CN110905536A - Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel - Google Patents

Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel Download PDF

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Publication number
CN110905536A
CN110905536A CN201911273782.5A CN201911273782A CN110905536A CN 110905536 A CN110905536 A CN 110905536A CN 201911273782 A CN201911273782 A CN 201911273782A CN 110905536 A CN110905536 A CN 110905536A
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CN
China
Prior art keywords
tunnel
shield
shield machine
condition
construction
Prior art date
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Pending
Application number
CN201911273782.5A
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Chinese (zh)
Inventor
王俊杰
李自力
武鑫星
郭兰荣
崔军华
姚八五
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China Railway 12th Bureau Group Co Ltd
Second Engineering Co Ltd of China Railway 12th Bureau Group Co Ltd
Original Assignee
China Railway 12th Bureau Group Co Ltd
Second Engineering Co Ltd of China Railway 12th Bureau Group Co Ltd
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Application filed by China Railway 12th Bureau Group Co Ltd, Second Engineering Co Ltd of China Railway 12th Bureau Group Co Ltd filed Critical China Railway 12th Bureau Group Co Ltd
Priority to CN201911273782.5A priority Critical patent/CN110905536A/en
Publication of CN110905536A publication Critical patent/CN110905536A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/08Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield

Abstract

The invention provides a construction method for receiving a complex stratum earth pressure shield in an undercut tunnel, which comprises the steps of S1) determining a boulder and/or boulder area in a stratum through physical detection, and performing crushing operation on the boulder and/or boulder in the area through a crushing hole; s2) reinforcing the shield receiving end head of the underground excavation tunnel to form an end head reinforcing area; s3) the shield machine starts to dig, before the shield machine reaches a preset distance position from the end of the underground tunnel, the underground tunnel of the preset distance section is manually excavated, and a concrete retaining wall closed tunnel is constructed on the tunnel face of the preset reaching position of the shield machine; s4) determining the soil body reinforcing condition and water seepage condition of the tunnel wall through the observation holes, and carrying out corresponding treatment; s5) the shield machine continuously excavates and passes through the concrete retaining wall to enter an end reinforcement area to reach a machine stopping position, and then the shield machine is stopped, and a gap between a shield body and a tunnel wall of the shield machine is filled through grouting operation; s6) performing in-hole shell abandoning and disassembling operation on the shield tunneling machine.

Description

Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel
Technical Field
The invention relates to the technical field of deeply buried and underground excavated tunnels, in particular to a construction method for receiving a complex stratum earth pressure shield in an underground excavated tunnel.
Background
In tunnel construction, the technology for starting and tunneling a tunneling shield in a water-rich pebble stratum is mature day by day, but in a water-rich large-particle-size pebble mixed soil stratum, the case that the shield receives into an undercut cavern is rare, for example: in the construction of a small-diameter water conservancy tunnel, the original design is that a mine method is adopted for underground excavation construction, but in an excavated section, due to the influence of an underground water sac, adverse geological conditions such as mud outburst, water burst and the like occur in the tunnel for many times, the original mine underground excavation construction of the section of the tunnel is changed into shield construction in consideration of engineering safety, and due to the complex geological and hydrological conditions of water-rich and large-particle-size pebble strata, the shield is received and enters a closed underground excavation cavern, so that the construction risk and the technical difficulty are higher, and a set of complete construction method is not formed at present.
Disclosure of Invention
The invention provides a construction method for receiving a complex stratum earth pressure shield in an underground excavation tunnel, which can eliminate the influence of boulders and/or boulders on construction and reduce the risk of construction; the safety of tunnel excavation is ensured, and a safe receiving operation environment is provided for shield receiving; the shield machine is ensured to be smoothly and safely shut down and the safety of the tunnel structure at the front end of the preset arrival position of the shield machine is ensured; safety guarantee is provided for the shield machine to be disassembled; the shield machine can be disassembled in the hole.
The invention provides a construction method for receiving a complex stratum earth pressure shield in an underground excavation tunnel, which comprises the following steps: s1) determining a boulder and/or boulder region in the stratum through physical detection, arranging and drilling a plurality of crushing holes at the surface position corresponding to the region, and crushing boulders and/or boulders in the region through the crushing holes; s2) reinforcing the shield receiving end head of the underground excavation tunnel to form an end head reinforcing area; s3) the shield machine starts to dig, before the shield machine reaches a preset distance position from the end of the underground tunnel, the underground tunnel of the preset distance section is manually excavated, and a concrete retaining wall closed tunnel is constructed on the tunnel face of the preset reaching position of the shield machine; s4) drilling a plurality of observation holes along the edge and the center of the concrete retaining wall on the tunnel wall at the position of the concrete retaining wall, determining the soil body reinforcement condition and the water seepage condition of the tunnel wall through the observation holes, and performing corresponding treatment; s5) the shield machine continuously excavates and passes through the concrete retaining wall, enters the end head reinforcing area, stops after reaching a machine stopping position, and fills a gap between a shield body and a tunnel wall of the shield machine through grouting operation; s6) performing in-hole shell abandoning and disassembling operation on the shield tunneling machine.
Preferably, in the step S1), determining an orphan stone and/or boulder region in the formation through physical detection, arranging and drilling a plurality of crushing holes at the surface position corresponding to the region, and performing a crushing operation on the orphan stone and/or boulder in the region through the crushing holes, the method includes: arranging the positions of the plurality of crushing holes in a quincunx shape at predetermined intervals; and drilling each crushing hole by using a down-the-hole hammer drill.
Preferably, in the step S2), reinforcing the shield receiving end of the underground excavation tunnel to form an end reinforcing region includes: and (3) grouting and reinforcing the soil body of the subsidence area by sleeve valve pipes on the ground surface, and respectively arranging a plurality of sleeve valve pipes along two sides of the underground tunnel to be excavated for grouting and reinforcing so as to form an end head reinforcing area.
Preferably, in step S4), observing through the observation hole to determine the soil consolidation condition and the water seepage condition, and performing corresponding processing, including: under the condition that the soil body reinforcing condition and/or the water seepage condition do not meet the construction requirements, performing horizontal grouting on the soil body of the tunnel wall through the observation hole; and (5) under the condition that the soil body reinforcing condition and the water seepage condition meet the construction requirements, turning to the step S5).
Preferably, in the step S5), the shield machine continues to excavate, and before the shield machine passes through the concrete retaining wall, the shield machine excavates and simultaneously backfills muck around the shield machine close to the concrete retaining wall.
Preferably, in step S5), filling the gap between the shield body and the tunnel wall of the shield machine by grouting operation includes: and filling a gap between a shield body and a tunnel wall of the shield machine by utilizing synchronous grouting, shield shell radial grouting and secondary grout filling.
Preferably, the following steps are further included between steps S5) and S6): determining the water seepage condition of the penetrated concrete retaining wall position by drilling an observation hole, drilling and grouting through the observation hole under the condition that the penetrated concrete retaining wall position has water seepage, and then spraying concrete to the water seepage position for reinforcing and plugging; and in the case that the penetrated concrete retaining wall position has no water seepage, the step is transferred to the step S6).
Preferably, in step S6), the performing an in-hole shell abandoning and disassembling operation on the shield machine includes: excavating backfill slag around the shield body, cleaning the cutter head of the shield machine, reserving the shield body, and dismantling the cutter head and parts in the shield body to be transported out of the tunnel.
According to the construction method for receiving the soil pressure shield in the underground excavation tunnel, provided by the invention, the boulder and/or the boulder are/is crushed, so that the influence of the boulder and/or the boulder on the construction is eliminated, and the construction risk is reduced; reinforcing the soil body in the surface subsidence area of the tunnel underground excavation section to avoid the surface subsidence again, ensure the tunnel excavation safety, provide a safe receiving operation environment for shield receiving, simultaneously avoid the soil layers on the two sides of the tunnel from dehydrating and settling, control the tunnel excavation influence range and ensure the tunnel excavation and the surface building safety; constructing a concrete retaining wall closed tunnel on the tunnel face of the preset arrival position of the shield machine, providing a stopping counter force for the shield machine, supporting the tunnel, and preventing the soil body on the top of the tunnel from collapsing so as to ensure the smooth and safe stop of the shield machine and the safety of the tunnel structure at the front end of the preset arrival position of the shield machine; reinforcing and reinforcing the soil body, and plugging in time when serious water seepage occurs; the shield machine is used for continuously expanding and digging until the front shield body penetrates through the concrete retaining wall to reach a shutdown position and then is shut down, so that safety guarantee is provided for the shield machine to be disassembled; and (3) performing in-tunnel disintegration operation on the shield machine, so that the shield shell is left in the tunnel to serve as an enclosure structure, and dismantling internal parts of the shield machine which can be repeatedly used.
Additional features and advantages of embodiments of the invention will be set forth in the detailed description which follows.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the embodiments of the invention without limiting the embodiments of the invention. In the drawings:
fig. 1 is a flowchart of steps of a construction method in which a complex formation earth pressure shield is received in an undercut tunnel according to an embodiment of the present invention;
fig. 2 is a longitudinal sectional view of an undercut tunnel, a concrete retaining wall, a shield machine, and an end reinforcement area in a construction method in which a complex formation earth pressure shield is received in the undercut tunnel according to an embodiment of the present invention.
Description of the reference numerals
1 end reinforcement area 2 concrete barricade
3 shield machine 4 undercut tunnels
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating embodiments of the invention, are given by way of illustration and explanation only, not limitation.
The technical solution in the embodiments of the present invention is described in detail below with reference to the accompanying drawings.
As shown in fig. 1-2, the invention provides a construction method for receiving a complex stratum earth pressure shield in an underground excavation tunnel, which comprises the following steps: s1) determining a boulder and/or boulder region in the stratum through physical detection, arranging and drilling a plurality of crushing holes at the surface position corresponding to the region, and crushing boulders and/or boulders in the region through the crushing holes; s2) reinforcing the shield receiving end head of the underground excavation tunnel 4 to form an end head reinforcing area 1; s3) the shield machine 3 starts to dig, before the shield machine 3 reaches a preset distance position from the end of the underground tunnel 4, the underground tunnel 4 of the preset distance section is manually excavated, and a concrete retaining wall 2 closed tunnel is constructed on the tunnel face of the preset reaching position of the shield machine 3; s4) drilling a plurality of observation holes along the edge and the center of the concrete retaining wall 2 on the tunnel wall at the position of the concrete retaining wall, determining the soil body reinforcement condition and the water seepage condition of the tunnel wall through the observation holes, and performing corresponding treatment; s5) the shield machine 3 continuously excavates and passes through the concrete retaining wall 2, enters the end head reinforcing area 1 and stops after reaching a machine stopping position, and a gap between a shield body and a tunnel wall of the shield machine 3 is filled through grouting operation; s6) performing in-hole shell abandoning and disassembling operation on the shield tunneling machine 3.
In the construction of a small-diameter water conservancy tunnel, the original design is that underground excavation is carried out by adopting a mine method, but in an excavated section, due to the influence of an underground water bag, adverse geological conditions such as mud outburst, water burst and the like occur in the tunnel for many times, and the underground excavation construction of the section of the tunnel is changed into shield construction by taking the engineering safety into consideration. The shield machine adopts a medium-diameter shield machine, the two ends of the water conservancy tunnel are constructed, the shield tunnel starts tunneling from the open-cut shaft at one end, tunnels the construction to the underground-cut tunnel 4 at the other end, and breaks down and removes the abandoned shell in the underground-cut tunnel at the shield receiving section.
According to the technical scheme, the construction method for receiving the soil pressure shield of the complex stratum in the underground excavation tunnel 4 comprises the steps of S1) determining the area of the boulder and/or boulder in the stratum through physical detection, arranging and drilling a plurality of crushing holes at the ground surface position corresponding to the area, and crushing the boulder and/or boulder in the area through the crushing holes to eliminate the influence of the boulder and/or the boulder on construction and reduce the risk of construction.
According to an embodiment of the present invention, preferably, in the step S1), determining an boulder and/or boulder region in the formation by physical detection, arranging and drilling a plurality of crushing holes at the surface position corresponding to the region, and performing a crushing operation on the boulder and/or boulder in the region through the crushing holes, includes: arranging the positions of the plurality of crushing holes in a quincunx shape at predetermined intervals; and a down-the-hole hammer drill is used for drilling each broken hole, so that the breaking effect is good, and the construction efficiency is improved.
According to the technical scheme of the invention, the method comprises the following steps: s2) reinforcing the shield receiving end of the underground excavated tunnel 4 to form an end reinforcing area 1, so as to avoid secondary subsidence of the earth surface, ensure the safety of tunnel excavation, provide a safe operation environment for shield receiving, simultaneously avoid dehydration and settlement of soil layers on two sides of the tunnel, avoid stratum relaxation, control the influence range of tunnel excavation, and ensure the safety of tunnel excavation and earth surface buildings.
Specifically, in step S2), reinforcing the shield receiving end of the underground excavation tunnel 4 to form an end reinforcing region 1 includes: sleeve valve pipe grouting reinforcement is conducted on soil bodies in the subsidence area on the ground surface, and a plurality of sleeve valve pipes are respectively arranged along two sides of the underground tunnel 4 to be excavated to conduct grouting reinforcement so as to form an end reinforcement area 1. The method has the advantages that the stability of the stratum is improved, the permeability is reduced, the safety of the structure of the cavern is ensured, the earth surface is prevented from collapsing again, the dehydration and sedimentation of the soil layers on the two sides of the tunnel are avoided, the stratum is prevented from loosening by combining the micro pile effect of the steel pipe, the influence range of the tunnel excavation is controlled, and the tunnel excavation and the earth surface building safety are ensured.
Grouting reinforcement is carried out on the sleeve valve pipes by adopting a rigid sleeve valve pipe subsection retreating grouting method, and the reinforcement range of the ground surface subsidence area plane is from 3m outside the middle line of the tunnel to 6m outside the side line of the tunnel at the subsidence side, and the longitudinal direction is 10 m; the vertical reinforcement range of the hole body is from the ground surface to the arch crown, the reinforcement range of the outer side of the hole body is from the ground surface to the lower 1m of the inverted arch, and the grouting holes are arranged in a quincunx shape of 2m by 2m in a plane; and (3) grouting vertical curtains on two sides of the tunnel at the shield receiving section, and adopting vertical rigid sleeve valve pipes for grouting reinforcement, wherein the reinforcement range is from the ground surface to 3m below an inverted arch, grouting holes are arranged 1.5m outside the contour line of the tunnel excavation, 2 rows are arranged on each side, the row spacing is 1m, the longitudinal hole spacing is 1.5m, and the longitudinal reinforcement range is 16 m.
According to the technical scheme of the invention, step S3) the shield machine 3 starts to tunnel, and before the shield machine 3 reaches a preset distance position from the end of the underground excavation tunnel 4, the underground excavation tunnel 4 of the preset distance section is manually excavated in an expanding mode so as to reduce the resistance of the shield machine 3 for expanding and excavating the underground excavation tunnel 4 of the preset distance section;
and constructing a concrete retaining wall 2 closed tunnel on the tunnel face of the shield machine 3 at the preset reaching position as shown in figure 2; the shield machine 3 is provided with a stopping counter force, the tunnel is supported, and the soil body on the top of the tunnel is prevented from collapsing, so that the shield machine 3 can be smoothly and safely stopped, and the safety of the tunnel structure at the front end of the preset arrival position of the shield machine 3 is ensured.
According to an embodiment of the present invention, in step S3), the concrete retaining wall 2 is a plain concrete wall with a thickness of 0.7m, and the lining steel arch center of the underground excavated tunnel 4 extends into the wall to serve as a reinforcement, so as to ensure a stable joint structure between the concrete retaining wall 2 and the tunnel wall.
According to the technical scheme of the invention, step S4) is to punch a plurality of observation holes along the edge and the center of the concrete retaining wall 2 on the tunnel wall at the position of the concrete retaining wall 2, and the soil body reinforcement condition and the water seepage condition of the tunnel wall are determined through the observation holes and are correspondingly processed; usually, a water drill core is adopted through an observation hole, and the soil body reinforcing condition and the water seepage condition of the tunnel wall are determined by observing the soil body state and the water containing condition of the core so as to reinforce and reinforce the soil body under the condition that the soil body reinforcing does not meet the requirement and timely block when the water seepage phenomenon is serious.
According to an embodiment of the present invention, preferably, in the step S4), observing through the observation hole to determine a soil consolidation condition and a water seepage condition, and performing corresponding processing, includes: under the condition that the soil body reinforcing condition and/or the water seepage condition do not meet the construction requirements, performing horizontal grouting on the soil body of the tunnel wall through the observation hole to reinforce and reinforce the soil body or perform water seepage plugging in time; and (5) under the condition that the soil body reinforcing condition and the water seepage condition meet the construction requirements, turning to the step S5).
According to the technical scheme of the invention, step S5) the shield machine 3 continues to excavate and passes through the concrete retaining wall 2 to enter the end head reinforcing area 1 to reach a machine stopping position, and then stops. Because 3 cutterheads of shield structure machine and anterior shield incision ring department have the clearance, the cutterhead need be ground the concrete barricade 2 makes the anterior shield be in the concrete barricade 2, can let the clearance is in reach the parking position in the concrete barricade 2, water and mud in the soil layer just can not follow the clearance flows in shield structure machine 3 is in, for shield structure machine 3 takes out the machine and provides the safety guarantee.
And filling gaps between the shield body of the shield machine 3 and the tunnel wall through grouting operation to block the water seepage channel, so that water and slurry in a soil layer are prevented from flowing into the underground excavated tunnel 4, and the construction safety is ensured.
According to an embodiment of the present invention, preferably, in the step S5), before the shield machine 3 continues to excavate and passes through the concrete retaining wall 2, the shield machine 3 excavates and simultaneously backfills muck around the shield machine 3 near the concrete retaining wall 2, where the backfilled muck can provide a reaction force for the shield machine 3, so that the shield machine 3 can be safely stopped.
According to an embodiment of the present invention, the step S5) of filling the gap between the shield body and the tunnel wall of the shield machine 3 by grouting includes: and the synchronous grouting, the radial grouting of the shield shell and the secondary grout filling are utilized to fill the gap between the shield body of the shield machine 3 and the tunnel wall, so that the construction effect and the construction safety are ensured.
According to an embodiment of the invention, a radial hole on the shield body of the shield machine 3 is opened to one side of the tunnel wall, and polyurethane is used for grouting operation, so that a gap between the shield shell and the tunnel wall is tightly filled.
According to one embodiment of the invention, double-liquid supplementary grouting is carried out on the rear 5 rings of the shield tail of the shield machine 3, the initial setting time of grouting is controlled to be about 25s, the gap between the duct piece and the tunnel wall is tightly sealed to prevent underground water from returning into the machine head, and the grouting pressure is controlled to be below 0.5 Mpa.
According to an embodiment of the present invention, between steps S5) and S6), the following steps are further included: determining the water seepage condition of the penetrated position of the concrete retaining wall 2 by drilling an observation hole, generally adopting a water drilling core to observe the water seepage condition of the core to determine the water seepage condition, drilling and grouting through the observation hole under the condition that the penetrated position of the concrete retaining wall 2 has water seepage, and then spraying concrete to the water seepage position to reinforce and block; and in the case that the penetrated concrete retaining wall 2 has no water seepage, the step goes to step S6).
According to the technical scheme of the invention, step S6) is carried out in-tunnel shell abandoning and disassembling operation on the shield machine 3, so that the shield shell is left in the tunnel to be used as a containment structure, and internal parts which can be repeatedly used by the shield machine 3 are dismantled.
According to an embodiment of the present invention, preferably, in the step S6), performing an in-hole abandoning and dismantling operation on the shield machine 3 includes: excavating and removing backfill slag around the shield body, cleaning a cutter head of the shield machine 3, reserving the shield body, and dismantling and transporting the cutter head and parts in the shield body out of the tunnel.
According to an embodiment of the invention, in step S6), after excavating the backfill slag around the shield body, the stop position of the shield machine 3 is checked to determine whether the cutter head position meets the next disassembly requirement, if not, the shield machine 3 is pushed appropriately to stop in place; and confirming whether the tunnel structure at the receiving end of the shield machine 3 is deformed or damaged or not, and whether the water seepage condition exists or not, if so, grouting and concrete spraying reinforcement plugging are carried out immediately, hidden dangers are eliminated, and the safety and the smoothness of the subsequent dismantling work are ensured.
The invention aims to provide a construction method for receiving a complex stratum earth pressure shield in an underground excavation tunnel 4, which is used for carrying out crushing operation on boulders and/or boulders so as to eliminate the influence of the boulders and/or the boulders on the construction and reduce the risk of the construction; reinforcing the soil body in the surface subsidence area of the tunnel underground excavation section to avoid secondary surface subsidence, ensure tunnel excavation safety, provide a safe receiving operation environment for shield receiving, simultaneously avoid the dehydration and settlement of the soil layers at the two sides of the tunnel, avoid stratum relaxation, control the tunnel excavation influence range and ensure tunnel excavation and surface building safety; applying a concrete retaining wall 2 to the tunnel face of the shield machine 3 at the preset arrival position to form a closed tunnel, providing a stopping counter force for the shield machine 3, supporting the tunnel, preventing the soil body at the top of the tunnel from collapsing, ensuring the smooth and safe stop of the shield machine 3 and the safety of the tunnel structure at the front end of the preset arrival position of the shield machine 3; reinforcing and reinforcing the soil body, and plugging in time when the serious water seepage phenomenon occurs; the shield machine 3 is used for continuously expanding and digging until a front shield body passes through the concrete retaining wall 2 and stops after reaching a stop position, so that safety guarantee is provided for the shield machine 3 to dismantle; and (3) performing in-tunnel disintegration operation on the shield machine 3, so that the shield shell is left in the tunnel to serve as an enclosure structure, and dismantling internal parts of the shield machine 3 which can be repeatedly used.
Although the embodiments of the present invention have been described in detail with reference to the accompanying drawings, the embodiments of the present invention are not limited to the details of the above embodiments, and various simple modifications can be made to the technical solutions of the embodiments of the present invention within the technical idea of the embodiments of the present invention, and the simple modifications all belong to the protection scope of the embodiments of the present invention.
It should be noted that the various features described in the above embodiments may be combined in any suitable manner without departing from the scope of the invention. In order to avoid unnecessary repetition, the embodiments of the present invention do not describe every possible combination.
In addition, any combination of various different implementation manners of the embodiments of the present invention is also possible, and the embodiments of the present invention should be considered as disclosed in the embodiments of the present invention as long as the combination does not depart from the spirit of the embodiments of the present invention.

Claims (8)

1. A construction method for receiving a complex stratum earth pressure shield in an underground excavation tunnel is characterized by comprising the following steps:
s1) determining a boulder and/or boulder region in the stratum through physical detection, arranging and drilling a plurality of crushing holes at the surface position corresponding to the region, and crushing boulders and/or boulders in the region through the crushing holes;
s2) reinforcing the shield receiving end of the underground excavation tunnel (4) to form an end reinforcing area (1);
s3) starting tunneling by the shield machine (3), manually enlarging and excavating the underground tunnel (4) at the preset distance section before the shield machine (3) reaches the preset distance position away from the end of the underground tunnel (4), and constructing a concrete retaining wall (2) closed tunnel on the tunnel face at the preset reaching position of the shield machine (3);
s4) drilling a plurality of observation holes along the edge and the center of the concrete retaining wall (2) on the tunnel wall at the position of the concrete retaining wall (2), determining the soil body reinforcing condition and the water seepage condition of the tunnel wall through the observation holes, and performing corresponding treatment;
s5) the shield machine (3) continuously excavates and penetrates through the concrete retaining wall (2), enters the end reinforcement area (1) and stops after reaching a machine stopping position, and a gap between a shield body and a tunnel wall of the shield machine (3) is filled through grouting operation;
s6) performing in-hole shell abandoning and disassembling operation on the shield tunneling machine (3).
2. The construction method according to claim 1, wherein in the step S1), the area of boulders and/or boulders in the formation is determined by physical detection, a plurality of crushing holes are arranged and drilled at the surface position corresponding to the area, and the boulders and/or boulders in the area are crushed through the crushing holes, and the method comprises the following steps:
arranging the positions of the plurality of crushing holes in a quincunx shape at predetermined intervals;
and drilling each crushing hole by using a down-the-hole hammer drill.
3. The construction method according to claim 1, wherein the step S2) of reinforcing the shield-receiving end of the underground excavation tunnel (4) to form the end reinforcing region (1) comprises:
sleeve valve pipes are grouted and reinforced on soil bodies in the subsidence area on the ground surface, and a plurality of sleeve valve pipes are respectively arranged along two sides of the underground tunnel (4) to be excavated for grouting and reinforcement to form an end reinforcement area (1).
4. The construction method according to claim 1, wherein in the step S4), the observation is performed through the observation hole to determine the soil consolidation condition and the water seepage condition, and the corresponding processing is performed, including:
under the condition that the soil body reinforcing condition and/or the water seepage condition do not meet the construction requirements, performing horizontal grouting on the soil body of the tunnel wall through the observation hole;
and (5) under the condition that the soil body reinforcing condition and the water seepage condition meet the construction requirements, turning to the step S5).
5. The construction method according to claim 1, wherein in the step S5), the shield machine (3) continues to excavate, and before passing through the concrete retaining wall (2), the shield machine (3) excavates and simultaneously backfills muck around the shield machine (3) near the concrete retaining wall (2).
6. The construction method according to claim 1, wherein the step S5) of filling the gap between the shield body of the shield machine (3) and the tunnel wall by grouting includes:
and filling a gap between a shield body of the shield machine (3) and the tunnel wall by utilizing synchronous grouting, shield shell radial grouting and secondary grout filling.
7. The construction method according to claim 1, further comprising, between steps S5) and S6), the steps of: determining the water seepage condition of the penetrated position of the concrete retaining wall (2) by drilling an observation hole, drilling and grouting through the observation hole under the condition that the penetrated position of the concrete retaining wall (2) has water seepage, and then spraying concrete to the water seepage position for reinforcing and plugging;
and (4) under the condition that no water seepage occurs at the penetrated position of the concrete retaining wall (2), turning to the step (S6).
8. The construction method according to claim 7, wherein in the step S6), the shield machine (3) is subjected to an in-hole shell abandoning and dismantling operation, which comprises:
excavating and removing backfill slag around the shield body, cleaning a cutter head of the shield machine (3), reserving the shield body, and dismantling the cutter head and parts in the shield body to be transported out of the tunnel.
CN201911273782.5A 2019-12-12 2019-12-12 Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel Pending CN110905536A (en)

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CN201911273782.5A CN110905536A (en) 2019-12-12 2019-12-12 Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel

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CN110905536A true CN110905536A (en) 2020-03-24

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