thickness of the standard ring segment) and a height of 1.55 m. Before pouring, a water-stop steel plate is embedded around the construction joint between the new and old pipe segments to achieve a better water-stop effect. The strength grade of the cast-in-place concrete structure is C40, and the impermeability grade is P12.

[0239] In addition, the joint between the blade foot ring and the adjacent pipe segment adopts a ring-shaped sealing steel plate as the waterproof measure.

[0240] The construction joint between the pipe segment and the cast-in-place bottom plate concrete adopts double water-swelling water-stop glue combined with a pre-buried grouting pipe as the waterproof measure.

[0241] After the construction is completed, the dewatering is stopped, and the decoration starts, the process of grouting between the pipe segment and the cast-in-place bottom plate through the grouting pipe is performed, and the hydrophilic epoxy resin grouting material is preferentially selected. If there is flowing leakage water, the hydrophobic polyurethane grouting material is preferably used.

[0242] The upper side of the bottom sealing structure 6 is a cushion layer 65, and a layer of waterproof roll material is laid on the cushion layer 65 as a waterproof layer 61. The base surface on which the waterproof roll material is laid should be cleaned, and if there is clear water flow, water blocking treatment or temporary drainage is needed; the self-adhesive surface of the waterproof roll material is in contact with the cast-in-place concrete structure; the adjacent two pieces of roll material are overlapped, and the nail hole parts are covered.

[0243] Polymer cement waterproof mortar (10 mm thick) is applied to the inner side of all the structures with water storage function such as the water collecting pool and the well in the shaft.

[0244] Further, the shaft wall is also provided with three waterproof layers, a cement slurry replacement layer is arranged on the outer side of the shaft wall, a polyurethane material caulking is arranged in the gap between the pipe ring joint and the longitudinal joint, and a three-element ethylene-propylene rubber layer is arranged on the inner surface of the pipe segment, which has a good waterproof effect.

[0245] Furthermore, the joints between the standard rings 2 employ a double-layered elastic perforated rubber gasket as a waterproofing measure, capable of withstanding a water pressure of 1.0 MPa for an extended period when the gap is 8 mm and the misalignment is 6 mm. A sand-resistant strip, made of water-swellable rubber, is installed on the water-facing side of the outer gasket.

[0246] At the joint between the connecting ring 8 and the reinforcing ring 7, double elastic perforated rubber gaskets are respectively installed at the corners inside the boss and the groove, and sand-blocking strips are installed on the inclined surface of the outer water-facing side.

[0247] Enhanced waterproofing at the anchor bolt holes: Water-swellable adhesive strips are wrapped around the anchor bolts before inserting them into the anchor bolt holes. Upon contact with groundwater, the adhesive strips rapidly expand, forming the first tight seal within the hole. After grouting, the opening is sealed with a sealant possessing good adhesion, elasticity, and water resistance (e.g., polysulfide sealant, polyurethane sealant, silicone sealant, etc.). Finally, cement mortar is used to seal and level the opening.

[0248] The waterproof concrete for the segment structure has a strength grade of C60 and a permeability grade of P12. Leakage testing was also conducted on the segments: under a water pressure of 0.8 MPa, maintaining the pressure for ≥3 hours, the seepage thickness was ≤5 cm.

[0249] Based on the above technical solutions, this embodiment also provides a shaft construction system for constructing any of the shafts described above. For example... Figure 34 As shown, the system includes: a shaft hoisting system, a tunneling equipment 101, a slag removal system, a main unit hoisting system 102, etc.

[0250] The shaft hoisting system is used to lift the shaft and is connected to the cutting edge ring via steel strands. The tunneling equipment is installed on the starting structure of the shaft; the tunneling arm of the equipment excavates downwards into the underlying strata. The muck removal system extends to the excavation face through muck pipes, discharging the excavated muck and slurry through mud circulation. The main hoisting system is located above the top ring beam and connected to the tunneling equipment.

[0251] Based on the above technical solutions, this embodiment also provides a construction method for constructing any of the above-mentioned vertical shafts, comprising the following steps:

[0252] Step 1: Excavate the foundation pit in the area where the well shaft is to be formed, and construct the top ring beam in the foundation pit.

[0253] Step 2: Excavate downwards within the area enclosed by the annular top beam and construct the shaft.

[0254] Step 3: Excavate the strata at the bottom of the well shaft and expand the excavation outwards, then construct the bottom sealing structure; the top of the bottom sealing structure extends to the inside of the well shaft and is integrated with the well shaft; the lower part of the bottom sealing structure extends radially outwards into the soil outside the well shaft.

[0255] Step 4, a waterproof layer is applied on the bottom sealing structure, and the waterproof layer is sealed and attached to the inner wall of the shaft.

[0256] Step 5, a garage floor is applied on the waterproof layer; a connecting piece is embedded in the garage floor, and the top of the connecting piece penetrates out of the upper surface of the garage floor.

[0257] Step 6, a garage frame is installed on the garage floor, and the garage frame is connected with the embedded connecting piece.

[0258] In the above scheme, a top ring beam is applied in a foundation pit to be formed in a shaft region; a shaft is formed in a region surrounded by the annular top ring beam; a stratum at the lower part of the shaft is excavated and expanded outward; then a bottom sealing structure is applied; the top of the bottom sealing structure extends to the inner side of the shaft and is integrated with the shaft; the lower part of the bottom sealing structure extends radially outward to the soil outside the shaft; a waterproof layer is applied on the bottom sealing structure, and the waterproof layer is sealed and attached to the inner wall of the shaft; a garage floor is applied on the waterproof layer; a connecting piece is embedded in the garage floor, and the top of the connecting piece penetrates out of the upper surface of the garage floor; a garage frame is installed on the garage floor, and the garage frame is connected with the embedded connecting piece, thereby realizing the construction of an underground garage by building a vertical shaft, reducing the area occupied by the construction process through the construction method of segment splicing, and being more suitable for the core area of a city; and the bottom sealing structure is integrated with the bottom of the shaft, thereby improving the strength and reliability of the shaft, and the garage frame is improved in strength and stability by setting the garage floor on the bottom sealing structure and embedding the connecting piece to be connected with the garage frame.

[0259] Further, a machine room is applied outside the shaft; a passage is reserved during the application of the top ring beam to communicate with the machine room. After the completion of the construction of the shaft, a cast-in-place layer is formed by casting concrete on the top of the shaft; the cast-in-place layer is integrated with the top ring beam; and a passage is reserved on one side of the cast-in-place layer to communicate with the machine room.

[0260] Before the waterproof layer is applied, a cushion layer is further applied on the bottom sealing structure, and the cushion layer is a fine-grained concrete layer.

[0261] Based on the above scheme, the step of applying the shaft includes:

[0262] Step (1), installing a blade foot ring in the excavation space.

[0263] The excavation space refers to a space formed by excavating and constructing a future vertical shaft position according to the design.

[0264] Step (2), installing an initial ring on the blade foot ring; the initial ring is an annular structure having an inner side and an outer side.

[0265] Step (3), forming an inner liner on the inner side of the initial ring; the inner liner has an inner side and an outer side.

[0266] The outer side of the inner liner is in contact with and fixedly connected to the inner side of the initial ring; the height of the inner liner along the shaft direction is greater than the thickness of the inner liner along the radial direction.

[0267] Step (4), forming a bottom ring beam on the inner side of the inner liner; the bottom ring beam has an annular structure and is arranged on the inner side of the inner liner in a radial protruding manner.

[0268] The thickness of the bottom ring beam along the radial direction is greater than the thickness of the inner liner along the radial direction.

[0269] Step (5), sequentially forming a plurality of standard rings on the initial ring.

[0270] In the process of forming the standard ring, the sinking of the well shaft is matched, and the standard ring is gradually installed in the sinking process.

[0271] The above technical solution forms an inner liner on the inner side of the initial ring and forms a bottom ring beam on the inner side of the inner liner, which can be applied to the construction of an ultra-large and ultra-deep shaft with a diameter of more than 16 meters and a depth of more than 50 meters, has good bearing capacity for non-linearly increasing water and soil pressure, can also bear the complex soil load of a deep shaft, and solves the problem of shaft buckling.

[0272] On the basis of the above technical solution, a pre-embedded steel bar extending in the radial direction is arranged in the initial ring, and the pre-embedded steel bar penetrates out from the inner side of the initial ring; the inner liner is formed on the inner side of the initial ring, and the bottom ring beam is formed on the inner side of the inner liner, including: binding a steel cage on the pre-embedded steel bar of the initial ring, and building a pouring formwork outside the steel cage; the shape and size of the steel cage are correspondingly arranged with the inner liner and the bottom ring beam; the inner liner and the bottom ring beam are formed by pouring in the pouring formwork.

[0273] The number of initial rings is at least two; the initial ring is installed on the blade foot ring, specifically, the initial ring is sequentially installed on the blade foot ring. The initial ring includes a plurality of initial ring segments that are spliced in a circumferential direction; the initial ring is installed on the blade foot ring, including: sequentially hoisting each initial ring segment and splicing into the initial ring.

[0274] A specific scheme is that the number of initial rings is three, which are a first initial ring, a second initial ring, and a third initial ring; the initial ring is installed on the blade foot, including:

[0275] The third type of initial ring segment is sequentially hoisted and installed above the blade foot ring to be spliced into the first initial ring; the inner side of the third type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar penetrating out from the inner side of the third type of initial ring segment;

[0276] The third type of initial ring segments are hoisted in sequence and installed above the first initial ring to form a second initial ring; the seams of adjacent third type of initial ring segments in the second initial ring are staggered with the seams of adjacent third type of initial ring segments in the first initial ring;

[0277] The first type of initial ring segments and the second type of initial ring segments are hoisted in sequence and installed above the second initial ring to form a third initial ring; the seams of the first type of initial ring segments and the second type of initial ring segments are staggered with the seams of adjacent third type of initial ring segments in the second initial ring; the inner side surface of the first type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar that penetrates out from the inner side surface of the first type of initial ring segment; the inner side surface of the second type of initial ring segment is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar that penetrates out from the inner side surface of the second type of initial ring segment; the inner side surface of the second type of initial ring segment is provided with a pre-embedded tunneling equipment mounting seat at the upper portion.

[0278] Further, after installing the standard rings of the preset number of rings, the reinforcing rings are installed between the adjacent standard rings. The connecting rings can also be installed between the reinforcing rings and the standard rings. The steps of installing the connecting rings and the standard rings include:

[0279] The connecting ring segments are hoisted and installed above the standard rings, and the seams between adjacent connecting ring segments are staggered with the seams of the standard ring segments; the connecting ring segments are assembled into a connecting ring;

[0280] The reinforcing ring segments are hoisted and installed above the connecting rings, and the seams between adjacent reinforcing ring segments are staggered with the seams of the connecting ring segments; the reinforcing ring segments are assembled into a reinforcing outer ring; the inner side surface of the reinforcing outer ring extends inward to form a reinforcing lower ring beam; the reinforcing lower ring beam is provided with vertical pre-embedded steel bars, and the top ends of the pre-embedded steel bars penetrate out from the upper surface of the reinforcing lower ring beam;

[0281] The reinforcing upper ring beam is formed by casting concrete above the reinforcing lower ring beam, and the reinforcing upper ring beam is fastened and connected with the reinforcing lower ring beam through the pre-embedded steel bars; the reinforcing upper ring beam and the reinforcing lower ring beam form a reinforcing inner ring in the reinforcing ring;

[0282] The connecting ring segments are hoisted and installed above the reinforcing outer ring, and the seams between adjacent connecting ring segments are staggered with the seams of the reinforcing ring segments.

[0283] Based on the above technical solutions, the embodiment provides a specific vertical shaft construction method:

[0284] Step 1, pull-out piles are applied downward around the periphery of the vertical shaft to be formed; the horizontal distance between the pull-out piles and the vertical shaft to be formed is less than or equal to the pile diameter of the pull-out piles, and the bottom end of the pull-out piles is lower than the bottom end of the vertical shaft;

[0285] Step 2, a foundation pit is excavated at the position where the vertical shaft is to be formed to the design elevation of the top ring beam.

[0286] Step 3, pouring top ring beam in the foundation pit, the top ring beam is connected with the uplift pile;

[0287] Step 4, installing shaft lifting system, main engine lifting system, and corresponding connection with the pre-buried fixed seat on the top ring beam;

[0288] Step 5, installing blade foot ring, connecting the blade foot ring with the shaft lifting system through the steel strand; building the starting structure above the blade foot ring;

[0289] Step 6, continue to excavate the foundation pit to meet the initial space operation requirements of the cutting arm of the tunneling equipment;

[0290] Step 7, hoisting the assembled and debugged tunneling equipment into the foundation pit, connecting with the pre-buried tunneling equipment mounting seat in the starting structure and connecting with the main engine lifting system;

[0291] Step 8, vertically excavating the stratum by the tunneling equipment, and sequentially and circularly carrying out shaft sinking and standard ring segment lifting and installation in the process of excavation, until reaching the design depth of the shaft;

[0292] Step 9, the tunneling equipment adopts mud circulating mode to discharge slag, so as to realize undrained underwater excavation in the shaft;

[0293] Step 10, injecting thixotropic mud to the back of the shaft wall through the pre-set grouting hole of the standard ring segment;

[0294] Step 11, excavating the stratum below the blade foot ring and expanding outward to the vicinity of the pile body of the uplift pile;

[0295] Step 12, underwater concrete bottom sealing of the shaft to form a bottom sealing structure;

[0296] The concrete forming the bottom sealing structure extends outward and connects with the uplift pile to become a whole.

[0297] Step 13, pumping out the mud in the shaft and cleaning the bottom, laying waterproof layer at the bottom of the shaft after pumping out the mud, and pouring concrete to form the bottom plate above the waterproof layer.

[0298] Further, in construction, the tunneling equipment adopts mud circulating mode to discharge slag, which can realize undrained underwater excavation in the shaft.

[0299] Further, in construction, thixotropic mud is injected to the back of the shaft wall through the pre-set grouting hole of the standard ring segment.

[0300] Further, after installing the standard ring of the preset number of rings, the reinforcing ring is installed above the standard ring; after installing the reinforcing ring, the standard ring is continuously installed.

[0301] The construction method can overcome the problems of large excavation surface and large amount of work brought by open excavation method, can overcome the problems of high safety risk and serious dust pollution of drill and blast method, can solve the problems of easy deflection and difficult correction of the shaft of the traditional caisson method, and is especially suitable for the construction of large-diameter and super-deep vertical shaft in soft water-rich stratum and urban core area. By using the integrated mode of the uplift pile, the top ring beam and the bottom sealing structure, the buoyancy of underground water can be resisted, and the construction of the large-deep vertical shaft is further suitable. Based on the above scheme, a specific implementation manner is given in the embodiment, a vertical tunneling machine is used as the tunneling equipment for excavation, the tunneling machine is connected with the starting structure, and the vertical shaft tunneling machine and the shaft are sunk through the main machine lifting system and the shaft lifting system. The excavation is carried out by the undrained method, the shaft is filled with mud during the construction, the water level of the caisson and the surrounding underground water does not need to be lowered, the collapse of the surrounding soil is prevented, and the safety of the construction process is ensured. The vertical shaft construction is divided into a preparation stage, a tunneling stage and a bottom sealing stage. The preparation stage mainly performs site layout, foundation reinforcement and other procedures. In the tunneling stage, the excavation-slagging-sinking-supporting form is adopted. In the bottom sealing stage, the concrete bottom sealing and the shaft wall reinforcement are mainly performed. The assembled prefabricated segment vertical shaft is used for rapid construction.

[0302] In the embodiment, the segment is a general term of each ring segment, for example, a standard ring is formed by splicing a plurality of standard ring segments, and a connecting ring is formed by splicing a plurality of connecting ring segments. The connecting ring segment and the standard ring segment are collectively referred to as a segment.

[0303] I. Preparation stage. The preparation stage is a procedure before the formal construction of the caisson type vertical shaft, mainly including site layout, tunneling machine storage, top ring beam and starting well construction, blade foot ring assembly, shaft lifting system and main machine lifting system installation, main machine installation, ground facility connection and installation, and equipment debugging.

[0304] 1. Layout. Before starting the vertical shaft tunneling, the layout of the construction site is first completed. In combination with the assembly, placement and supporting system of the tunneling machine, the site is generally divided into the following functional areas: blade foot storage area, main machine assembly area, mud treatment area, segment storage area, machine tool material placement area and the like. The ground of the main machine assembly area needs to be hardened using reinforced concrete or steel plate, and the ground of the other areas is hardened using general concrete.

[0305] 2. Foundation reinforcement. If the vertical shaft is constructed in a soft soil area, in order to ensure the stability of the soil under the top ring beam during the downward tunneling of the vertical shaft tunneling machine, the foundation under the soft soil needs to be reinforced, and the common form is mixing pile, and the uplift pile is also punched.

[0306] 3. Top ring beam foundation construction. Before the equipment is assembled, the foundation pit is excavated and the top ring beam is poured. The well shaft lifting, main engine lifting, and pipeline extension system pre-embedded parts are pre-embedded during construction, and the pre-embedded parts meet the bearing capacity requirements. Pouring the top ring beam needs to be integrated with the uplift pile pouring.

[0307] 4. Blade foot ring assembly. The blade foot ring assembly is carried out in the originating shaft, and the blade foot ring is provided with an anchor for the well shaft lifting system. The specific installation steps are as follows:

[0308] (1) Lay sleepers or steel plates on a flat and empty site, measure the upper surface elevation, and ensure that the overall flatness error is not more than 5 mm.

[0309] (2) Number each blade foot to ensure that blade feet with different functions are hoisted to the designed position.

[0310] (3) Weld and fix with I-beams or rectangular steel pipes inside the blade foot ring to prevent deformation during subsequent welding and hoisting.

[0311] (4) Install the earth pressure gauge into the monitoring groove of the blade foot, and then pull the cable along the inside of the segment to the top of the shaft structure.

[0312] (5) Hoist the blade feet one by one using a crane, ensuring that the center of the anchor is consistent with the center of the guide slot reserved for the well shaft lifting system, facilitating subsequent connection with the steel strand.

[0313] (6) Position and assemble the blade feet.

[0314] (7) After riveting and connecting the blade feet into a blade foot ring, weld and fix it, and perform a flaw detection.

[0315] (8) After meeting the flaw detection requirements, hoist the blade foot ring into the shaft ring as a whole.

[0316] (9) Backfill the cavity of the blade foot with concrete.

[0317] 5. Installation of well shaft lifting system. The well shaft lifting system is composed of a hydraulic continuous lifting system, a well shaft lifting anchor system, and auxiliary mechanisms, and is mainly used for supporting the hoisting of segments and controlling the verticality and flatness of the cylinder. The specific installation steps are as follows:

[0318] (1) Fix the lifting top, hydraulic pump station, and control cabinet according to the design requirements, and complete the preparation work of the hydraulic pump station.

[0319] (2) Assemble the guide wire frame, lifting top, and other well shaft lifting system components.

[0320] (3) According to the position of the top ring beam pre-embedded parts, hoist the well shaft lifting system one by one using a crane, and tighten the bolts.

[0321] (4) Connect the hydraulic and electrical pipelines according to the drawings to ensure system integration.

[0322] (5) Check the elements such as proximity switches, pressure sensors, displacement sensors, etc., and debug to the normal working state.

[0323] (6) Thread the steel strand into the shaft hoisting system and make a preliminary connection.

[0324] (7) Make the lifting top main top piston return to the bottom end, and loosen the compression bolts of the upper and lower clamping tops and the component clamping top.

[0325] (8) Use a grinder to polish the steel strand head into a pyramid shape at the straight end of the threaded steel strand, which facilitates threading.

[0326] (9) After the system is powered on, lower the steel strand to the height of the blade foot ring, and connect it to the blade foot ring through the anchor.

[0327] (10) After the cable is threaded, the ground uniformly adjusts the tension of the steel strand to ensure that each cable is uniformly tensioned.

[0328] (11) Perform pre-tightening operation and trial lifting to verify system stability.

[0329] 6. Initial structure construction. The initial ring is connected above the blade foot ring and is provided with a tunneling equipment mounting seat for connecting the shaft tunneling equipment. The specific installation steps are as follows:

[0330] (1) The blade foot ring is kept in a suspended state under the action of the shaft hoisting system.

[0331] (2) The upper surface of the blade foot ring is measured using a total station, and the shaft hoisting system is leveled to facilitate subsequent segment installation.

[0332] (3) The three-ring initial ring is assembled on the blade foot ring using a crane and fixed into a ring using bolts.

[0333] In the above steps, the step of installing the initial structure above the blade foot ring includes: first installing the initial ring above the blade foot, and the initial ring is provided with pre-embedded steel bars; then casting concrete on the inner side of the initial ring to form an inner lining and a bottom ring beam; the inner lining is located between the bottom ring beam and the initial ring.

[0334] Wherein, the number of initial rings is at least two, one for installing tunneling equipment and one for connecting the bottom ring beam, and they are installed in sequence along the vertical direction; the initial ring includes a plurality of initial ring segments, and installing the initial ring above the blade foot includes: hoisting the initial ring segments one by one into the shaft and installing them above the blade foot ring, and assembling them into a ring initial ring; then repeat the hoisting and assembling of the next ring initial ring and install it above the previous ring initial ring.

[0335] Based on the above scheme, the number of initial rings is three, which are the first initial ring, the second initial ring and the third initial ring. Installing the initial ring above the blade foot includes the following steps:

[0336] (1) Hoist the third type of initial ring segments in sequence and install them above the blade foot ring to form a first initial ring; the inner side of the third type of initial ring segments is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar that passes out from the inner side of the third type of initial ring segments;

[0337] (2) Hoist the third type of initial ring segments in sequence and install them above the first initial ring to form a second initial ring;

[0338] (3) Hoist the first type of initial ring segments and the second type of initial ring segments in sequence and install them above the second initial ring to form a third initial ring; the inner side of the first type of initial ring segments is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar that passes out from the inner side of the first type of initial ring segments; the inner side of the second type of initial ring segments is provided with a recess extending in the circumferential direction, and the recess is provided with a pre-embedded steel bar that passes out from the inner side of the second type of initial ring segments; the inner side of the second type of initial ring segments is provided with a pre-embedded tunneling equipment mounting seat at the upper part.

[0339] 7. Lining and bottom ring beam construction. After the blade foot ring and the initial ring are installed, the cast-in-place lining and the bottom ring beam are constructed to enhance the overall stiffness and integrity of the shaft bottom, which is used to jointly bear the lifting force of the shaft during construction, the water pressure inside and outside the shaft, the working support force of the tunneling machine, etc., and to transfer the structural buoyancy during operation.

[0340] 8. Installation of the muck discharge pipe. As the diameter of the shaft increases, the amount of excavated muck gradually increases. To ensure the efficiency of tunneling, the muck needs to be promptly discharged. In addition to the mud circulation system of the tunneling machine, a certain number of auxiliary muck discharge pipes are laid and fixed to the bottom ring beam to ensure that the muck is promptly discharged during tunneling and to avoid disturbance to the pipes caused by the operation of the main cutting arm. Before the sinking type shaft tunneling machine starts construction, the concrete cushion layer in the starting shaft is broken, and the starting pit is excavated using a excavator, which needs to satisfy the space requirement for the installation of the main machine at the bottom of the starting shaft.

[0341] 9. Installation of the tunneling equipment, i.e., the main machine of the tunneling machine. The main machine of the tunneling machine is mainly composed of an excavation system, a tunneling arm rotation drive system, and a main machine support system. After being assembled on the ground, it is hoisted into the shaft and connected to the starting structure. The specific steps are as follows:

[0342] (1) Ground assembly of the main machine and installation of the tunneling equipment.

[0343] (2) The assembled main machine is hoisted into the starting shaft and connected to the tunneling equipment mounting seat. When hoisting the main machine, the direction of the main machine support arm should be adjusted so that the main machine is assembled in a direction that is convenient for pipeline connection; the tunneling arm needs to be in a downward vertical state to prevent interference with the bottom ring beam structure; during hoisting, attention should be paid to the uniform stress of each lifting point to ensure stable hoisting.

[0344] 10、Install the supporting equipment. After the main machine is installed, install the main machine lifting system, pipeline extension system, etc. according to the pre-embedded positions of the pre-embedded parts on the ground to ensure the accuracy of the installation positions; and arrange the remaining supporting equipment such as the slurry separation station, the main control room, the hydraulic pump station, etc. on the ground; and connect the cables of the electrical system.

[0345] 11、Equipment debugging. It is divided into preparation before debugging and debugging.

[0346] (1) The preparation before debugging mainly includes: checking the fastening of the hydraulic pipeline and joints; confirming that the main machine support plug-in oil cylinder is in place; checking the cable connection of the electrical system; checking the hydraulic system gate valve state; checking the cooling water, hydraulic oil and gear oil levels; cleaning and supplementing the oil.

[0347] (2) Equipment debugging mainly includes: sending power in the order of high voltage-power-control, checking the voltage and high voltage cabinet state; after checking the pipeline and valve group, starting the pump station in turn; verifying whether the interlocking and safety functions meet the requirements; debugging the actions of the tunneling arm, cutterhead, rotary device, main machine recovery, shaft sinking, etc. in turn.

[0348] II. Tunneling stage. After the assembly of the equipment for the tunneling site preparation is completed, the vertical shaft is excavated by the non-drainage method, and the specific construction method is as follows:

[0349] 1. Mud circulation. In order to meet the environmental protection requirements, the mud circulation is used for "resource recycling" of waste mud. Mud preparation is required before the vertical shaft is excavated. Through the process logic of hierarchical treatment-precise control-dynamic adaptation, the performance of the mud with a specific gravity of 1.03-1.1 g / cm3 and the thixotropic mud meets the construction requirements, and the specific adjustment steps are as follows:

[0350] (1) Screening and impurity removal to purify the mud matrix.

[0351] The excavated spoil is subjected to three-stage screening to obtain primary regenerated mud: the "hierarchical cyclone separation" is used instead of the traditional screening+centrifugal process, and the centrifugal force gradient of the cyclone is used to realize the precise hierarchical removal of impurities. The first-stage cyclone focuses on large-diameter obstructive impurities (affecting the smoothness of the pipeline), the second-stage cyclone targets medium-diameter particles (interfering with the viscosity of the mud), and the third-stage cyclone removes fine-diameter particles (affecting the formation of the lubricating layer), which gradually improves the purity of the mud and lays a foundation for subsequent component adjustment.

[0352] Impurity monitoring: the online particle size instrument is used to monitor the particle size distribution of the primary regenerated mud in real time to ensure that the content of particles with a particle size greater than 0.075 mm is ≤3%, otherwise the centrifugal separator is returned for reprocessing until the purification requirements are met.

[0353] (2) Adjusting the mud composition, targeting the performance, and adapting to two types of mud.

[0354] Composition adjustment involves precisely regulating the physical and mechanical properties of circulating mud and thixotropic mud by adding modifiers, based on their different functional requirements. This is achieved through two main control pathways:

[0355] Circulating mud: This is the mud inside the wellbore during underwater construction, formed by a mixture of groundwater and excavated soil. After being pumped out of the wellbore and subjected to three-stage screening, it is adjusted to meet the specific gravity requirements before being reinjected into the wellbore. It needs to be adapted to carry the excavated soil, possessing sufficient viscosity to suspend the excavated soil and sufficient fluidity to reduce pipeline resistance. Specific adjustment methods are as follows:

[0356] ① Adding bentonite to the primary recycled mud increases the colloid content of the mud (≥95%) and enhances the suspension capacity of the slag and soil.

[0357] ② Add carboxymethyl cellulose as a thickener to adjust the slurry viscosity to 20-25s, ensuring that the slag does not settle during transportation;

[0358] ③ Add clean water or concentrated mud to control the mud's specific gravity, ensuring both slag-carrying capacity and avoiding excessive specific gravity that would increase circulation energy consumption.

[0359] Thixotropic mud: It needs to be suitable for both lubrication and water retention, forming a stable lubricating layer between the wellbore outer wall and the formation to reduce sinking resistance. Simultaneously, it must possess good water retention to prevent rapid water loss and lubrication layer failure. Specific operating methods are as follows:

[0360] ① Add an appropriate amount of high-purity bentonite to the primary recycled mud to increase the static yield value of the mud and ensure that the lubrication layer is not squeezed out under soil pressure.

[0361] ② Add an appropriate amount of water-retaining agent, such as polyacrylamide, to prolong the evaporation time of the mud moisture and ensure the effective duration of the lubrication layer;

[0362] ③ If necessary, add an appropriate amount of sealing agent (such as sawdust) to enhance the seepage resistance of the mud when encountering high-porosity formations. At this time, it is necessary to increase the mud viscosity and static yield value to match the formation characteristics.

[0363] (3) Stir and homogenize to ensure uniform performance and avoid separation.

[0364] The modified mud needs to be homogenized by stirring to ensure that the modifier and primary recycled mud are fully mixed and to avoid performance fluctuations. A twin-shaft screw mixer is used for stirring to ensure that all components of the mud are mixed evenly and without clumping or sedimentation. During the stirring process, the mud properties are monitored in real time by an online viscometer and hydrometer. Qualified circulating mud is temporarily stored in a circulating mud tank, and thixotropic mud is temporarily stored in a thixotropic mud tank. A low-speed mixer is installed in the tank for continuous stirring to prevent stratification and segregation during settling.

[0365] (4) Quality verification to ensure the reusing effect.

[0366] The treated slurry needs to pass strict detection to reach the specific reference parameters for reuse before being put into use.

[0367] The circulating slurry needs to meet the following requirements: appropriate viscosity, specific gravity and sand content, and the slurry settlement rate meets the requirements after the test delivery test.

[0368] The thixotropic slurry needs to meet the following requirements: appropriate viscosity, static yield value and filtration loss, and the friction resistance reduction rate meets the requirements.

[0369] 2. Equipment load test run. According to the construction parameters such as the blade foot sinking footage and single ring construction time, the excavation parameters such as the excavation rate, mode and slag removal efficiency are determined through analysis and adjustment.

[0370] 3. Formal excavation. The shaft excavator is used to excavate inside the sinking well, the slurry generated by excavation is removed through the slurry circulation mode, and the treated slurry is circulated to the excavation bin through the slurry inlet pipeline to realize green recycling of slurry.

[0371] (1) Excavation and support mode. According to different shaft excavation equipment, different excavation forms are adopted, and the single excavation depth is usually 100-200mm. At the same time, according to different stratum characteristics, the excavation mode is switched: for the geology with good self-stability, the alternate excavation mode is adopted, the shaft is automatically sunk by the shaft lifting system after the cutting arm of the excavator completes a ring of pipe pieces (2m), and the excavation and support are alternately performed (alternate excavation mode); for soft geology, the synchronous excavation mode is adopted, the shaft is automatically sunk by the shaft lifting system after the cutting arm of the excavator completes a conventional cycle trajectory excavation (0.15m deep), and the excavation and support are synchronously performed; for extremely unstable stratum, the advanced support mode is adopted, for example, for soft soil stratum, the blade foot ring is first sunk below the working face by the advancing oil cylinder to make the blade foot insert into the original soil, and the shaft is automatically sunk by the shaft lifting system after the excavator excavating arm completes a cycle trajectory excavation in the steel blade foot.

[0372] (2) Excavation mode. The excavation system adopts differentiated excavation modes for different strata: for soft soil stratum, the cutting device adopts high speed and small feed rate excavation parameters to reduce stratum disturbance; for hard interlayer or dense stratum, low speed and large feed rate excavation parameters are adopted to improve the cutting efficiency, and the cutting trajectory is controlled by the driving system to be ring-shaped during excavation.

[0373] (3) Excavate out of the slag. The shaft sinking machine adopts mud circulating mode to pump out the slag, and the reasonable mud level is determined according to the surrounding groundwater level. Generally, the hydraulic pressure in the well is 1m higher than the groundwater. At the same time, according to the dynamic adjustment of the amount of slag in the auxiliary slag pipeline, the amount of slag is adjusted to meet the requirements of the amount of slag and the density of the mud in the well.

[0374] 4. Wall behind thixotropic grouting. According to the geological conditions, the wall behind grouting hole is pre-set on the segment, and the thixotropic mud is injected between the segment and the external soil to reduce the sinking resistance and play the role of mud wall protection.

[0375] 5. Well sinking. After excavation, the sinking well can be gradually sunk, and the shaft segment hoisted from the top is supported and recycled in turn.

[0376] The use of well wall lifting control sinking method can theoretically build any depth of shaft, but in fact, with the increase of the depth of the shaft, the shaft wall friction resistance rises sharply, leading to sinking difficulty; and with the gradual increase of the depth of the sinking well, the self weight of the sinking well also increases, and the maximum suspension force required in each excavation cycle also gradually increases. When the suspension force cannot meet the demand of the increasing weight of the shaft, the maximum depth of the shaft construction in theory is reached by the lifting control sinking method. Therefore, the traditional lifting sinking method is difficult to realize the construction of super deep shaft. Therefore, in order to build super deep shaft, it is necessary to use composite sinking process.

[0377] Further, stress and strain monitoring can be used, which is installed on the suspension steel strand or hydraulic cylinder of the well shaft lifting system to monitor the tension in real time and ensure the safety of sinking. Geometric posture monitoring can be used, such as inclinometer, inclinometer, measuring robot, to monitor the verticality, plane position and elevation of the well shaft in real time, and prevent deviation. Soil pressure monitoring can be used, such as installing soil pressure box at the well wall and blade foot, array arrangement, to monitor the reaction force.

[0378] The sinking well is subjected to vertical downward self weight (well wall, machine equipment, etc.), upward buoyancy (undrained excavation), wall behind friction resistance (approximately vertical upward) and blade foot resistance (approximately vertical upward) in the opposite direction of the sinking well movement. In order to reduce the friction resistance, the method of wall behind grouting can be used to ensure the smooth sinking of the shaft.

[0379] Assuming that the shaft sinks at a uniform speed and is in a state of force balance:

[0380]

[0381] : self weight, which can be obtained by calculating the weight of the number of rings and equipment construction;

[0382] : lifting (suspension) force, which is measured by each well shaft lifting system, and needs to be less than the lifting force limit value;

[0383] : the pressure sinking force, obtained by each hydraulic pushing system;

[0384] : the well wall friction force, the well wall friction monitoring points are arranged in the precast segment structure, one monitoring layer is arranged every 4 ring segments, and 5 segments are arranged in each layer to monitor the well wall friction;

[0385] : the buoyancy, obtained according to the sinking depth, liquid level elevation and mud ratio;

[0386] : the blade foot end resistance, the inclined plane pressure monitoring points are arranged below the steel blade foot side.

[0387] The possibility of sudden sinking of an ultra-large sinking well in a deep soft soil area is greater when the buried depth is shallow than when the buried depth is deep, especially during the segment assembly process, which is easy to cause the center of gravity to deviate, thereby causing the deviation sinking.

[0388] When the suspension force can meet the self-weight requirement in shallow burial, the complete lifting control sinking method is used for sinking well construction, and the resistance at the blade foot is 0. The steps are as follows: the heading machine excavates, the suspension equipment is lowered into the shaft, and after circulating to the height of one ring segment, the segment is assembled, and the construction of the next ring is started.

[0389] In the construction of a large buried depth shaft, as the sinking depth of the shaft increases, the self-weight gradually increases, which may cause the lifting capacity of the suspension system to be insufficient to completely support the weight of the shaft. At the same time, during the sinking process of a large buried depth shaft, the soil is disturbed due to suction and soil removal, which causes the vertical soil resistance to weaken, thereby causing the risk of sudden sinking. At the same time, the well wall may bear additional lateral pressure due to soil loosening, causing structural deformation or damage. In order to safely control the sinking process, the lifting control sinking method can be combined with the self-weight sinking method, and the counterforce at the blade foot (i.e. the support counterforce of the soil on the blade foot during sinking, obtained from the resistance measured at the blade foot end) is fully utilized to balance part of the weight of the shaft. The specific steps are as follows:

[0390] (1) The steel strand of the controllable lifting system is released by 10-15 cm (corresponding to the single-layer excavation amount of the heading machine), and the sinking well is sunk by its own weight. The blade foot cuts into the soil. Among them, the release length can be dynamically adjusted according to the blade foot soil pressure value, and in soft soil layer, the release amount is reduced as much as possible; in hard rock, it can be appropriately increased. For a given safe blade foot soil pressure threshold , if the monitored blade foot soil pressure is greater than , and the monitored value does not fluctuate greatly, the steel strand is continuously released at the current speed, and if drops sharply or approaches to If so, the release is suspended, or the emergency brake is activated, while the excavator can suspend the excavation at this point and take adjustment measures (for example, increase the friction resistance behind the shaft wall).

[0391] (2) Repeat the above steps until the caisson cannot sink autonomously (at this time the sum of the support reaction at the blade foot and the shaft wall friction resistance is close to the shaft weight) or the sinking amount reaches the width of one ring segment.

[0392] (3) Use the shaft excavator to excavate the soil under the blade foot to reduce the support reaction, so that the caisson has the conditions to continue to sink.

[0393] When the excavator excavates, the soil should be taken evenly along the shaft bottom section, the central area is excavated first, the soil bank inside the blade foot is reserved as a temporary support, and finally the soil bank is symmetrically removed. Prevent sudden sinking and deflection.

[0394] (4) Assemble 1 ring segment at the top of the shaft to increase the length of the shaft, and confirm that the shaft is in a completely stable state before assembly.

[0395] (5) Repeat the above "release → self-weight sinking → excavation → assembly" process until the caisson reaches the design depth.

[0396] In the construction of super-deep shafts, the suspension force provided by the shaft lifting system cannot completely meet the weight requirement of the shaft, and the support reaction at the blade foot is needed to ensure the safety of the caisson. At this time, the process of combining the suspension lifting control method, self-weight sinking method and pressure sinking method is adopted, and the specific steps are as follows:

[0397] (1) The shaft is lifted by the lifting system, and the lifting force is balanced and stable with the support reaction at the blade foot, the shaft wall friction resistance, the shaft buoyancy and the self-weight.

[0398] (2) The excavator performs extremely small soil removal in the central area of the shaft bottom, strictly reserves the soil bank under the blade foot, and slightly reduces the support reaction at the blade foot. The steel strand of the lifting system also starts to release controllably and slowly.

[0399] (3) During this linkage process, the changes in blade foot support reaction and lifting force are monitored in real time to ensure stable and controllable sinking, while the friction resistance behind the wall can be appropriately increased to reduce the risk of sudden sinking.

[0400] (4) Repeat steps 1-3 to accumulate the height of one ring, and assemble the next ring segment.

[0401] (5) If the slight excavation and steel strand release in step 2 cannot make the shaft sink, start the jacking system to press down while maintaining the suspension, but at this time, prevent the shaft from not sinking but being compressed between the shafts. This situation must be stopped immediately, and the wall grouting can be optimized to reduce the friction resistance; check whether the soil under the blade foot has been effectively excavated; judge the geological conditions and consider whether to switch the excavation mode.

[0402] According to the tunneling depth, the shaft is sunk, and a standard ring, a reinforcing ring, and a connecting ring are installed at the top of the shaft. Each segment is hoisted into place, and each ring is stacked alternately and connected by bolts. The segments of the same ring are also connected by bolts.

[0403] The reinforcing ring is divided into a prefabricated segment and a cast-in-place concrete segment. The prefabricated segment is aligned with the upper part of the lower connecting ring by hoisting and assembled together, and then fixed by bolts. Each ring is stacked alternately. The segments of the reinforcing ring are connected by bolts. The prefabricated segment is integrated by binding the reinforcement and pouring the upper concrete. The specific construction process is as follows:

[0404] (1) Hoist the reinforcing ring segments.

[0405] (2) Bolt the reinforcing ring segments to the connecting ring, and connect the reinforcing ring segments horizontally.

[0406] (3) Bind the reinforcement at the reinforcing lower ring beam to make the reinforcement wrap around the lower ring beam.

[0407] (4) Erect the formwork vertically upwards along the reinforcing lower ring beam.

[0408] (5) Pour the early strength concrete.

[0409] (6) Hoist the upper connecting ring and connect it to the reinforcing ring.

[0410] Based on the specific structure of the reinforcing ring, the reinforcing ring is installed above the standard ring, which includes the following steps:

[0411] (1) Hoist the prefabricated connecting ring segments one by one above the standard ring segments, and stack them alternately with the standard ring segments, and assemble them into a connecting ring;

[0412] (2) Hoist and install the prefabricated reinforcing ring segments one by one above the connecting ring, and stack them alternately with the connecting ring segments, and assemble them into a reinforcing outer ring; the inner side of the reinforcing outer ring extends inward to form a reinforcing lower ring beam; the reinforcing lower ring beam is provided with vertical pre-embedded reinforcement, and the top end of the pre-embedded reinforcement penetrates out of the upper surface of the reinforcing lower ring beam;

[0413] (3) Cast the reinforcing upper ring beam above the reinforcing lower ring beam, and the reinforcing upper ring beam is tightly connected with the reinforcing lower ring beam through the pre-embedded reinforcement; the reinforcing upper ring beam and the reinforcing lower ring beam form the reinforcing inner ring in the reinforcing ring;

[0414] (4) Hoist and install the connecting ring segments above the reinforcing ring segments, and stack them alternately with the reinforcing ring segments.

[0415] In the process of excavation, the construction system uses surveying and mapping technology, computer technology, mechanical and electronic technology to guide the sinking well shaft excavator construction. The three-dimensional measurement system mainly includes a dual-axis inclination sensor, an inclinometer and a total station.

[0416] Specifically, a dual-axis inclination sensor is installed on the excavation host to monitor the posture of the excavator, and the inclination angle of the shaft can be obtained at the same time to determine whether the shaft is inclined. An inclinometer is installed in the inclinometer pipe on the shaft to monitor the horizontal displacement of the shaft. Meanwhile, the height of each point on the upper part of the shaft, the distance between the outer arc surface of the shaft and the ground ring beam structure, and the perpendicularity of the upper pipe piece are measured by using the total station. The data obtained by the inclination sensor, the inclinometer and the total station are used to analyze the excavation posture and the shaft posture. When the device posture deviates from the set value, the lifting force of the shaft lifting system is adjusted, and directional excavation is performed to ensure that the vertical accuracy of the shaft is within the specified range.

[0417] When the shaft is inclined, lifting force is provided on the inclined side of the shaft to apply downward pressure to the deviated side of the shaft, so that the shaft is gradually leveled and restored to the vertical state. Specifically as follows:

[0418] 6. Shaft deviation correction. During the sinking process, the shaft posture is monitored through excavation guidance and ground measurement. If the sinking well is inclined during the sinking process, deviation correction can be performed in combination with the shaft lifting system, the jack sinking system and the over-excavation of the excavator. The specific construction method is as follows:

[0419] Lifting force is provided on the inclined side, and jacks are used on the corresponding side to apply downward pressure. During the overall sinking process, leveling and deviation correction are gradually achieved. In addition, the offset side can be reduced during excavation, even to change over-excavation to under-excavation, and the offset side can be increased to use the lateral pressure of the soil to push the shaft to the center. Wall thickness grouting can also be used to adjust the shaft posture. After the shaft is sunk to the designed elevation, the grouting pressure at different positions is adjusted to use the reaction force of the grouting pressure to correct the shaft.

[0420] If the shaft is horizontally offset, a number of pads can be arranged along the circumference between the ring beam and the shaft wall, so that the shaft posture can be judged by the degree of extrusion of the pads and the shaft wall, and the degree of shaft inclination can also be limited.

[0421] In addition, shaft deviation correction can also be performed by controlling the pre-excavation amount. This method assumes that:

[0422] ① It is suitable for shaft excavation plane curve correction;

[0423] ② It is assumed that the stratum cannot be compressed;

[0424] ③ It is a small angle correction as a whole (the correction angle θ is small, );

[0425] In the deviation correction, the shaft is first suspended by the shaft lifting system, and the overbreak of the soil under the shaft is carried out. The overbreak depth is consistent with the height of the main machine. In addition, in the shaft deviation measurement, the soil is overbroken downward in turn, and the horizontal distance Hθ of the lowermost overbreak is overbroken. The overall overbreak control is shown in Figure 32 and Figure 33 .

[0426] In the figure, θ is the deviation angle of the heading machine, H is the height of the heading machine, and R is the excavation radius. After overbreak, the shape can be approximately regarded as a circle with a diameter of 2R+Hθ.

[0427] Overbreak amount formula: .

[0428] By controlling the overbreak in the sinking direction in advance, the new sinking direction is ensured to return to the vertical, and at the same time, the upper soil is simultaneously operated by the suspension and sinking system to correct the shaft to the vertical.

[0429] Three, bottom sealing stage. In the bottom sealing stage, it is roughly divided into the following steps:

[0430] 1. Bottom reinforcement. After the shaft is excavated and sunk to the design depth, the soil outside the shaft is excavated by the telescopic cutting arm of the heading machine, and approaches the anti-pulling pile. At the same time, a concrete pipeline is laid, which needs to be inserted into the soil outside the shaft and as close to the anti-pulling pile as possible. Anti-segregation concrete is injected into the soil through the pipeline, and the concrete forms an integral whole by diffusing around the anti-pulling pile.

[0431] 2. Heading machine recovery. After the main machine fully circulates to discharge the rock slag in the slurry tank, the connection between the support arm and the heading equipment mounting seat is loosened, the main machine is lifted to the wellhead through the main machine lifting system and the pipeline extension system, and then the main machine is moved to the ground by using the crawler crane.

[0432] 3. Wall back slurry replacement. Pure cement slurry is used to replace the wall back slurry from bottom to top, and the slurry injection is stopped after the cement slurry overflows at the shaft wellhead. In order to ensure the density of the slurry, preliminary wall back slurry replacement and secondary slurry injection can be carried out.

[0433] 4. Mud pumping. The slurry pump is installed in the shaft, and the pump body is hung underwater. According to the amount of concrete pouring, the slurry is pumped out to prevent the slurry liquid level in the shaft from rising and overflowing the shaft. The clear water is directly discharged to the sedimentation tank on the site, and the slurry is discharged to the filter press slurry tank when there is slurry; after the bottom sealing is completed, the remaining slurry in the shaft is discharged when the concrete reaches the initial strength requirement. The shaft construction is completed.

[0434] 5. Anchor rod driving. The anchor rod is driven into the bottom soil through the anchor rod hole reserved on the enhancement ring from the inside of the shaft, and the stratum outside the shaft is grouted and reinforced through the grouting hole in the anchor rod.

[0435] 6. Bottom plate construction. Mud in the shaft well is pumped out and the bottom is cleaned. After the mud is pumped out, a waterproof layer is laid on the bottom of the shaft well, and concrete is poured on the waterproof layer to form the bottom plate.

[0436] 7. Garage frame construction. The garage frame is installed on the upper surface of the garage bottom plate, connected and fixed by pre-embedded connecting pieces, and then the specific structure of the garage is installed.

[0437] The structure of the garage can adopt the existing structure of the stereo garage or the structure of the parking building, for example, in the following ways:

[0438] (1) Construction lofting. The center line of the car, the center line of the shaft, and the center line of the machine room are positioned according to the design drawings.

[0439] (2) Frame installation. Hoist the main components such as outer frame steel structure, bearing beam and column; connect the garage frame with the pre-embedded anchor (bolt, column foot steel plate, etc.) on the garage bottom plate; for super deep garage, pre-embed anchor and bolt at the reinforced ring pipe piece to connect the beam and column of the garage structure, to ensure the stability of the structure.

[0440] (3) Track installation. Install and adjust the car track, counterweight track, and install supporting components such as car plate beam and electrical conduit.

[0441] (4) Car and counterweight installation. Assemble the car, hoist the counterweight, install the steel wire rope and complete the system adjustment.

[0442] (5) Car plate installation. Position the car plate and lock it, and after wiring, perform slow car operation test.

[0443] (6) Installation of auxiliary facilities. Install garage automatic door, shaft lighting, flat layer plugboard, machine room electrical equipment, outdoor parking device and garage guide lamp and other facilities.

[0444] (7) System debugging. Perform car plate numbering, automatic operation debugging and fault debugging, and complete installation after acceptance.

[0445] In the description of the present application, it should be understood that the orientations or positional relationships indicated by the terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as limiting the application. The device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the application.

[0446] In addition, the terms "first", "second", etc. are used herein only to describe different instances, and do not imply or suggest relative importance or a number of the indicated technical features. Thus, the features defined with "first", "second" can include one or more of the features explicitly or implicitly. In the description of the present application, the meaning of "a plurality of" is at least two, for example, two, three, etc., unless otherwise explicitly and specifically limited.

[0447] In the present application, unless otherwise explicitly and specifically defined, the terms "mounting", "connecting", "connecting", "fixing" and the like should be interpreted broadly, for example, can be fixed connection, can also be detachable connection, or integral; can be mechanical connection, can also be electrical connection or can communicate with each other; can be directly connected, can also be indirectly connected through an intermediate medium, can be the internal communication of two elements or the interaction relationship between two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0448] Although the preferred embodiments of the present application have been described, those skilled in the art can make further changes and modifications to these embodiments once they know the basic inventive concept. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments and all changes and modifications falling within the scope of the present application.

[0449] Obviously, those skilled in the art can make various modifications and variations to the present application without departing from the spirit and scope of the present application. Thus, if these modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application also intends to include these modifications and variations.

Claims

1. A shaft garage, characterized in that The application relates to a well shaft and a garage structure. The well shaft is formed by splicing multiple ring segments and extends vertically underground. A top ring beam is arranged at the top periphery of the well shaft. A sealing structure is arranged at the bottom of the well shaft. The top of the sealing structure extends to the inside of the well shaft and is integrated with the well shaft. The lower part of the sealing structure extends radially outward to the soil outside the well shaft. A waterproof layer is arranged on the sealing structure. The waterproof layer is sealed and attached to the inner wall of the well shaft. A garage floor is arranged on the waterproof layer. Embedded connecting pieces are arranged in the garage floor. The top of the connecting piece passes through the upper surface of the garage floor. The edges of the garage floor extend upward to form a reinforced ring beam which is integrated with the well shaft.

2. The shaft garage according to claim 1, characterized in that The upper surface of the garage floor is recessed downward to form a water collecting well.

3. The shaft garage according to claim 1, characterized in that The connecting pieces are embedded in the middle of the garage floor.

4. The shaft garage according to claim 1, characterized in that A garage frame is arranged on the garage floor and is connected with the embedded connecting pieces. A machine room is arranged at the top outside of the well shaft.

5. The shaft garage according to claim 1, characterized in that The top ring beam is formed by pouring concrete in the space formed by excavating downward on the ground. A cast-in-place layer is formed by pouring concrete at the top of the well shaft and is integrated with the top ring beam. The cast-in-place layer is annular.

6. The shaft garage according to claim 1, characterized in that A passageway is reserved on one side of the top ring beam and the cast-in-place layer to communicate with the machine room.

7. The shaft garage according to claim 1, characterized in that The well shaft comprises a blade foot ring, a starting structure and standard rings arranged in sequence from bottom to top.

8. The shaft garage according to claim 7, characterized in that Multiple standard rings are arranged in sequence along the depth direction of the well shaft. The starting structure comprises an initial ring with an annular structure arranged above the blade foot ring. An inner liner with an annular structure is fixedly connected with the inner surface of the initial ring. A bottom ring beam with an annular structure is arranged on the inner surface of the inner liner. The initial ring comprises first, second and third initial ring segments which are correspondingly spliced. The inner surface of each initial ring segment is provided with a recess extending in the circumferential direction. The recess is provided with embedded steel bars passing through the inner surface. The inner surface of the second initial ring segment is provided with a tunneling equipment mounting seat on the upper part. The height of the reinforced ring beam is greater than the height of one ring segment of the well shaft. The height of the reinforced ring beam is equal to the height of one ring segment of the well shaft. The bottom of the garage frame is provided with an I-shaped column. The bottom of the I-shaped column is provided with a connecting plate. The connecting plate is provided with a connecting hole. The top end of the connecting piece passes through the connecting hole of the connecting plate. The application further relates to a pad layer between the waterproof layer and the sealing structure. The pad layer is a fine-grained concrete layer. The height of the inner liner along the vertical shaft direction is greater than the thickness of the inner liner along the radial direction. The thickness of the bottom ring beam along the radial direction is greater than the thickness of the inner liner along the radial direction. The initial ring is provided with embedded steel bars extending in the radial direction. The inner liner is formed on the inner surface of the initial ring by pouring concrete. The bottom ring beam is formed on the inner surface of the inner liner by pouring concrete. The bottom ring beam comprises a bottom ring beam main body and a bottom ring beam connecting part. The bottom ring beam connecting part extends in the radial direction and is connected between the bottom ring beam main body and the inner liner. Multiple bottom ring beam connecting parts are arranged in the circumferential direction.

9. The shaft garage according to claim 1, characterized in that The initial rings are three in number and arranged in sequence along the depth direction of the shaft; the initial ring located at the top layer is composed of first and second initial ring segments alternately spliced; The initial ring located at the middle layer is composed of third initial ring segments spliced in the circumferential direction; The initial ring located at the bottom layer is composed of third initial ring segments spliced in the circumferential direction.

10. The shaft garage according to claim 5, characterized in that The top of the bottom sealing structure extends above the bottom ring beam.

11. The shaft garage according to claim 1, characterized in that Further comprising: The uplift pile is arranged below the top ring beam along the depth direction of the shaft and located outside the shaft lining; the bottom end of the uplift pile is lower than the bottom end of the shaft lining and integrally cast with the bottom sealing structure; the top end of the uplift pile is fixedly connected with the top ring beam.

12. The shaft garage according to claim 11, characterized in that The lower part of the uplift pile is radially outwardly convex to form a disc-shaped or tooth-shaped structure.

13. The shaft garage according to claim 1, characterized in that Further comprising: The reinforcing ring is arranged between the standard rings; the reinforcing ring comprises a reinforcing outer ring and a reinforcing inner ring; The reinforcing outer ring is located between the upper and lower standard rings, and the reinforcing inner ring is arranged on the inner side of the reinforcing outer ring in a radially convex manner.

14. The shaft garage according to claim 13, characterized in that The inner side of the reinforcing outer ring extends inward to form a reinforcing lower ring beam; the reinforcing outer ring and the reinforcing lower ring beam are integrally formed as a prefabricated part, and the reinforcing lower ring beam is provided with embedded steel bars, the top ends of which pass out of the upper surface of the reinforcing lower ring beam; A reinforcing upper ring beam is formed by casting concrete on the upper side of the reinforcing lower ring beam, and the reinforcing upper ring beam is fastened to the reinforcing lower ring beam through the embedded steel bars; the reinforcing upper ring beam and the reinforcing lower ring beam form the reinforcing inner ring in the reinforcing ring.

15. The shaft garage according to claim 13, characterized in that Further comprising: The connecting ring is arranged between the reinforcing ring and the standard ring, and is used to connect the reinforcing ring and the standard ring and to limit the radial position between the reinforcing ring and the standard ring; the connecting ring is composed of a plurality of connecting ring segments spliced together.

16. A construction method for building a shaft garage according to any one of claims 1-15, characterized in that, Comprising: Excavating a foundation pit in the area where the shaft lining is to be formed, and constructing a top ring beam in the foundation pit; Excavating downward in the area enclosed by the annular top ring beam, and constructing a shaft lining; Excavating the stratum at the lower part of the shaft, and then outwardly expanding the excavation, and then constructing a bottom sealing structure; the top of the bottom sealing structure extends to the inner side of the shaft lining and is integrally connected therewith; the lower part of the bottom sealing structure extends radially outward to the soil outside the shaft lining; Constructing a waterproof layer on the bottom sealing structure, which is sealingly attached to the inner wall of the shaft lining; Constructing a garage floor on the waterproof layer; embedded connectors are provided in the garage floor, the top ends of which pass upwardly out of the upper surface of the garage floor; Installing a garage frame on the garage floor, which is connected to the embedded connectors.

17. The method of construction according to claim 16, wherein, Further comprising: Constructing a machine room outside the shaft lining; a passage is reserved during the construction of the top ring beam to communicate with the machine room.

18. The construction method of claim 17, wherein, After the construction of the shaft lining is completed, a cast-in-place layer is formed by casting concrete on the top of the shaft lining, which is integrally connected with the top ring beam; a passage is reserved on one side of the cast-in-place layer to communicate with the machine room.

19. The method of construction of claim 16, wherein, Before constructing the waterproof layer, further comprising: Constructing a cushion layer on the bottom sealing structure, which is a fine-grained concrete layer.

20. The method of construction of claim 16, wherein, The construction of the shaft lining comprises: Installing a blade foot ring in the excavated space; Installing an initial ring on the blade foot ring; the initial ring is an annular structure having an inner side and an outer side; Forming an inner lining on the inner side of the initial ring; the inner lining is an annular structure having an inner side and an outer side, and the outer side of the inner lining is in contact with and fixedly connected to the inner side of the initial ring; Forming a bottom ring beam on the inner side of the inner lining; the bottom ring beam is an annular structure arranged on the inner side of the inner lining in a radially convex manner; Forming a plurality of standard rings in sequence on the initial ring.

21. The method of construction according to claim 20, wherein, The initial ring is provided with radially extending pre-embedded steel bars which pass through the inner side of the initial ring; an inner lining is formed on the inner side of the initial ring, and a bottom ring beam is formed on the inner side of the inner lining, comprising: The steel bar cage is tied on the pre-embedded steel bars of the initial ring, and a pouring formwork is erected outside the steel bar cage; the shape and size of the steel bar cage are arranged correspondingly to the inner lining and the bottom ring beam; The inner lining and the bottom ring beam are poured in the pouring formwork.

22. The method of construction of claim 20, wherein, The initial ring comprises a plurality of initial ring segments which are spliced together in the circumferential direction; the initial ring is installed on the blade foot ring, comprising: sequentially hoisting each initial ring segment and splicing into the initial ring.

23. The method of construction according to claim 22, wherein, The number of initial rings is three, which are a first initial ring, a second initial ring and a third initial ring; the installation of the initial ring on the blade foot ring comprises: The third type of initial ring segment is sequentially hoisted and installed above the blade foot ring, and spliced into the first initial ring; the inner side of the third type of initial ring segment is provided with a circumferentially extending recess, and the recess is provided with a pre-embedded steel bar which passes through the inner side of the third type of initial ring segment; The third type of initial ring segment is sequentially hoisted and installed above the first initial ring, and spliced into the second initial ring; the joints of adjacent third type of initial ring segments in the second initial ring are staggered with the joints of adjacent third type of initial ring segments in the first initial ring; The first type of initial ring segment and the second type of initial ring segment are sequentially hoisted and installed above the second initial ring, and spliced to form the third initial ring; the joints of the first type of initial ring segment and the second type of initial ring segment are staggered with the joints of adjacent third type of initial ring segments in the second initial ring; the inner side of the first type of initial ring segment is provided with a circumferentially extending recess, and the recess is provided with a pre-embedded steel bar which passes through the inner side of the first type of initial ring segment; the inner side of the second type of initial ring segment is provided with a circumferentially extending recess, and the recess is provided with a pre-embedded steel bar which passes through the inner side of the second type of initial ring segment; the inner side of the second type of initial ring segment is provided with a pre-embedded tunneling equipment mounting seat for mounting a tunneling equipment.

24. The method of construction of claim 16, wherein, Before the top ring beam is constructed, it further comprises: A uplift pile is constructed downwardly around the region where the shaft is to be formed, and the bottom end of the uplift pile is lower than the bottom end of the shaft; During the construction of the bottom sealing structure, the lower part of the bottom sealing structure extends radially outwardly to be integrated with the uplift pile.

25. The method of construction of claim 20, wherein, It further comprises: After a preset number of standard rings are installed, a reinforcing ring is installed between adjacent standard rings.

26. The method of construction according to claim 25, wherein, It further comprises: A connecting ring is installed between the reinforcing ring and the standard ring.

27. The method of construction according to claim 26, wherein, The steps of installing the connecting ring and the standard ring comprise: Each connecting ring segment is hoisted and installed above the standard ring, and the joints between adjacent connecting ring segments are staggered with the joints of the standard ring segments, and each connecting ring segment is spliced into a connecting ring; The reinforcing ring segment is hoisted and installed above the connecting ring, and the joints between adjacent reinforcing ring segments are staggered with the joints of the connecting ring segments, and each reinforcing ring segment is spliced into a reinforcing outer ring; the inner side of the reinforcing outer ring extends inwardly to form a reinforcing lower ring beam; the reinforcing lower ring beam is provided with vertical pre-embedded steel bars, and the top ends of the pre-embedded steel bars pass through the upper surface of the reinforcing lower ring beam; The cast-in-situ concrete above the reinforced lower ring beam forms a reinforced upper ring beam, which is fastened and connected with the reinforced lower ring beam through pre-embedded steel bars; the reinforced upper ring beam and the reinforced lower ring beam form a reinforced inner ring in the reinforced ring; The connecting ring segments are hoisted and connected to be installed above the reinforced outer ring, and the joints between adjacent connecting ring segments are staggered with the joints of the reinforced ring segments.

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