CN117027834A - Full-section excavation device free of support and step combination and construction method - Google Patents

Abstract

A full-section excavation device free of support and step combination and a construction method, the full-section excavation device comprises: the device comprises a modularized shield body, a pipe joint, a pushing rear base plate and a deviation rectifying pushing oil cylinder; the pipe joint and the correction propulsion oil cylinder are respectively arranged at the rear side of the main tunneling unit in the tunneling direction; one of the output end and the fixed end of the deviation rectifying propulsion oil cylinder is connected with the bottom ring plate, and the other is connected with the propulsion rear base plate and used for driving the bottom ring plate to move towards the tunneling direction and driving the propulsion rear base plate to move to be propped against or separated from the pipe joint; a temporary supporting shell is arranged on the rear side of the tunneling unit shell of the temporary supporting tunneling unit in the tunneling direction, and horizontally extends to the upper part of the pipe joint; the upper part of the pipe joint and the temporary supporting shell form a soil supplementing empty area for backfilling soil. The construction method is characterized in that tunneling is completed through the steps S1-S6. The scheme can enable the top soil backfill to be applied synchronously along with the tunneling process, reduces the excavation working face, and reduces the influence on urban traffic and environment.

Description

Full-section excavation device free of support and step combination and construction method

Technical Field

The invention relates to the technical field of underground space construction, in particular to a full-section excavation device free of support and step combination and a construction method.

Background

At present, the urban comprehensive pipe rack is used as a novel laying mode of municipal pipelines, various pipelines are intensively laid according to the novel laying mode, so that the space resources on the ground are saved, the pipeline safety is maintained, the requirement of intensive transformation of the city from rough to high-efficiency is met, the urban comprehensive pipe rack has the advantages of obvious environmental and social benefits and the like, the construction is supported greatly by the country, and the urban comprehensive pipe rack is developed in advance. However, the construction of the pipe gallery is also limited by urban environmental factors, china is a country with multiple mountains, the mountain area is approximately 2/3 of the territory area, and the difficulty of constructing the comprehensive pipe gallery in the environments is high due to complex and changeable mountain geological conditions, terrains and terrains, road traffic and buried pipeline conditions, engineering cost bearing capacity and other conditions are combined, so that the construction of the comprehensive pipe gallery project is carried out by adopting a proper construction method according to local conditions.

At present, as the comprehensive pipe rack has shallow burial depth, the better method for constructing the pipe rack is to construct the comprehensive pipe rack by combining a mechanical method and an open cut method, such as the advantages of a shield and the open cut method. Patent CN202210411606.9 proposes to use a U-shaped shield machine for utility tunnel construction. The equipment adopts an open shell as an enclosure structure of the excavated soil body, and circularly advances along with the shield propulsion to form a rigid movable supporting structure; the two sides are provided with telescopic plugboards which can be inserted into soil bodies at two sides of the excavation surface to serve as temporary supports; after excavating a pipe joint length by adopting the excavating mechanical equipment, hoisting and installing the pipe joint, pushing an oil cylinder to compress the pipe joint, connecting and fixing adjacent pipe joints by using a pre-stress anchor cable, and pushing a U-shaped shield to move forwards; and backfilling soil bodies on the upper part and the side parts of the finished section pipe joint, and recovering the site.

The prior art has the advantages that no slope is needed, and support is saved; full prefabrication of pipe joints, high construction efficiency and the like, but certain defects exist: (1) the shield machine has higher manufacturing cost and long equipment production period; (2) the auxiliary equipment investment is more, and the professional configuration is more; (3) the stratum has a narrow application range, and is only suitable for construction in soft soil areas; (4) the construction environment is poor, and potential construction risks can exist; (5) as the excavation width and the excavation height of the section are increased, the water and soil pressure difference between the top and the bottom of the excavation surface is large, the stability of the excavated soil body is poor, and the disturbance to the stratum is large, so that the surrounding environment is influenced; (6) the equipment universality is poor, variable cross-section construction cannot be realized, and the equipment is not suitable for composite stratum construction.

The mountain city has large relief, and the bedrock is buried deep and shallow, so the mountain city is suitable for open cut construction. However, when the prior art (mechanical method combined with open cut method) is used to construct the utility tunnel in the case of the node engineering which can not be constructed by adopting the traditional open cut method on the traffic road or the complex stratum, the utility tunnel can be limited by factors such as construction technology, safety, manufacturing cost, construction period and the like, and the applicability is not strong. Therefore, the prior art needs to be improved, so that the method is suitable for construction of the mountain urban comprehensive pipe rack.

Disclosure of Invention

The invention aims to provide a support-free step combined full-section excavation device, which can be used for propping against the upper part of a pipe joint through a temporary support shell horizontally extending from a tunneling unit shell during tunneling construction, further filling soil through a soil filling empty area formed between the upper part of the pipe joint and the temporary support shell, and enabling backfilling of top soil to be carried out synchronously along with the tunneling process, so that the excavation working face is reduced.

The invention also provides a full-section excavation construction method without supporting and step combination.

To achieve the purpose, the invention adopts the following technical scheme:

a full section excavation device of support, step combination formula exempts from includes: the device comprises a modularized shield body, a pipe joint, a pushing rear base plate and a deviation rectifying pushing oil cylinder;

the modularized shield body comprises a plurality of tunneling units which are vertically arranged; the tunneling unit includes: a tunneling unit housing and a tunneling device; the tunneling device is arranged on the tunneling unit shell in a resetting motion manner; the tunneling unit shell is provided with a bottom ring plate at the rear side of the tunneling direction;

the tunneling unit is sequentially divided into: a main tunneling unit and a temporary support tunneling unit;

the pipe joint and the correction propulsion oil cylinder are respectively arranged at the rear side of the main tunneling unit in the tunneling direction; one of the output end and the fixed end of the deviation rectifying propulsion oil cylinder is connected with the bottom ring plate, and the other is connected with the propulsion rear base plate and is used for driving the bottom ring plate to move towards the tunneling direction and driving the propulsion rear base plate to move to be propped against or separated from the pipe joint; a temporary supporting shell is arranged on the rear side of the tunneling unit shell of the temporary supporting tunneling unit in the tunneling direction, and horizontally extends to the upper part of the pipe joint; and a soil supplementing empty area for backfilling soil bodies is formed above the pipe joint and the temporary supporting shell.

Preferably, the deviation rectifying propulsion oil cylinder drives the propulsion rear substrate to move to be separated from the pipe joint, and one end of the pipe joint in the tunneling direction and the propulsion rear substrate form a tubing space; the tubing space is used for installing a new said tube segment.

More preferably, the tubing space comprises: a telescoping zone and an insertion zone;

the telescopic area is formed between the lower part of the temporary support shell and the pushing rear substrate; the tunneling unit shell and the pipe joint form the placing area when being separated; the telescopic area is horizontally communicated with the placement area.

Preferably, the tunneling units are connected in sequence in a relatively movable manner and are arranged in a plurality of vertical layers and a plurality of horizontal columns;

the tunneling unit shells of two adjacent tunneling units are detachably spliced to form the machine body of the modularized shield body;

preferably, the tunneling unit further comprises: grouting device and slag discharging device;

the grouting device and the slag discharging device are respectively arranged on the tunneling unit shell.

Preferably, the tunneling device includes: the tunneling machine head and the telescopic oil cylinder;

a chest plate is arranged in the tunneling unit shell; the telescopic oil cylinder is arranged between the bottom ring plate and the chest plate and used for driving the tunneling machine head to reciprocate in the tunneling unit shell.

A full-section excavation construction method free of support and step combination comprises the following steps:

s1: before the tunneling equipment starts, the modularized shield body aligns the front edge of the tunneling direction to the section of the front soil body to be excavated;

s2: starting a telescopic oil cylinder of the top layer until a tunneling machine head of a top layer tunneling unit moves forward by n units and then stopping, and keeping the position; starting the telescopic oil cylinder of the secondary top layer, enabling the tunneling machine head of the tunneling unit of the secondary top layer to move forward by n-1 units, stopping the machine, and keeping the position; the tunneling units are reduced by 1 unit layer by layer, and the tunneling machine head of the tunneling unit at the bottommost layer is kept motionless;

s3: starting a correction propulsion oil cylinder positioned on the lower-layer main tunneling unit, and driving the lower-layer main tunneling unit to move forward by 1 unit by using the correction propulsion oil cylinder to drive the whole modularized shield body to propel forward;

s4: the telescopic cylinders of the tunneling units from the top layer to the bottom layer extend out respectively, so that the tunneling units move forwards to continue tunneling for 1 unit; finishing excavation, cutting and forming of a face;

s5: recovering a correction propulsion oil cylinder of the main tunneling unit, and forming a tubing space by a tube joint and propulsion of the rear substrate;

s6: paving a new pipe joint into the tubing space, and propping a propulsive rear substrate connected to one end of a rectifying propulsive oil cylinder against the front end surface of the new pipe joint; the working process of a design stroke is completed;

the steps S4-S6 are repeated to complete a plurality of design runs.

More preferably, after step S6, step S7 is performed;

step S7: backfilling soil bodies in a soil supplementing empty area formed between the upper part of a paved pipe joint and the temporary supporting shell after the modularized shield body is tunneled for a certain distance, and tamping;

the steps S4-S7 are repeatedly performed to complete a plurality of design runs.

Preferably, in step S7, the soil body in the soil filling empty area is compacted to form a slope structure, and the bottom end of the slope structure is attached to the temporary supporting shell.

More preferably, after the step S7, the temporary supporting shell relatively moves to the pipe joint, the rear wall is repaired at the position of the original temporary supporting shell, and then other vacancies in the soil repairing vacant area are used for replenishing other soil bodies.

The technical scheme provided by the invention can comprise the following beneficial effects:

the scheme provides a support-free step combined full-section excavation device, which can be used for propping against the upper part of a pipe joint through a temporary support shell horizontally extending from a tunneling unit shell during tunneling construction, filling soil through a soil filling empty area formed between the upper part of the pipe joint and the temporary support shell, and enabling backfilling of a top soil body to be implemented synchronously along with the tunneling process, so that the excavation working face is reduced, and the influence on urban traffic and environment is reduced; meanwhile, the tunneling unit shell can be used as a temporary supporting structure of a lateral soil body, and the existing supporting structure can be omitted, so that the excavation cost is reduced.

Drawings

FIG. 1 is a schematic cross-sectional view of one embodiment of a full face excavation apparatus;

FIG. 2 is a schematic cross-sectional view of one embodiment of a full face excavation apparatus backfill;

FIG. 3 is a schematic cross-sectional view of one embodiment of the full face excavation apparatus after recovery of the corrective thrust cylinders;

FIG. 4 is a schematic cross-sectional view of one embodiment of a full face excavation apparatus configured to complement a wall;

fig. 5 is a schematic diagram of the arrangement and distribution of the tunneling units in the modular shield body.

Wherein:

a modularized shield body 1; the pipe joint 2, the propulsion rear base plate 3 and the deviation correcting propulsion cylinder 4; soil 9; a rear wall 10;

a tunneling unit 11; a tunneling unit housing 111, a tunneling device 112; a bottom ring plate 113; a temporary support case 114; a grouting device 115 and a slag tapping device 116; a chest plate 117;

a main tunneling unit 11a, a temporary support tunneling unit 11b;

tunneling head 1121, telescoping ram 1122;

a soil filling empty region 21; a tubing space 22; a telescoping region 221, a placement region 222; ramp structure 91.

Detailed Description

The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.

In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more of the described features. In the description of the present invention, the meaning of "a plurality" is two or more, unless explicitly defined otherwise.

The technical scheme of the scheme is further described through the specific embodiments with reference to the accompanying drawings.

1-5, a full section excavation device of support-free and step combination type, comprising: the device comprises a modularized shield body 1, a pipe joint 2, a pushing rear base plate 3 and a deviation rectifying pushing oil cylinder 4; the modularized shield body 1 comprises a plurality of tunneling units 11 which are vertically arranged; the tunneling unit 11 includes: a tunneling unit housing 111 and a tunneling device 112; the tunneling device 112 is arranged on the tunneling unit housing 111 in a resetting motion; the tunneling unit housing 111 is provided with a bottom ring plate 113 at the rear side in the tunneling direction;

the tunneling unit 11 is sequentially divided into: a main tunneling unit 11a and a temporary support tunneling unit 11b;

the pipe joint 2 and the correction propulsion oil cylinder 4 are respectively arranged at the rear side of the main tunneling unit 11a in the tunneling direction; one of the output end and the fixed end of the deviation rectifying and pushing oil cylinder 4 is connected with the bottom annular plate 113, and the other is connected with the pushing rear base plate 3 and is used for driving the bottom annular plate 113 to move towards the tunneling direction and driving the pushing rear base plate 3 to move to be propped against or separated from the pipe joint 2; the tunneling unit housing 111 of the temporary supporting tunneling unit 11b is provided with a temporary supporting housing 114 at the rear side in the tunneling direction, and the temporary supporting housing 114 extends horizontally to the upper side of the pipe section 2; the upper part of the pipe joint 2 and the temporary supporting shell 114 form a soil supplementing empty area 21 for backfilling soil 9.

The scheme provides a support-free step combined full-section excavation device, which can be used for propping against the upper part of a pipe joint 2 through a temporary support shell 114 horizontally extending from a tunneling unit shell 111 during tunneling construction, so that soil is filled through a soil filling empty area 21 formed between the upper part of the pipe joint 2 and the temporary support shell 114, backfilling of a top soil body 9 can be synchronously performed along with the tunneling process, and the excavation working face is reduced, so that the influence on urban traffic and environment is reduced; meanwhile, the tunneling unit shell 111 can serve as a temporary supporting structure of a lateral soil body, and an existing supporting structure can be omitted, so that the excavation cost is reduced.

Specifically, the arrow direction in fig. 2 and 3 is the tunneling direction; the tunneling units 11 are vertically arranged, and each tunneling unit 11 is provided with a tunneling unit shell 111 and a tunneling device 112 respectively; the tunneling device 112 is movably arranged on the tunneling unit shell 111, so that tunneling of the front undisturbed soil body 9 is realized; the ripper 112 is a well known mechanism with ripping functionality, and may generally include: the tunneling machine head 1121 and the telescopic oil cylinder 1122 mainly drive the tunneling machine head 1121 to reciprocate through the telescopic oil cylinder 1122; for example, in one embodiment, chest plate 117 is disposed within the tunneling unit housing 111; the telescopic oil cylinder 1122 is arranged between the bottom ring plate 113 and the chest plate 117 and is used for driving the tunneling machine head 1121 to reciprocate in the tunneling unit shell 111; the tunneling units 11 on the upper layer and the lower layer are driven to tunnel by different tunneling devices 112 respectively, the tunneling devices 112 on the upper layer and the lower layer are in a stepped tunneling mode, the stability of the tunnel face is improved, the space stress is reasonable, and the soil settlement is controllable; when tunneling construction is performed under the condition of no earthing, the outer shell of the modularized shield body 1 is used as a temporary supporting structure for excavation of a foundation pit and lateral soil 9 instead of a supporting structure; the existing supporting structure can be omitted, so that the excavation cost is reduced.

Meanwhile, the multiple tunneling units 11 are vertically arranged and classified, and the tunneling units are sequentially divided into: a main tunneling unit 11a and a temporary support tunneling unit 11b; for the main tunneling unit 11a at the lower layer, a pipe joint 2 is arranged at the rear side of the tunneling direction, and a correction pushing oil cylinder 4 is arranged at the rear side of the main tunneling unit 11a in the tunneling direction; one end (output end or fixed end) of the deviation rectifying propulsion cylinder 4 is connected with the bottom ring plate 113, and the other end (fixed end or output end) is connected with the propulsion rear substrate 3; when the output end of the deviation rectifying and propelling oil cylinder 4 drives the bottom ring plate 113 to move towards the tunneling direction, the bottom ring plate 113 drives the whole modularized shield body 1 to move towards the tunneling direction, and after the jacking of each tunneling unit 11 and the deviation rectifying and propelling oil cylinder 4 reach the designed stroke, the cutting and forming of a tunnel face are completed. In the scheme, a temporary support tunneling unit 11b is arranged above the main tunneling unit 11 a; the temporary support tunneling unit 11b is not provided with a correction propulsion oil cylinder 4, and the whole modularized shield body 1 is mainly driven by the correction propulsion oil cylinder 4 of the lower main tunneling unit 11a to integrally propel. The tunneling unit housing 111 of the temporary supporting tunneling unit 11b is provided with a temporary supporting housing 114 at its extension end away from the tunneling direction, the temporary supporting housing 114 extending horizontally above the pipe joint 2, so that a surrounding area between the pipe joint 2 and the temporary supporting housing 114 forms a soil-compensating empty area 21; the road surface can expose the soil filling empty area 21 in the construction road surface, and the soil body 9 can be filled in the soil filling empty area 21 and tamped in the process of construction by the scheme, so that the tunneled road surface can be restored and leveled in time, the excavation working surface is reduced, and the influence on urban traffic and environment is reduced.

Preferably, the deviation rectifying propulsion cylinder 4 drives the propulsion rear substrate 3 to move to be separated from the pipe joint 2, and one end of the pipe joint 2 in the tunneling direction and the propulsion rear substrate 3 form a tubing space 22; the tubing space 22 is used for installing a new said tube segment 2.

When the deviation rectifying propulsion oil cylinder 4 drives the modularized shield to integrally move to a set position, the deviation rectifying propulsion oil cylinder 4 can be recovered, so that the extending end of the deviation rectifying propulsion oil cylinder 4 is contracted, and the propulsion rear substrate 3 is driven to be separated from the pipe joint 2; the original pipe joint 2 is separated from the pushing rear substrate 3, and a pipe loading space 22 is formed between the original pipe joint 2 and the pushing rear substrate 3; the tubing space 22 can be used for installing a new pipe section 2 to provide a supporting point for the correction propulsion cylinder 4 through the new pipe section 2; the pipe joint 2 has a certain bearing capacity and is used for providing a counter force for supporting the deviation rectifying propulsion cylinder 4 to push the modularized shield body 1. Meanwhile, the new pipe joint 2 can also enlarge the range of the soil supplementing empty area 21, when the modularized shield body 1 integrally moves, the temporary support shell 114 can move to the position of the new pipe joint 2, so that a space is reserved continuously to fill new soil 9, a rear supplementing wall body 10 can also be arranged above the new pipe joint 2, the range of the soil 9 can be directly fixed, and the soil 9 cannot loosen and collapse.

When the pipe joint 2 needs to be installed, the pipe joint 2 can pass through the temporary supporting shell 114, so that the pipe joint 2 is placed in the lower pipe loading space 22; the temporary support shell 114 can also be designed into a detachable structure, and when the pipe joint 2 needs to be installed, the temporary support shell 114 is detached to expose the lower pipe loading space 22; or in a preferred embodiment, the tubing space 22 comprises: a telescoping zone 221 and a placement zone 222;

the telescopic area 221 is formed between the lower part of the temporary support shell 114 and the pushing rear substrate 3; the entry region 222 is formed when the ripping unit housing 111 is separated from the pipe section 2; the telescoping zone 221 is in horizontal communication with the insertion zone 222.

When advancing the rear substrate 3 vertically aligned to a side of the temporary support housing 114 near the pipe joint 2, the extent of the telescoping zone 221 is minimal; when the deviation-correcting propulsion cylinder 4 is retracted and the output end of the deviation-correcting propulsion cylinder 4 is contracted, the range of the telescopic area 221 is gradually increased when the propulsion rear substrate 3 is driven to horizontally pass below the temporary support shell 114, as shown in fig. 4; the placement area 222 is an area formed when the tunneling unit housing 111 is separated from the pipe joint 2, and is hollow vertically, as shown in fig. 4, so that the pipe joint 2 can be placed conveniently; when the pipe section 2 needs to be installed, the pipe sections 2 can be installed in the telescopic area 221 and the placing area 222 in sequence, so that more pipe sections 2 can be placed at one time, and the total times of placing the pipe sections 2 are reduced.

Preferably, a plurality of the tunneling units 11 are connected in turn in a relatively movable manner and are arranged in a plurality of vertical layers and a plurality of horizontal columns;

the tunneling unit shells 111 of two adjacent tunneling units 11 are detachably spliced to form the machine body of the modularized shield body 1;

in the present embodiment, as shown in fig. 5, the tunneling units 11 are horizontally arranged and vertically arranged, so as to form a multi-layer array of tunneling units 11; here, the tunneling unit housings 111 of the adjacent two tunneling units 11 are detachably spliced, which may be between two horizontally adjacent tunneling unit housings 111 or between two vertically adjacent tunneling unit housings 111; each tunneling unit shell 111 of each tunneling unit 11 moves independently, for example, the tunneling unit shells 111 of the tunneling units 11 preferably move from top to bottom layer by layer in the tunneling direction, each tunneling unit 11 performs 'partitioning block and step' tunneling according to the principle that the tunneling units are started one by one or started first in the middle and then at the two sides from top to bottom in the whole, and the power of the whole equipment is dispersed, so that compared with the whole equipment with low energy and consumption reduction cost; thus, the step-by-step dot matrix full-face tunneling construction is adopted, namely, the modularized shield body 1 carries out step-by-step (point-to-face) tunneling according to the principle of starting from top to bottom and layers one by one; meanwhile, the tunneling units 11 are horizontally arranged and vertically arranged, so that the size of the machine body forming the modularized shield body 1 is controllable, namely, the section of the equipment can be adjusted according to the needs, and the equipment can be combined at will, so that the waste of new manufacturing equipment for size adjustment is avoided.

Preferably, the tunneling unit 11 further includes: a grouting device 115 and a tapping device 116;

the grouting device 115 and the slag discharging device 116 are respectively installed on the tunneling unit housing 111.

The grouting device 115 and the slag discharging device 116 are mechanisms of a well-known excavating device; the grouting device 115 is used for improving the dregs in the tunneling process; the slag discharging device 116 is used for discharging slag from a pipeline, such as a conventional vacuum pump-pipeline slag discharging mode; the grouting device 115 and the slag discharging device 116 can be arranged on part or all of the tunneling unit shells 111, so that the problems that the tunneling efficiency is affected due to unsmooth slag discharging caused by excessive tunneling units 11 can be avoided.

Optimally, the ripper 112 includes: a tunneling head 1121 and a telescoping ram 1122;

a chest plate 117 is arranged in the tunneling unit shell 111; the telescopic ram 1122 is disposed between the bottom ring plate 113 and the chest plate 117, and is used to drive the tunneling head 1121 to reciprocate in the tunneling unit housing 111.

Each tunneling unit shell 111 is tunneled by a single tunneling device 112, specifically, a telescopic oil cylinder 1122 drives a tunneling machine head 1121 to reciprocate, a plurality of tunneling units 11 form a lattice layout, each tunneling unit 11 is tunneled in a 'partition block step-by-step' manner according to the principle that the tunneling units 11 are started one by one or started from top to bottom in the same layer or started from the middle to the two sides, and when the jacking of each tunneling unit 11 and a deviation correcting pushing oil cylinder 4 reaches a designed stroke, the cutting forming of a face is completed.

A full-section excavation construction method free of support and step combination comprises the following steps:

s1: before the tunneling equipment starts, the modularized shield body 1 aligns the front edge of the tunneling direction with the section of the front undisturbed soil body 9 to be excavated;

before the tunneling equipment is constructed, an open excavation method can be used for constructing an originating working well and a receiving working well, and the enclosure forms can be structures such as Larson steel sheet piles, SMW piles, bored piles and the like. The tunneling equipment is transported and hoisted into an originating well, and the tunneling equipment is installed and debugged before originating, so that the equipment can be ensured to run stably.

S2: starting the telescopic cylinder 1122 on the top layer until the tunneling machine head 1121 of the tunneling unit 11 on the top layer moves forward for n units and then stopping the machine, and keeping the position; starting the telescopic cylinder 1122 of the secondary top layer, and stopping the tunneling machine head 1121 of the tunneling unit 11 of the secondary top layer after moving forward by n-1 units, so as to keep the position; the tunneling units are reduced by 1 unit layer by layer, and the tunneling head 1121 of the tunneling unit 11 at the bottommost layer is kept motionless;

thus, the tunneling quantity of the equipment is in a step tunneling state of n, (n-1) … …, 2, 1 and 0;

s3: starting a correction propulsion oil cylinder 4 positioned on the lower-layer main tunneling unit 11a, and driving the lower-layer main tunneling unit 11a to move forwards by 1 unit by the correction propulsion oil cylinder 4 so as to drive the whole modularized shield body 1 to propel forwards;

s4: the telescopic cylinders 1122 of the tunneling units 11 from the top layer to the bottom layer extend respectively, so that the tunneling units 11 move forwards to continue tunneling for 1 unit; finishing excavation, cutting and forming of a face;

thus, a step type excavation mode with tunneling quantity consisting of n+1, n … …, 2 and 1 is automatically formed, and the excavation cutting forming of a face is completed. In the tunneling process, a step excavation mode is formed by controlling the stroke of the telescopic oil cylinder 1122, so that stability of a tunnel face is improved, space stress is reasonable, and sedimentation of soil 9 is controllable.

S5: the correction propulsion oil cylinder 4 of the main tunneling unit 11a is recovered, and the pipe joint 2 and the propulsion rear substrate 3 form a pipe loading space 22;

s6: paving a new pipe joint 2 into the tubing space 22, and propping a propelling rear substrate 3 connected to one end of a deviation rectifying propelling cylinder 4 against the front end surface of the new pipe joint 2; the working process of a design stroke is completed;

after the pipe joint 2 is paved, the whole pushing rear base plate 3 at one end of the deviation rectifying pushing oil cylinder 4 can be abutted against the front end face of the new pipe joint 2, and at the moment, the oil cylinder can uniformly transfer force on the surface of the pipe joint 2. The pipe joint 2 can be a prefabricated assembled pipe joint 2, can be installed and paved in a tunnel in a blocking mode, and is preferably tensioned and connected with the pipe joint 2 by adopting a circumferential prestress steel rod and a longitudinal steel strand.

The steps S4-S6 are repeated to complete a plurality of design runs.

Preferably, after step S6, step S7 is performed;

step S7: after the modularized shield body 1 is tunneled and constructed for a certain distance, backfilling soil bodies 9 into a soil-supplementing empty area 21 formed between the upper part of the paved pipe joint 2 and the temporary supporting shell 114, and tamping;

the steps S4-S7 are repeatedly performed to complete a plurality of design runs.

During the repeated execution, the full-face excavation device also executes the well-known steps of the existing excavation device, such as jacking cutting, deslagging and the like; therefore, the scheme can realize jacking cutting, deslagging, laying pipe joints 2 and backfilling until the tunnel is penetrated during repeated execution.

After the modularized shield body 1 is tunneled for a certain distance, the upper part of the paved pipe joint 2 is in a non-earthing state, and soil body 9 can be backfilled and tamped according to the requirement at the moment so as to prevent the soil body 9 from loosening and collapsing. Meanwhile, the steps S4-S7 are repeatedly executed, namely, during tunneling construction, backfilling of the top soil body 9 can be synchronously implemented along with the tunneling process, so that the excavation working face is reduced, and the influence on urban traffic and environment is reduced.

More preferably, in the step S7, the soil body 9 of the soil-filling empty region 21 is compacted to form the slope structure 91, and the bottom end of the slope structure 91 is attached to the temporary supporting shell 114.

When backfilling soil body 9, can preferably tamp soil body 9 to form slope structure 91, the bottom of slope structure 91 can paste in interim support shell 114, and one side of soil body 9 is slope structure 91, and bottom surface and upper surface are the horizontal plane, and the cross-section of soil body 9 is the trapezoidal form, and it pastes in interim support shell 114 in slope structure 91 department only bottom, therefore soil body 9 and interim support shell 114's area of contact is little, and slope structure 91 can ensure interim support shell 114 is removing the influence that reduces soil body 9 to avoid soil body 9 to loosen, collapse.

Further preferably, after the step S7, the temporary supporting shell 114 is relatively moved to the pipe joint 2, the post-filling wall 10 is disposed at the position of the original temporary supporting shell 114, and the rest of the soil 9 is filled in other empty spaces in the soil filling empty area 21.

After the soil body 9 is backfilled to a certain span, the temporary support shell 114 moves relatively to the pipe joint 2, the post-repair wall body 10 can be installed at the original position of the temporary support shell 114 in the soil-repair empty region 21, and the post-repair wall body 10 can be composed of known wall body raw materials such as bricks, stones, cement and the like. The hardness of the rear compensation wall body 10 is larger than that of the soil body 9, so that the rear compensation wall body 10 is arranged at a certain distance to prevent the soil body 9 from loosening or collapsing in the whole section, and the backfilling stability of the soil body 9 is improved. And other vacancies in the soil-filling vacant region 21 supplement other soil bodies 9, so that the soil bodies 9 can be filled in the slope structure 91, and the whole soil-filling vacant region 21 can be completely filled.

Examples:

taking a 3×3 modularized shield body 1 as an example, d in the figure is a design travel; the specific implementation scheme is as follows:

s1, before construction of tunneling equipment, an open cut method is adopted to construct an originating working well and a receiving working well, and the enclosure forms can adopt structures such as Larson steel sheet piles, SMW piles, bored piles and the like;

s2, transporting and hoisting the full-section excavation device into an originating well, and installing and debugging the full-section excavation device before originating to ensure stable operation of equipment;

s3: before starting, the front edge of the same front elevation of the modularized shield body 1 is required to be aligned with the front section of the front soil body to be excavated, as shown in figure 1; when the tunneling machine is started, any tunneling unit 11 in the topmost layer of the modularized shield body 1 is started, and the tunneling machine head 1121 is driven to forward perform tunneling through the telescopic oil cylinder 1122 of the tunneling unit 11 according to the principle that the middle part is started first and the two sides are started one by one until the forward pushing reaches a designed stroke 2d, and the tunneling machine is stopped and kept in position;

s4: starting each tunneling unit 11 in the middle layer according to the principle that the middle layer is started first and then the two sides are started one by one, stopping the machine and keeping the position, wherein the designed travel of each tunneling unit is 1d;

s5: then, each tunneling unit 11 at the bottom layer is kept still, and tunneling states with tunneling amounts of 2d, 1d and 0d are formed from top to bottom; the deviation rectifying propulsion cylinder below the top layer extends out of a design stroke 1d to drive the whole modularized shield body 1 to propel forwards, as shown in fig. 2;

s6: finally, all tunneling units 11 of the top layer, middle layer and bottom layer modules extend out like drawers and continue tunneling for 1d through controlling telescopic cylinders 1122 in the units from the upper layer to the lower layer according to the principle that the tunneling units are started one by one from the middle layer to the two sides (or the same layer is started one by one); so as to automatically form a step type excavation mode with the tunneling quantity consisting of 3d, 2d and 1d, namely completing excavation cutting forming of a face, as shown in figure 3;

s7: after the tunnel face is formed, the correction propulsion oil cylinders 4 in the tunneling units 11 at the middle and lower parts are recycled, a tubing space 22 is reserved between the propulsion rear base plate 3 of the correction propulsion oil cylinders 4 and the tubing joint 2, as shown in fig. 3, a new tubing joint 22 can be paved in the tubing space 22, and after the tubing joint 22 is paved, the correction propulsion oil cylinders 4 integrally abut against the front end face of the newly installed tubing joint 22 by propelling the rear base plate 3, so that the working process of a design stroke is completed;

s8: after the modularized shield body 1 is tunneled for a certain distance, the upper part of the paved pipe joint 2 is in a non-earthing state, and soil 9 is backfilled and tamped in a layered, symmetrical and gradient manner according to the requirement;

s9: repeating the steps S6-S8, and performing jacking cutting, deslagging, pipe joint laying and backfilling on the full-section excavating device until the tunnel is penetrated;

s10: when the pipe joint 2 is laid, and the full-face excavation device is taken out of the well and received, the tunneling machine heads 1121 in the tunneling units 11 in the upper layer, the middle layer and the lower layer are in the same elevation state; i.e. the tunneling units 11 on the top layer keep the position still, the tunneling units 11 on the middle layer respectively extend and tunnel for 1d, the tunneling units 11 on the bottom layer respectively extend and tunnel for 2d, and at this time, the equipment is restored to the original state, as shown in fig. 4.

The technical principle of the present solution is described above in connection with the specific embodiments. The description is only intended to explain the principles of the present solution and should not be construed in any way as limiting the scope of the present solution. Based on the explanations herein, other embodiments of the present solution will be apparent to those skilled in the art without undue burden, and such modifications will fall within the scope of the present solution.

Claims (10)

1. A full section excavation device of support, step combination formula exempts from includes: a modularized shield body;

the modularized shield body comprises a plurality of tunneling units which are vertically arranged; the tunneling unit includes: a tunneling unit housing and a tunneling device; the tunneling device is arranged on the tunneling unit shell in a resetting motion manner; the tunneling unit shell is provided with a bottom ring plate at the rear side of the tunneling direction;

characterized by further comprising: pipe joint, propulsion rear base plate and deviation correcting propulsion cylinder;

the tunneling unit is sequentially divided into: a main tunneling unit and a temporary support tunneling unit;

the pipe joint and the correction propulsion oil cylinder are respectively arranged at the rear side of the main tunneling unit in the tunneling direction; one of the output end and the fixed end of the deviation rectifying propulsion oil cylinder is connected with the bottom ring plate, and the other is connected with the propulsion rear base plate and is used for driving the bottom ring plate to move towards the tunneling direction and driving the propulsion rear base plate to move to be propped against or separated from the pipe joint; a temporary supporting shell is arranged on the rear side of the tunneling unit shell of the temporary supporting tunneling unit in the tunneling direction, and horizontally extends to the upper part of the pipe joint; and a soil supplementing empty area for backfilling soil bodies is formed above the pipe joint and the temporary supporting shell.

2. The support-free and step-combined full-face excavation device is characterized in that the deviation-correcting propulsion oil cylinder drives the propulsion rear base plate to move to be separated from the pipe joint, and one end of the pipe joint in the tunneling direction and the propulsion rear base plate form a tubing space; the tubing space is used for installing a new said tube segment.

3. The support-free, step-combined full face excavation apparatus of claim 2, wherein the tubing space comprises: a telescoping zone and an insertion zone;

the telescopic area is formed between the lower part of the temporary support shell and the pushing rear substrate; the tunneling unit shell and the pipe joint form the placing area when being separated; the telescopic area is horizontally communicated with the placement area.

4. The support-free and step-combined full-face excavation device of claim 1, wherein a plurality of tunneling units are connected in sequence in a relatively movable manner and are arranged in a plurality of vertical layers and a plurality of horizontal rows;

and the tunneling unit shells of two adjacent tunneling units are detachably spliced to form the machine body of the modularized shield body.

5. The support-free, step-combined full face excavation apparatus of claim 1, wherein the tunneling unit further comprises: grouting device and slag discharging device;

the grouting device and the slag discharging device are respectively arranged on the tunneling unit shell.

6. A support-free, step-combined full face excavation apparatus of claim 1, wherein said excavation means comprises: the tunneling machine head and the telescopic oil cylinder;

a chest plate is arranged in the tunneling unit shell; the telescopic oil cylinder is arranged between the bottom ring plate and the chest plate and used for driving the tunneling machine head to reciprocate in the tunneling unit shell.

7. A full-section excavation construction method free of support and step combination is characterized by comprising the following steps:

s1: before the tunneling equipment starts, the modularized shield body aligns the front edge of the tunneling direction to the section of the front soil body to be excavated;

s2: starting a telescopic oil cylinder of the top layer until a tunneling machine head of a top layer tunneling unit moves forward by n units and then stopping, and keeping the position; starting the telescopic oil cylinder of the secondary top layer, enabling the tunneling machine head of the tunneling unit of the secondary top layer to move forward by n-1 units, stopping the machine, and keeping the position; the tunneling units are reduced by 1 unit layer by layer, and the tunneling machine head of the tunneling unit at the bottommost layer is kept motionless;

s3: starting a correction propulsion oil cylinder positioned on the lower-layer main tunneling unit, and driving the lower-layer main tunneling unit to move forwards by 1 unit by the correction propulsion oil cylinder so as to drive the whole modularized shield body to propel forwards;

s4: the telescopic cylinders of the tunneling units from the top layer to the bottom layer extend out respectively, so that the tunneling units move forwards to continue tunneling for 1 unit; finishing excavation, cutting and forming of a face;

s5: recovering a correction propulsion oil cylinder of the main tunneling unit, and forming a tubing space by a tube joint and propulsion of the rear substrate;

s6: paving a new pipe joint into the tubing space, and propping a propulsive rear substrate connected to one end of a rectifying propulsive oil cylinder against the front end surface of the new pipe joint; the working process of a design stroke is completed;

the steps S4-S6 are repeated to complete a plurality of design runs.

8. The support-free and step-combined full-face excavation construction method of claim 7, wherein step S7 is performed after step S6;

step S7: backfilling soil bodies in a soil supplementing empty area formed between the upper part of a paved pipe joint and the temporary supporting shell after the modularized shield body is tunneled for a certain distance, and tamping;

the steps S4-S7 are repeatedly performed to complete a plurality of design runs.

9. The method according to claim 8, wherein in step S7, soil in the empty soil-filling area is compacted to form a slope structure, and the bottom end of the slope structure is attached to the temporary supporting shell.

10. The method for constructing the full-face excavation without supporting and step combining as claimed in claim 9, wherein after the step S7, the temporary supporting shell is relatively moved to the pipe joint, the post-filling wall is arranged at the position of the original temporary supporting shell, and the rest soil is filled in other gaps in the empty soil filling area.