Construction method of vertical shield tunneling system with annular multi-machine head cutting

Abstract

A vertical shield tunneling system with circumferential multi-head cutting and its construction method are disclosed. This relates to the field of underground engineering. This method excavates only the soil and rock within the annular shaft wall, avoiding full-face excavation, and can temporarily or permanently retain the central soil. The equipment has a compact structure, low installed power, distributed power, and low carbon emissions, reducing energy consumption. It requires less excavation work, is safer and more efficient, reduces mud and slag discharge, and is environmentally friendly. The use of hollow segments reduces the weight of individual segments, lowers the requirements for hoisting equipment, and enhances the active anti-buoyancy resistance during segment sinking. Utilizing cutting edge box assemblies matched to the vertical shield, segments are assembled while excavating in an annular pattern, forming a point-matrix annular excavation, prefabricated box-shaped segment overall advancement, stable box wall support, and retention of central soil excavation mode. This significantly expands the breadth and depth of shaft construction, improves construction efficiency, and reduces construction costs. By changing the shape of the cutting edge box assembly, shaft excavation with circular, rectangular, and other cross-sectional shapes can be achieved.

Description

Technical Field

[0001] This invention relates to the fields of equipment technology and construction technology for underground shafts, specifically to improvements in vertical shield tunneling systems and their construction methods. Background Technology

[0002] Currently, in the construction of vertical shafts for large foundations, underground parking garages, underground storage facilities, underground civil defense facilities, hydropower generation, mining, coal mining, and road (railway) ventilation, the drill-and-blast method is often used for shaft drilling, which can lead to accidents such as shaft collapse, wall spalling, rockfall, and falling debris, causing injuries and fatalities. Workers are also exposed to high noise levels, water spray, dust, and harmful gases. Furthermore, this method is inefficient and costly. Therefore, this method is gradually being replaced by safer mechanical methods, such as vertical shaft drilling rigs, raise shaft drilling rigs, and shaft tunneling machines, which are increasingly being promoted and applied. Leading companies in this field include the German VSM (Voltage Shaft Scraper), Robbins tunneling machines, and the CJM (Central Junction Machine) from China Railway Equipment and CRCC Heavy Industry. The aforementioned mechanical tunneling equipment generally consists of eight modules: a milling unit, a slewing unit, a slag removal unit, a connecting beam, a sinking unit, a pipeline winch, a main winch, and a mud separation station. For shafts with a small diameter (within 10m), full-face cutting technology is generally used, while for shafts with a larger diameter (over 20m), partial cutting technology is generally used.

[0003] As the excavation diameter and depth increase, the eight modules corresponding to the full-face cutting technology gradually reveal their large size and cumbersome nature, complex procedures, complicated electromechanical and hydraulic control systems, and an increasing number of auxiliary equipment. The costs of transportation, assembly, and dismantling are also high. Such large equipment has drawbacks such as long mechanical design and manufacturing time, high investment, high construction energy consumption, low excavation efficiency, increased construction site and surface foundation reinforcement range, and large amount of mud generated during construction leading to serious environmental pollution, and may even lose its development and application value.

[0004] The use of local cutting technology is nothing more than construction methods such as front excavation and rear anchoring, alternating excavation and anchoring operations, and simultaneous excavation and anchoring. Due to the influence of anchor bolt support, material conveying level and capacity, the following problems generally exist:

[0005] (1) The discontinuous and unbalanced work between excavation, anchoring and transportation restricts the efficiency of tunneling;

[0006] (2) The efficiency of the downstream supporting system is low, especially the downstream supporting system of the tunneling and anchoring machine. It cannot give full play to the cutting capacity of the tunneling and anchoring machine, which restricts the further development of tunneling and anchoring technology.

[0007] In addition, local cutting technology generally uses the method of transmitting power from the surface to the bottom of the well, which has the following problems:

[0008] (1) The drill pipe is too long and flexible, which limits the increase of the cutter head torque;

[0009] (2) The cutter head has a large structure and no stabilizing device, which makes it prone to wobble, causing damage to the cutter head, cutting tools, drill rods, etc.;

[0010] (3) Vibration of the cutterhead during hard rock breaking may reduce propulsion efficiency and may also cause damage to key components, resulting in low construction efficiency;

[0011] (4) When gravity guidance is used, problems such as deviation and hole enlargement are likely to occur during drilling;

[0012] (5) Problems such as borehole collapse, drill bit burial, and falling object retrieval during drilling are difficult to handle;

[0013] (6) The verticality of the floating sinkhole wall is difficult to control, and the wall thickness and filling quality are difficult to control.

[0014] In summary, regardless of whether the shaft is small or large, and regardless of whether full-section or partial cutting methods are used, existing technologies require the excavation and removal of soil from the "full-section" shaft to achieve shaft formation. This results in problems such as complex equipment, low efficiency, high energy consumption, severe mud pollution, expensive equipment manufacturing costs, and high construction costs. To overcome these shortcomings, how to fully utilize and improve existing basic modules to achieve the formation of large-diameter shafts / compasses has become a pressing technical problem to be solved in this field. Summary of the Invention

[0015] To address the above-mentioned technical problems, this invention provides a miniaturized equipment for vertical shaft / tube shaft forming construction. It only requires circumferential excavation of the soil and rock within the shaft wall area, and can temporarily or permanently retain the central soil. The equipment has a simple structure, short design and manufacturing time, low carbon emissions, energy saving and consumption reduction, a larger construction range, greater safety, high work efficiency, less excavation volume to reduce mud pollution, and is environmentally friendly. It is a circumferential multi-head cutting vertical shield tunneling system and its construction method.

[0016] The technical solution of the present invention for a vertical shield tunneling system with circumferential multi-head cutting is as follows: it includes a tunneling device, a traveling device, a suspension device, a slurry feeding device, and a slag discharge device, and also includes several cutting edge boxes. The several cutting edge boxes are connected to form a circular cutting edge box group. The cutting edge box group matches the outer edge size of the vertical shield. The cross-section of the cutting edge box is inverted U-shaped, forming an inverted working cavity. A guide rail is provided on the top surface of the working cavity along the axis of the cutting edge box. A channel is provided on the top surface of each cutting edge box.

[0017] The tunneling device includes a tunneling mechanism and a support device. The tunneling device is connected to the traveling device, and the support device is attached to the inner wall of the cutting edge box.

[0018] The walking device is movably connected to the guide rail.

[0019] Furthermore, the tunneling device includes a base, a rotary table, a support mechanism, a swing arm, a telescopic cylinder, and a cutting mechanism.

[0020] The base is provided with a rotary table for driving the cutting mechanism to rotate 360°, the bottom surface of the rotary table is provided with the swing arm, and the cutting mechanism is located at the foremost end of the swing arm;

[0021] The swing arm is equipped with a telescopic hydraulic cylinder for driving the cutting mechanism to reciprocate along the swing arm.

[0022] Furthermore, the support mechanism also includes support cylinders and support shoes; a pair of support cylinders extend from both sides of the base, the ends of the support cylinders are connected to the support shoes, and the support shoes fit against the side wall of the cutting edge box for positioning and fixing during the excavation process.

[0023] Furthermore, the walking device includes a suspended walking assembly and a support plate. The suspended walking assembly clamps the walking device onto the guide rail. The support plate is connected to the suspended walking assembly and to the top surface of the base.

[0024] The suspended walking assembly is equipped with a clamp, locking, starting and walking mechanism, enabling the walking device to perform locking, starting and reciprocating motion, etc.

[0025] The receiving plate is equipped with a mounting bracket for fixing the slurry inlet pipe and the slag discharge pipe, which can move forward and backward together with the traveling device.

[0026] Furthermore, the vertical shield tunnel includes standard segments and special segments, the special segments having a through cavity; the standard segments and special segments are connected end to end to form a complete ring and are stacked layer by layer on the top surface of the circumferential cutting angle box assembly; the channels on the cutting angle box are connected to the through cavity of the special segments to form a vertical ceiling.

[0027] The special segment is also equipped with a grouting pipe.

[0028] Furthermore, the cutting edge box is equipped with a movable guide rail at the hole position. One end of the movable guide rail is connected to a fixed guide rail on one side of the hole, and the other end is connected to the bottom surface of the fixed guide rail on the opposite side of the hole through a suspension cable. The suspension cable lifts the guide rail up 90° and close to the well wall, so that the traveling device and the tunneling device can be easily hoisted out or hoisted into the well after maintenance or completion of the operation.

[0029] Furthermore, the pipelines of the slurry inlet device and the slag discharge device extend into the cutting angle box group through the well; the slurry inlet device is a conveying channel that plays a role in lubrication and friction reduction, segment sinking and wall protection, cutting mechanism cooling, and consolidation and waterproofing during vertical shield tunneling; the slag discharge device is a conveying channel for the tunneling device to discharge slag and mud.

[0030] This invention discloses a construction method for a vertical shield tunneling system with circumferential multi-head cutting, comprising S1, construction preparation, equipment arrival, measurement and positioning, and erection of the working platform; followed by the following steps.

[0031] S2. Equipment installation.

[0032] The annular guide rail, traveling device, and tunneling device are installed inside the cutting edge box to form a working chamber, which is then hoisted to the intended tunneling position using a suspension device; the slurry inlet pipe and slag discharge pipe are installed inside the annular cutting edge box.

[0033] S3, Segment Installation

[0034] Several precast segments are hoisted sequentially to the top surface of the cutting edge box and / or existing segments using a suspension device and assembled into a complete ring of segments; wherein, the through cavity of the upper and lower special segments is aligned with the position of the channel on the cutting edge box to form a well, and a slurry inlet pipe and a slag discharge pipe are installed in the well.

[0035] S4. Tunneling construction,

[0036] S4-1, Tunneling device cutting: Before cutting, the drive function in the suspension travel assembly is self-locked, the support device is extended and fixed on the inner wall of the annular cutting edge box, the tunneling device is started, so that the swing arm can rotate with the rotary table and reciprocate with the telescopic cylinder, thereby controlling the cutting mechanism to cut the strata below, while slurry is fed and slag is discharged at the same time.

[0037] S4-2, Rotary Cutting: Before the tunneling device moves circumferentially, the support device is retracted and the drive function of the suspended travel assembly is unlocked, so that the suspended travel assembly moves a short distance circumferentially along the fixed guide rail. Then, step S4-1 is implemented, and this process is repeated until all individual tunneling devices move from the front end to the rear end along the guide rail with the corresponding travel device. During the movement, the strata below are continuously excavated, and finally a complete ring excavation face is formed. During the rotary cutting process, the shield tunnel segments sink vertically by their own weight and the counterweight on the working platform.

[0038] S4-3, Slurry Transportation: During the vertical shield tunneling process, slurry is injected into the gaps between the inner and outer walls of the tunnel segments and the surrounding soil through slurry pipelines to form slurry wall protection. At the same time, it reduces the frictional resistance between the shield tunnel segments and the rock and soil.

[0039] S4-4, Cyclic Cutting: When the suspension drive assembly of the traveling device moves the tunneling device to the beginning / end of the annular fixed guide rail, it stops rotating and cutting. Then, it controls the suspension drive assembly of the traveling device to drive the tunneling device to move in the opposite direction and starts cutting the next annular excavation face according to step S4-2. When the suspension drive assembly of the traveling device moves the tunneling device to the beginning / end of the annular guide rail, it moves in the opposite direction again. This cycle repeats until the cutting mechanism has tunneled to the designed depth.

[0040] S4-5, Head Recovery: The support device is retracted, and the tunneling device is moved to the headroom of the cutting edge box by the suspension drive assembly of the traveling device. The suspension drive assembly of the traveling device, together with the tunneling device, is lifted out of the headroom of the shield segment by the suspension device. The slurry inlet pipe and the slag discharge pipe are also moved out. The cutting edge box and the fixed guide rail are left at the design depth position.

[0041] S5. Vertical shaft structure treatment;

[0042] S6. Equipment and facilities are removed from the site.

[0043] Furthermore, for shaft structures where the central soil needs to be preserved when constructing large foundations, the shaft structure should be treated according to the following steps:

[0044] S5-1. After the tunneling is completed, injectable engineering materials are filled into the cutting angle box through the well to form an integral structure;

[0045] S5-2, Cast-in-place vertical shaft wall: A steel cage is hoisted into the through cavity of the special shield tunnel segment, and concrete is poured while the mud in the cavity is replaced, so that the upper and lower segments form an integral structure.

[0046] S5-3, Grouting inside and outside the shaft: Grout is injected into the gap between the shield tunnel segments and the soil through the grout inlet pipe to solidify the surrounding soil and form a waterproof layer;

[0047] S5-4. Shaft capping: Level the central soil inside the shaft according to the design elevation, and construct the top slab. The thickness and elevation of the top slab depend on the project conditions.

[0048] Furthermore, for large underground spaces requiring the excavation of central soil shaft structures, the shaft structure shall be treated according to the following steps:

[0049] S5-1. After the tunneling is completed, injectable engineering materials are filled into the cutting angle box through the well to form an integral structure;

[0050] S5-2, Cast-in-place vertical shaft wall: A steel cage is hoisted into the through cavity of the special shield tunnel segment, and concrete is poured while the mud in the cavity is replaced, so that the upper and lower segments form an integral structure.

[0051] S5-3, Grouting inside and outside the shaft: Grout is injected into the gap between the shield tunnel segments and the soil through the grout inlet pipe to solidify the surrounding soil and form a waterproof layer;

[0052] S5-4a. Excavation of the central soil: Excavation machinery is used to excavate the central soil in the shaft, and the slag is cleared away as it is excavated to the design depth; the excavation machinery is selected for underwater excavation or non-underwater excavation depending on the groundwater conditions in the shaft.

[0053] S5-5a, Shaft bottom sealing and bottom slab construction: After the central soil is excavated to the design depth, the bottom is sealed, and then the bottom slab structure is constructed. The top and bottom elevations of the bottom slab are flush with the top and bottom elevations of the first ring segment, finally forming a large underground space.

[0054] S5-6a. The internal structure shall be constructed according to the project requirements under the support of the shield tunnel shaft.

[0055] This invention changes the traditional shaft excavation operation model, which requires excavating the central soil and is difficult to support for large-area excavation, regardless of whether the method is "full-section cutting" or "partial cutting". It innovatively proposes the concept of "box-shaped" excavation and provides practical technical measures. Specifically, it involves simultaneously performing circular excavation and vertically assembling the tunnel segments, forming a point-matrix circular excavation, overall advancement of prefabricated box-shaped tunnel segments, stable support of the box walls, and preservation of the central soil. This significantly expands the breadth and depth of the shaft excavation space, improves the efficiency of shaft space formation, and greatly reduces construction costs. By changing the shape of the cutting edge box assembly, it is possible to achieve box-shaped shaft excavation with circular, rectangular, and other shapes.

[0056] The present invention also has the following beneficial effects:

[0057] (1) An innovative method for a vertical shield tunneling machine and construction method with circumferential multi-head cutting is proposed. A ring track is installed at the bottom of the shield segment, and multiple tunneling devices suitable for underwater operation are symmetrically arranged along the ring track. Each tunneling device performs circumferential excavation and vertical tunneling of the original rock and soil in a step-by-step manner. Under the premise of retaining the soil in the center of the shaft, only the soil within the shield pipe wall is cut, so as to realize the excavation and construction of large-section or ultra-large-section shafts.

[0058] (2) The circular excavation method effectively avoids the full-section excavation of the shaft; multiple tunneling devices (i.e., machine heads) are symmetrically arranged, and multiple tunneling devices can be excavated in parallel (in series), which effectively improves the efficiency of shaft excavation; multiple tunneling devices can be repaired and recycled through the suspension system, reducing the project cost.

[0059] (3) The equipment is miniaturized, compact and simple in structure, light in weight, low in installed power, and energy-saving and consumption-reducing; simple to operate, simplified electromechanical control system, convenient and low cost for transportation, assembly and disassembly; short mechanical design and manufacturing time and reasonable cost; and relatively small required floor area and surface reinforcement range.

[0060] (4) The use of hollow segments reduces the weight of a single segment and lowers the power requirements of the hoisting equipment. The vertical length of the segments can be increased as needed to reduce joints, improve safety and save costs, and also enhance the active anti-buoyancy capability when the segments sink.

[0061] (5) The central soil is not removed during the vertical shaft excavation. After the excavation is completed, the central soil is retained or excavated according to the project requirements. Circular excavation greatly reduces the amount of earthwork excavation and the amount of slag and mud discharge, reduces the workload, is highly efficient, and has less pollution to the surrounding environment. Even if the central soil needs to be treated later, the excavation is safe under the protection of the shield tunnel segments.

[0062] (6) Block-shaped ring excavation, miniaturized equipment, distributed power, and prefabricated hollow segment support can infinitely increase the vertical shaft range.

[0063] The tunneling equipment developed in this invention is lightweight, simplifying design, manufacturing, electromechanical-hydraulic system control, transportation, assembly, and disassembly. The machine head is retrievable, ensuring low project costs. It also enables simultaneous tunneling, sinking, and support along the entire "ring" surface, making it simple, easy to implement, and with favorable overall construction conditions. This invention can be applied to large-scale military foundations (such as offshore wind power and missile launch silos), large-scale civilian foundations, underground parking garages, underground storage facilities (such as oil wells and grain silos), underground civil defense facilities, and mining shafts, among other projects. Attached Figure Description

[0064] Figure 1 This is a schematic diagram illustrating the principle of circumferential cutting in this invention.

[0065] Figure 2 This is a schematic diagram illustrating the working principle of the present invention.

[0066] Figure 3 This is a partial schematic diagram of the operation of the annular cutting edge box tunneling device of the present invention.

[0067] Figure 4 This is a partial structural diagram of the tunneling layer of the present invention.

[0068] Figure 5 This is a schematic diagram of the excavation device being hoisted out of the well after excavation is completed according to the present invention.

[0069] Figure 6 This is a three-dimensional schematic diagram of the shield tunnel segments in this invention.

[0070] Figure 7This is a three-dimensional schematic diagram (from an upward angle) of the tunneling device in this invention.

[0071] Figure 8 This is a schematic diagram of the tunneling device in this invention installed inside the annular cutting edge box.

[0072] Figure 9 This is a schematic diagram of the annular blade angle box in this invention.

[0073] Figure 10 This is a three-dimensional schematic diagram (top view) of the annular blade angle box assembly in this invention.

[0074] Figure 11 This is a three-dimensional schematic diagram (from an upward angle) of the annular blade angle box assembly in this invention.

[0075] Figure 12 This is a three-dimensional schematic diagram (top view) of the working process of the present invention.

[0076] Figure 13 This is a three-dimensional schematic diagram (from a low angle) of the working process of the present invention.

[0077] Figure 14 This is a schematic diagram of the initial state of tunneling according to the present invention.

[0078] Figure 15 This is a schematic diagram of the initial tunneling state of the cutting edge box toroidal surface unfolded according to the present invention.

[0079] Figure 16 This is a schematic diagram of the unfolded state of the present invention during the toroidal tunneling process.

[0080] Figure 17 This is a schematic diagram showing the repositioning of the tunneling device of the present invention after completing a section of annular excavation within the annular cutting edge box.

[0081] Figure 18 This is a schematic diagram of the intermediate state of the tunneling cutting edge box toroidal surface unfolding according to the present invention.

[0082] Figure 19 This is a schematic diagram of the tunneling device being lifted out after the tunnel has reached its destination.

[0083] Figure 20 This is a schematic diagram of the vertical shaft structure for which the central soil needs to be preserved during the construction of large foundations, according to the present invention.

[0084] Figure 21 This is a schematic diagram of the vertical shaft structure required for constructing large underground spaces where the central soil needs to be excavated.

[0085] In the diagram, 1 represents the soil layer, 11 represents the work platform, 12 represents the central soil, 13 represents the work area, and 14 represents the waterproof layer.

[0086] 2 is the suspension device, 21 is the slurry feeding device, and 22 is the slag discharge device.

[0087] 3 is a segment, 30 is a cavity, 31 is a standard segment, 32 is a special segment, and 321 is a through cavity.

[0088] 4 is the tunneling device, 41 is the base, 42 is the rotary table, 43 is the support structure, 44 is the cutting mechanism, 45 is the telescopic cylinder, and 46 is the swing arm.

[0089] 5 is the cutting edge box, 51 is the guide rail, 511 is the movable guide rail, 52 is the cutting edge, 53 is the channel, and 54 is the cutting edge box for the wellbore section.

[0090] 6 is the walking mechanism, and 61 is the receiving plate.

[0091] 7 is the concrete pouring inside the annular blade angle box, 71 is the top plate, 72 is the bottom sealing plate, and 73 is the bottom plate;

[0092] The arrows in the diagram indicate the direction of movement. Detailed Implementation

[0093] First, combine Figure 1 The inventive concept and working mechanism of this invention are described. This invention employs a multi-section annular cutting edge box 5 to form a circular cutting edge box assembly, enabling tunneling through stratum 1 and ultimately forming an annular vertical shield tunnel. During tunneling, the central soil 12 can be retained. Each section of the cutting edge box 5 has a duct 53 for muck removal and equipment access, and each section of the cutting edge box 5 is equipped with a tunneling device 4 that moves along the arrow-shaped path. Figure 1 (Not shown in the diagram) As multiple tunneling devices 4 operate, the soil and rock within the annular vertical shield area are expelled, and the cutting edge box assembly is fed downwards as a whole until the designed depth of the vertical shield is reached. During the downward feeding process, vertical shield components, i.e., segments 3, need to be continuously stacked on top of the cutting edge box assembly. Finally, a structure resembling a... Figure 12 , 13 The vertical shield tunnel shown.

[0094] To better understand the technical essence and beneficial effects of the present invention, detailed descriptions are provided below using embodiments. However, the descriptions of the embodiments are not intended to limit the technical solutions of the present invention. Any formal but not substantive equivalent transformations made based on the concept of the present invention should be considered within the scope of the technical solutions of the present invention.

[0095] In the following description, all directional or positional concepts involving up, down, left, right, front, and back are based on... Figures 1 to 21 The location and state of the object are examples, and therefore should not be construed as a special limitation on the technical solution provided by the present invention.

[0096] This invention discloses a vertical shield tunneling system with circumferential multi-head cutting, such as... Figure 2-19As shown: It includes a tunneling device 4, a traveling device 6, a suspension device 2, a slurry feeding device 21, and a slag discharge device 22, as well as several annular cutting edge boxes 5. Several cutting edge boxes 5 are connected to form a circular cutting edge box group. The cutting edge box group matches the outer edge size of the vertical shield. The cross-section of the cutting edge box 5 is inverted U-shaped, forming an inverted working cavity. A guide rail 51 is provided on the top surface of the working cavity along the axis of the cutting edge box 5. A channel 53 is provided on the top surface of each cutting edge box 5.

[0097] The tunneling device 4 includes a tunneling mechanism and a support device. The tunneling device is connected to the traveling device 6, and the support device fits against the inner wall of the cutting angle box 5; specifically as follows... Figure 7 , 8 As shown, the tunneling device 4 includes a base 41, a rotary table 42, a support mechanism 43, a swing arm 46, a telescopic cylinder 45, and a cutting mechanism 44. The base 41 is provided with a rotary table 42 for driving the cutting mechanism 44 to perform 360° rotary digging. A pair of swing arms 46 are provided on the bottom surface of the rotary table 42. The cutting mechanism 44 is located at the front end of the swing arm 46. The swing arm 46 is provided with a telescopic cylinder 45 for driving the cutting mechanism 44 to reciprocate along the swing arm.

[0098] The support mechanism 43 also includes support cylinders and support shoes; a pair of support cylinders extend from both sides of the base 43, with the ends of the support cylinders connected to the support shoes. The support shoes fit against the inner wall of the cutting edge box 5 and are used for positioning and fixing during excavation. The support cylinders and support shoes are not labeled in the illustrations of this invention, but those skilled in the art can clearly and definitively reproduce the support mechanism 43 of this invention based on the illustrations.

[0099] The walking device 6 is movably connected to the guide rail 51. The walking device 6 includes a suspended walking assembly and a supporting plate 61. The suspended walking assembly clamps the entire walking device onto the guide rail 51. The supporting plate 61 connects to the suspended walking assembly on top and to the top surface of the base 41 on the bottom. The suspended walking assembly is equipped with clamping, locking, starting, and traveling mechanisms, enabling the walking device to perform locking, starting, and reciprocating movements. Since the suspended walking assembly achieves suspended movement on the guide rail 51, those skilled in the art can clearly and definitively reproduce it based on the aforementioned technical task and the accompanying drawings; therefore, further details are omitted here.

[0100] The receiving plate 61 is equipped with a mounting bracket for fixing the slurry inlet pipe and the slag discharge pipe, which can move forward and backward together with the traveling device 6.

[0101] That is, the tunneling device 4 is movably connected to the guide rail 51 by the traveling device 6, which can realize reciprocating movement, stopping and other actions.

[0102] The vertical shield tunnel (body) of the present invention includes standard segments 31 and special segments 32. The special segments 32 are provided with through cavities 321. The standard segments 31 and special segments 32 are connected end to end to form a complete ring and are stacked layer by layer on the top surface of the circumferential cutting angle box group. The holes 53 on the cutting angle box 5 are connected to the through cavities 321 of the special segments 32 to form a vertical ceiling.

[0103] The special segment 32 is also equipped with a grouting pipe for connecting the grouting device 21.

[0104] It should be noted that both standard segment 31 and special segment 32 can be equipped with cavities 30, which can be used when there is a need for weight reduction, such as... Figure 6 As shown.

[0105] Furthermore, a movable guide rail 511 is provided at the position of the channel 53 of the cutting edge box 5. One end of the movable guide rail 511 is connected to the fixed guide rail 51 on one side of the hole, and the other end is connected to the bottom surface of the fixed guide rail on the opposite side of the hole through a suspension cable. The suspension cable lifts the movable guide rail 511 up 90°, close to the well wall, so that it is convenient to lift the traveling device 6 and the tunneling device 4 out of or into the well after maintenance or completion of the operation. Figure 2 , 5 As shown in Figure 10.

[0106] In addition, several points need to be explained regarding the structural form of the cutting edge box 5:

[0107] First, the lower edge of the cutting edge box 5 should preferably be equipped with a cutting edge 52, which is conducive to the vertical cutting of the cutting edge box 5 into the lower stratum 1.

[0108] Secondly, the arrangement of the orifice 53 in the cutting edge box 5 can take several forms: a) For the cutting edge box 5 with the aforementioned movable guide rail 511, a separate well section cutting edge box 54 can be set up (e.g. Figure 10 (as shown in the figure) connect with other cutting edge boxes; b. set the position of the channel 53 at the end of the cutting edge box 5; c. open U-shaped "half-well holes" at the beginning and end of the cutting edge box 5 respectively, and after connecting, form the channel 53. This technical measure makes it convenient to connect two adjacent cutting edge boxes and is easy to operate.

[0109] Third, displacement sensors can be installed on multiple cutting edge boxes 5, and they are connected to controllers to control the "balance" of the overall feed of the cutting edge boxes 5. After the controller collects relevant data, it controls the working state of the tunneling device 4 at different positions according to the data information, so that the annular cutting edge box group can be restored to a horizontal posture.

[0110] Fourth, the closed ring formed by the continuous connection of the blade angle boxes 5 in this invention is not limited to a circle, but can also be a square, rectangle, ellipse or other shapes.

[0111] It should also be noted that the working mode of simultaneous excavation, sinking, and support across the entire cross-section achieved by the device of the present invention involves excavating the soil and rock mass within the working area 13 inside the cutting edge box 5, that is, performing "small-section" circular excavation, then "sinking," and then performing circular excavation again... continuously deepening into the strata. The shield tunnel segments sink vertically by relying on their own weight and the counterweight of the working platform. In the initial stage, liquid is injected into the hollow segments to increase the counterweight and platform counterweight for "sinking." As the excavation depth increases and more segments are stacked on top, the weight of the segments is used to achieve "sinking." When the segment sinking depth is deep, excessive stacking of segments or excessive soil and water pressure in the strata can lead to a large cumulative weight or high buoyancy, which can affect the working performance of the bottom excavation device 4. The present invention controls the weight and buoyancy of the upper segments by reasonably setting the number of hollow segments and injecting mud into the bottom and wall of the shaft (segment construction). In addition, the mud can also reduce the frictional resistance between the segments and the strata during sinking.

[0112] Furthermore, the cavity segment is filled with liquid, which can be water, mud, or suspension.

[0113] Furthermore, the pipelines of the grouting device 21 and the slag discharge device 22 extend into the cutting angle box assembly through the well; the grouting device 21 is a conveying channel that plays a role in lubrication and friction reduction, segment sinking and wall protection, cutting mechanism cooling, and consolidation and waterproofing during vertical shield tunneling; the slag discharge device 22 is a conveying channel for the tunneling device 4 to discharge slag and mud.

[0114] This invention discloses a construction method for a vertical shield tunneling system with circumferential multi-head cutting, comprising S1, construction preparation, equipment arrival, measurement and positioning, and erection of the working platform 11; followed by the following steps.

[0115] S2. Equipment installation.

[0116] The annular guide rail 51, the traveling device 6, and the tunneling device 4 are installed in the cutting edge box 5 to form a working chamber, and are hoisted to the intended tunneling position by the suspension device 2; the slurry inlet pipe and the slag discharge pipe are installed in the annular cutting edge box 5.

[0117] S3, Segment Installation

[0118] Several precast segments are hoisted sequentially to the top surface of the cutting edge box 5 and / or the existing segments using a suspension device and assembled into a complete ring of segments; wherein, the through cavity 321 of the upper and lower special segments is aligned with the position of the channel 53 on the cutting edge box 5 to form a ceiling, and the slurry inlet pipe and slag discharge pipe (i.e., the pipelines of the slurry inlet device 21 and the slag discharge device 22) are installed in the ceiling.

[0119] S4. Tunneling construction,

[0120] S4-1, Tunneling device 4 cutting: Before cutting, the drive function in the suspension travel assembly is self-locked, the support device is extended and fixed on the inner wall of the annular cutting edge box 5, the tunneling device 4 is started, so that the swing arm 46 can rotate with the rotary table 42 and reciprocate with the telescopic cylinder 45, thereby controlling the cutting mechanism 44 to cut the strata below, and slurry is fed and slag is discharged at the same time.

[0121] S4-2, Rotary Cutting: Before the tunneling device 4 moves circumferentially, the support mechanism 43 is retracted, and the drive function of the suspended traveling assembly is unlocked, allowing the suspended traveling assembly to move a short distance circumferentially along the fixed guide rail. Then, step S4-1 is performed, and this process is repeated until all individual tunneling devices 4 move from the front end to the rear end along the guide rail with the corresponding traveling device 6. During the movement, the underlying strata are continuously excavated, finally forming a complete annular excavation face. During the rotary cutting process, the shield tunnel segments sink vertically by their own weight and the counterweight on the working platform.

[0122] S4-3, Slurry Transportation: During the vertical shield tunneling process, slurry is injected into the gaps between the inner and outer walls of the tunnel segments and the surrounding rock and soil through slurry pipelines to form slurry wall protection. At the same time, it reduces the frictional resistance between the shield tunnel segments and the rock and soil.

[0123] S4-4, Cyclic Cutting: After the suspension drive assembly of the traveling device 6 moves the tunneling device 4 to the beginning / end of the annular fixed guide rail, it stops rotating and cutting. Then, it controls the suspension drive assembly of the traveling device 6 to drive the tunneling device 4 to move in the opposite direction, and starts cutting the next annular excavation face according to step S4-2. After the suspension drive assembly of the traveling device 6 moves the tunneling device 4 to the beginning / end of the annular guide rail, it moves in the opposite direction again, and so on, until the cutting mechanism has tunneled to the designed depth;

[0124] S4-5, Head recovery: The support device is retracted, and the tunneling device 4 is moved to the headroom of the cutting edge box 5 by the suspension drive assembly of the traveling device 6. The suspension drive assembly of the traveling device 6, together with the tunneling device 4, is lifted out of the headroom of the shield segment by the suspension device 2. The slurry inlet pipe and the slag discharge pipe are also moved out. The cutting edge box 5 and the fixed guide rail 51 are retained at the design depth position.

[0125] S5. Vertical shaft structure treatment;

[0126] S6. Equipment and facilities are removed from the site.

[0127] Furthermore, for shaft structures where the central soil needs to be preserved during the construction of large foundations, the shaft structure should be treated according to the following steps: (e.g.) Figure 20As shown, in this operating environment, standard segment 31 and special segment 32 can be constructed with cavities 30; when the central soil 12 is not removed, the central soil 12 and the shield segment (with cavities) are subjected to force together as a large foundation, such as offshore wind power; however, the number of segment cavities 30 still needs to be set according to the design calculation to maintain the overall strength of the vertical shield body.

[0128] S5-1, After tunneling is completed, injectable engineering materials are filled into the cutting angle box 5 through the well to form an integral structure; such as Figure 20 7. Concrete was poured into the annular blade angle box.

[0129] S5-2, Cast-in-place vertical shaft wall: A steel cage is hoisted into the through cavity 321 of the special shield segment 32, and the mud in the cavity is replaced while pouring concrete to make the upper and lower segments form an integral structure; here, concrete is filled into the gaps, skylights and other cavities of the vertical shield body.

[0130] S5-3, Grouting inside and outside the shaft: Grout is injected into the gap between the inner and outer sides of the shield tunnel segment and the soil through the grout inlet pipe to solidify the surrounding soil and form a waterproof layer 14;

[0131] S5-4. Shaft capping: Level the central soil 12 inside the shaft according to the design elevation, and construct the top plate 71. The thickness and elevation of the top plate 71 depend on the project conditions.

[0132] Furthermore, for large underground spaces requiring the excavation of central soil shaft structures, the shaft structure should be treated according to the following steps: (e.g.) Figure 21 As shown, in this operating environment, standard segment 31 and special segment 32 generally do not have cavity 30 structures. However, if the structural strength can still be maintained by setting an appropriate cavity 30, then it can be set.

[0133] S5-1, After tunneling is completed, injectable engineering materials are filled into the cutting angle box 5 through the well to form an integral structure; such as Figure 21 7. Concrete was poured into the annular blade angle box.

[0134] S5-2, Cast-in-place vertical shaft wall: A steel cage is hoisted into the through cavity of the special shield tunnel segment, and concrete is poured while the mud in the cavity is replaced, so that the upper and lower segments form an integral structure.

[0135] S5-3, Grouting inside and outside the shaft: Grout is injected into the gap between the shield tunnel segments and the soil through the grout inlet pipe to solidify the surrounding soil and form a waterproof layer;

[0136] S5-4a, Excavation of central soil 12: Excavation machinery is used to excavate the central soil 12 in the shaft, and the slag is cleared while excavating to the design depth; the excavation machinery is selected for underwater excavation or non-underwater excavation depending on the groundwater conditions in the shaft.

[0137] S5-5a, Shaft bottom sealing and bottom slab construction: After the central soil 12 is excavated to the design depth, the bottom 72 is sealed and then the bottom slab 73 structure is constructed. The top and bottom elevations of the bottom slab 73 are flush with the top and bottom elevations of the first ring segment, finally forming a large underground space.

[0138] S5-6a. The internal structure shall be constructed according to the project requirements under the support of the shield tunnel shaft.

[0139] The invention features four key characteristics: First, a cutting edge box is installed at the bottom of the shield tunnel segment, and a circular track is installed inside the cutting edge box. A traveling device and a tunneling device are symmetrically arranged on the circular track. The cutting mechanism is connected to the traveling device and the tunneling device via suspension components, support plates, and bases. The cutting mechanism performs rotary cutting and vertical tunneling on the undisturbed rock and soil in a step-by-step manner, forming a circular excavation face. During excavation, the central soil is retained, avoiding full-section excavation of the shaft. Second, cavities can be set inside the tunnel segments to reduce the power configuration and weight of the hoisting equipment and enhance active anti-buoyancy capabilities. Third, after tunneling is completed, concrete is poured into the cutting edge box and reinforced concrete is poured into the tunnel segment's shaft to form an integral structure, ensuring the strength and rigidity of the vertical shield. Fourth, depending on project requirements, the core soil can be retained or excavated later.

[0140] This invention is not limited to the above embodiments. Based on the technical solutions disclosed in this invention, those skilled in the art can make some substitutions and modifications to some of the technical features without creative effort, and all such substitutions and modifications are within the protection scope of this invention.

Claims

1. A construction method for a vertical shield tunneling system with circumferential multi-head cutting, comprising a tunneling device, a traveling device, a suspension device, a slurry feeding device, and a slag discharge device, and further comprising several cutting edge boxes, wherein the several cutting edge boxes are connected to form a circular cutting edge box assembly, the cutting edge box assembly being matched with the outer edge dimensions of the vertical shield; the cross-section of the cutting edge box is inverted U-shaped, forming an inverted working cavity, a guide rail is provided on the top surface of the working cavity along the axis of the cutting edge box, and a channel is provided on the top surface of each cutting edge box section; The tunneling device includes a tunneling mechanism and a support device. The tunneling device is connected to the traveling device, and the support device is attached to the inner wall of the cutting edge box. The walking device is movably connected to the guide rail; Construction methods include, S1. Construction preparation: equipment arrival, measurement and positioning, and construction of work platform; Its features are, Then proceed with the following steps. S2. Equipment installation. The annular guide rail, traveling device, and tunneling device are installed inside the cutting edge box to form a working chamber, which is then hoisted to the intended tunneling position using a suspension device; the slurry inlet pipe and slag discharge pipe are installed inside the annular cutting edge box. S3, Segment Installation Several precast segments are hoisted sequentially to the top surface of the cutting edge box and / or existing segments using a suspension device and assembled into a complete ring of segments; wherein, the through cavity of the upper and lower special segments is aligned with the position of the channel on the cutting edge box to form a well, and a slurry inlet pipe and a slag discharge pipe are installed in the well. S4. Tunneling construction, S4-1, Tunneling device cutting: Before cutting, the drive function in the suspension travel assembly is self-locked, the support device is extended and fixed on the inner wall of the annular cutting edge box, the tunneling device is started, so that the swing arm can rotate with the rotary table and reciprocate with the telescopic cylinder, thereby controlling the cutting mechanism to cut the strata below, while slurry is fed and slag is discharged at the same time. S4-2, Rotary Cutting: Before the tunneling device moves circumferentially, the support device is retracted and the drive function of the suspended travel assembly is unlocked, so that the suspended travel assembly moves a short distance circumferentially along the fixed guide rail. Then, step S4-1 is implemented, and this process is repeated until all individual tunneling devices move from the front end to the rear end along the guide rail with the corresponding travel device. During the movement, the strata below are continuously excavated, and finally a complete ring excavation face is formed. During the rotary cutting process, the shield tunnel segments sink vertically by their own weight and the counterweight on the working platform. S4-3, Slurry Transportation: During the vertical shield tunneling process, slurry is injected into the gaps between the inner and outer walls of the tunnel segments and the surrounding rock and soil through slurry pipelines to form slurry wall protection. At the same time, it reduces the frictional resistance between the shield tunnel segments and the rock and soil. S4-4, Cyclic Cutting: When the suspension drive assembly of the traveling device moves the tunneling device to the beginning / end of the annular fixed guide rail, it stops rotating and cutting. Then, it controls the suspension drive assembly of the traveling device to drive the tunneling device to move in the opposite direction and starts cutting the next annular excavation face according to step S4-2. When the suspension drive assembly of the traveling device moves the tunneling device to the beginning / end of the annular guide rail, it moves in the opposite direction again. This cycle repeats until the cutting mechanism has tunneled to the designed depth. S4-5, Head Recovery: The support device is retracted, and the tunneling device is moved to the headroom of the cutting edge box by the suspension drive assembly of the traveling device. The suspension drive assembly of the traveling device, together with the tunneling device, is lifted out of the headroom of the shield segment by the suspension device. The slurry inlet pipe and the slag discharge pipe are also moved out. The cutting edge box and the fixed guide rail are left at the design depth position. S5. Vertical shaft structure treatment; S6. Equipment and facilities are removed from the site; Its characteristic is that, for shaft structures where the central soil needs to be retained when constructing large foundations, the shaft structure is treated according to the following steps: S5-1. After the tunneling is completed, injectable engineering materials are filled into the cutting angle box through the well to form an integral structure; S5-2, Cast-in-place vertical shaft wall: A steel cage is hoisted into the through cavity of the special shield tunnel segment, and concrete is poured while the mud in the cavity is replaced, so that the upper and lower segments form an integral structure. S5-3, Grouting inside and outside the shaft: Grout is injected into the gap between the shield tunnel segments and the soil through the grout inlet pipe to solidify the surrounding soil and form a waterproof layer; S5-4. Shaft capping: Level the central soil inside the shaft according to the design elevation, and construct the top slab. The thickness and elevation of the top slab depend on the project conditions.

2. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 1, characterized in that, The tunneling device includes a base, a rotary table, a support mechanism, a swing arm, a telescopic cylinder, and a cutting mechanism. The base is provided with a rotary table for driving the cutting mechanism to rotate 360°, the bottom surface of the rotary table is provided with the swing arm, and the cutting mechanism is located at the foremost end of the swing arm; The swing arm is equipped with a telescopic hydraulic cylinder for driving the cutting mechanism to reciprocate along the swing arm.

3. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 2, characterized in that, The support mechanism also includes support cylinders and support shoes; a pair of support cylinders extend from both sides of the base, the ends of the support cylinders are connected to the support shoes, and the support shoes fit against the inner wall of the cutting edge box for positioning and fixing during the excavation process.

4. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 2, characterized in that, The walking device includes a suspended walking assembly and a support plate. The suspended walking assembly clamps the walking device onto the guide rail. The support plate is connected to the suspended walking assembly and to the top surface of the base. The suspended walking assembly is equipped with a clamp, locking, starting and walking mechanism, enabling the walking device to perform locking, starting and reciprocating motion, etc. The receiving plate is equipped with a mounting bracket for fixing the slurry inlet pipe and the slag discharge pipe, which can move forward and backward together with the traveling device.

5. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 1, characterized in that, The vertical shield tunnel includes standard segments and special segments, and the special segments are provided with through cavities; the standard segments and special segments are connected end to end to form a complete ring and are stacked layer by layer on the top surface of the cutting edge box assembly; the channels on the cutting edge box are connected to the through cavities of the special segments to form a vertical ceiling. The special segment is also equipped with a grouting pipe.

6. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 1, characterized in that, The cutting edge box is equipped with a movable guide rail at the hole position. One end of the movable guide rail is connected to a fixed guide rail on one side of the hole, and the other end is connected to the bottom surface of the fixed guide rail on the opposite side of the hole through a suspension cable. The suspension cable lifts the guide rail up 90° and close to the well wall. This makes it convenient to lift the traveling device and the tunneling device out or into the well after maintenance or completion of the work.

7. The construction method of a vertical shield tunneling system with circumferential multi-head cutting according to claim 1, characterized in that, The pipelines of the grout inlet device and the slag discharge device extend into the cutting angle box group through the well; the grout inlet device is a conveying channel that plays a role in lubrication and friction reduction, segment sinking and wall protection, cutting mechanism cooling, and consolidation and waterproofing during vertical shield tunneling; the slag discharge device is a conveying channel for the tunneling device to discharge slag and mud.

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