CN115749814A - Tunnel construction method for large shield construction through post-mine method - Google Patents
Tunnel construction method for large shield construction through post-mine method Download PDFInfo
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- CN115749814A CN115749814A CN202211409886.6A CN202211409886A CN115749814A CN 115749814 A CN115749814 A CN 115749814A CN 202211409886 A CN202211409886 A CN 202211409886A CN 115749814 A CN115749814 A CN 115749814A
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention discloses a tunnel construction method for large shield construction through a post-mine method, which comprises the following steps: excavating from a starting point end to an end point end of a preset construction route by using a shield machine to form a shield tunnel internally stuck with a plurality of segments; building an annular pre-support structure at the periphery of the shield tunnel so as to surround the shield tunnel; arranging a hanging structure between the annular pre-support structure and at least part of the pipe piece so as to enable at least part of the pipe piece to be hung on the annular pre-support structure; removing a plurality of said segments and removing the soil mass within said annular pre-support structure. The annular pre-supporting structure bears external load, excavation is carried out under the protection of the annular pre-supporting structure, the duct piece is connected to the annular pre-supporting structure, temporary support does not need to be arranged during disassembly, construction operation is simplified, and construction safety is high; the invention aims to solve the problems of complex expanding excavation operation and high risk of the existing mine method after the large-diameter shield is adopted for the peripheral stratum with poor quality.
Description
Technical Field
The invention relates to the technical field of tunnel construction methods, in particular to a tunnel construction method for large shield construction through a post-mine method.
Background
The mine method and the shield method are common construction methods for tunnels, and the two construction methods are used independently, but the two construction methods can also be combined at the same time under special conditions. When the shield is connected with the underground station, a shield working well is generally arranged at the end of the station, and one side of the shield working well is constructed by an open cut method by taking the end wall of the working well as the other side of the shield working well is constructed by a shield method. However, if the ground area is limited in the working well range, the construction can be carried out after the removal, the removal takes much time, the starting position of the shield can be moved inwards to the station, the shield is started first and then the station structure is built by adopting a mining method, and the shield tunnel built in the station section is excavated. That is, in the prior art, after the shield passes through, a traditional mine method construction mode is adopted to excavate a tunnel and perform primary support; or adopting a mode of expanding and digging outwards from the inside of the shield tunnel.
However, for the condition of poor surrounding stratum, when a large-span mine tunnel is built outside a large-diameter shield, the existing mine method is adopted for enlarging and excavating, the available construction operation space between the shield and the mine method tunnel excavation outline is narrow, and operations such as concrete spraying, steel frame erection and the like are difficult to develop in local places; the major diameter shield constructs the structure thickness of self and is big, the atress is complicated, and inside needs bearing structure intensity big, and the installation risk is big, and is difficult to bear the atress such as the inside support of mine method construction subsection excavation when outwards expanding from inside.
Disclosure of Invention
The invention mainly aims to provide a tunnel construction method for large shield construction through a post-mining method, and aims to solve the problems of complex expanding excavation operation and high risk caused by the adoption of the existing mining method after a large-diameter shield for peripheral stratum poor.
In order to achieve the purpose, the tunnel construction method for the large shield through the post-mine construction method provided by the invention comprises the following steps:
excavating from a starting point end to a terminal point end of a preset construction route by using a shield machine to form a shield tunnel internally adhered with a plurality of segments;
building an annular pre-support structure at the periphery of the shield tunnel so as to surround the shield tunnel;
arranging a hanging structure between the annular pre-support structure and at least part of the pipe piece so as to enable at least part of the pipe piece to be hung on the annular pre-support structure;
and dismantling a plurality of the pipe pieces, and removing soil in the annular pre-support structure.
Optionally, the annular pre-support structure comprises a plurality of pre-support jacking pipes and a plurality of arc-shaped pre-support guard plates, the plurality of pre-support jacking pipes extend along the preset construction route and are arranged at intervals one by one along the circumferential direction of the shield tunnel, the plurality of arc-shaped pre-support guard plates extend along the preset construction route, each arc-shaped pre-support guard plate is located between two adjacent pre-support jacking pipes, and two sides of each arc-shaped pre-support guard plate are respectively connected to the two adjacent pre-support jacking pipes;
the step of building an annular pre-support structure at the periphery of the shield tunnel to surround the shield tunnel comprises:
and sequentially and alternately jacking the arc-shaped pre-supporting guard plates and the pre-supporting jacking pipes into the soil layer, wherein every two arc-shaped pre-supporting guard plates and the pre-supporting jacking pipes are connected.
Optionally, each arc-shaped pre-supporting protection plate comprises a plurality of pre-supporting jacking pipes which are arranged side by side and connected in sequence;
the step of sequentially jacking the plurality of arc-shaped pre-supporting guard plates and the plurality of pre-supporting jacking pipes into the soil layer in a staggered manner comprises the following steps:
and sequentially connecting the pre-support jacking pipes with a set number to form the arc-shaped pre-support protection plate.
Optionally, among the plurality of arc-shaped pre-support guard plates, the arc-shaped pre-support guard plate located below the shield tunnel is set as a first arc-shaped pre-support guard plate, and the rest arc-shaped pre-support guard plates are set as second arc-shaped pre-support guard plates, wherein the arc length of the first arc-shaped pre-support guard plate is not less than the length of the second arc-shaped pre-support guard plate;
the step of jacking the plurality of arc-shaped pre-supporting guard plates and the plurality of pre-supporting jacking pipes into the soil layer in a staggered manner sequentially comprises the following steps:
jacking one pre-support jacking pipe into the soil layer so that the pre-support jacking pipe is positioned above the shield tunnel;
part of the second arc-shaped pre-support guard plates and the corresponding pre-support jacking pipes are jacked into the soil layer in a staggered mode;
jacking the first arc-shaped pre-support guard plate into the soil layer, so that the first arc-shaped pre-support guard plate is positioned below the shield tunnel;
and jacking the rest second arc-shaped pre-support guard plates and the corresponding pre-support jacking pipes into the soil layer in a staggered manner.
Optionally, the step of excavating from the starting point end of the preset construction route to the end point end thereof by using the shield tunneling machine to form the shield tunnel with a plurality of segments attached inside comprises:
respectively building a shield working well and a shield passing well at a starting point end and an end point end of a preset construction route, so that the inner side wall of the shield working well is provided with a reserved hole for the shield machine to pass through;
and hoisting the shield machine into the shield working well.
Optionally, the step of excavating from the starting point end of the preset construction route to the end point end thereof by using the shield tunneling machine to form the shield tunnel with the plurality of segments attached inside includes:
dividing a preset construction route into a plurality of connected interval routes;
constructing a shield working well at the starting point end, and constructing a shield working well between the terminal point end and any two connected interval routes, so that the inner side walls of the shield working well and the inner side walls of the shield working wells are provided with reserved holes for the shield machine to pass through;
and hoisting the shield machine into the shield working well.
Optionally, the step of excavating to the terminal end thereof from the starting end of the preset construction route by using the shield machine to form the shield tunnel with a plurality of segments attached inside comprises:
when the shield machine passes through the interval route, the shield machine is adopted to carry out segment laying operation;
the shield machine is adopted to stop laying the segments when the shield machine passes through the well, so as to form a shield tunnel internally adhered with a plurality of segments.
Optionally, the hanging structure comprises anchor bars extending in a radial direction of the shield tunnel;
the step of arranging a hanging structure between the annular pre-supporting structure and at least part of the pipe piece so that at least part of the pipe piece is hung on the annular pre-supporting structure comprises the following steps:
machining through holes towards the outside in at least part of the tube sheet;
and the anchor bars penetrate through the through holes from inside to outside and are anchored into the annular pre-support structure, so that at least part of the duct piece is hung on the annular pre-support structure.
Optionally, the shield tunnel includes a reference horizontal plane and a plurality of collars, an axis of the shield tunnel is located in the reference horizontal plane, the plurality of collars are distributed side by side along an extending direction of the construction route, each collar includes a plurality of segments, and the segments located on the reference horizontal plane and/or intersecting the reference horizontal plane among the plurality of segments are set as first segments;
the step of machining through holes in at least part of the pipe sheet towards the outside comprises the following steps:
and machining through holes from inside to outside on both end sides of the two ends of the first pipe piece.
Optionally, the step of removing a plurality of said segments and removing the soil mass in the annular pre-support structure comprises:
and dismantling a plurality of the segments from the starting point end to the end point end by adopting full-section construction operation, and removing soil in the annular pre-supporting structure.
According to the technical scheme, a shield tunnel with a plurality of pipe pieces attached inside is formed by adopting a shield mechanism shield to preset a construction route, then an annular pre-support structure is built on the periphery of the shield tunnel to surround the shield tunnel, at least part of the pipe pieces are hung on the annular pre-support structure by adopting a hanging structure, the pipe pieces which are stressed greatly and arranged above the shield tunnel are connected with the annular pre-support structure, so that external load is borne by the annular pre-support structure, and the pipe pieces are connected with the annular pre-support structure under the protection of the annular pre-support structure, so that the temporary support safety is not required to be set, the condition that the excavation accident is caused by the loosening and falling of the pipe pieces during disassembly is avoided, and construction is carried out; the annular pre-supporting structure is arranged in a closed manner, a tunnel main body structure can be directly formed after a soil layer and a hanging structure in the annular pre-supporting structure are removed, and the overall rigidity is high; so, the construction risk is little, and degree of mechanization is high, reduces required artificial construction operation, and the construction degree of difficulty is little.
Drawings
In order to more clearly illustrate the embodiments or technical solutions of the present invention, the drawings used in the embodiments or technical solutions of the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.
Fig. 1 is a schematic flow chart of an embodiment of a tunnel construction method for large shield construction through a post-mine method according to the present invention;
FIG. 2 is a schematic side view of a construction route with a shield tunnel removed;
FIG. 3 is a top view of FIG. 2;
FIG. 4 is a schematic sectional view of an interval route for constructing the annular pre-support structure according to the present invention;
FIG. 5 is a schematic sectional view of an interval route of the hanging structure connecting the annular pre-supporting structure according to the present invention;
fig. 6 is a schematic sectional view of a sectional route for forming a tunnel body according to the present invention.
The reference numbers illustrate:
| reference numerals | Name(s) | Reference numerals | Name (R) |
| 100 | |
222 | Second arc-shaped pre-supporting |
| 110 | |
300 | |
| 111 | |
310 | |
| 111a | |
410 | Shield working well |
| 200 | Annular pre-supporting |
420 | Shield passes through well |
| 210 | |
430 | Preformed |
| 220 | Arc-shaped pre-supporting |
500 | |
| 221 | First arc-shaped pre-supporting |
600 | Soil layer |
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that, if directional indications (such as up, down, left, right, front, back, 8230; etc.) are involved in the embodiment of the present invention, the directional indications are only used for explaining the relative positional relationship between the components, the motion situation, etc. in a specific posture (as shown in the figure), and if the specific posture is changed, the directional indications are correspondingly changed.
In addition, if there is a description of "first", "second", etc. in an embodiment of the present invention, the description of "first", "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of the feature. In addition, the meaning of "and/or" appearing throughout includes three juxtapositions, exemplified by "A and/or B", including either A or B or both A and B. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.
The mine method and the shield method are common construction methods for tunnels, and the two construction methods are used independently, but the two construction methods can also be combined simultaneously in special cases. When the shield is connected with the underground station, a shield working well is generally arranged at the end of the station, and one side of the shield working well is constructed by an open cut method by taking the end wall of the working well as the other side of the shield working well is constructed by a shield method. However, if the ground area is limited in the working well range, the construction can be carried out after the removal, the removal takes much time, the starting position of the shield can be moved inwards to the station, the shield is started first and then the station structure is built by adopting a mining method, and the shield tunnel built in the station section is excavated. Namely, in the prior art, after the shield passes through, a tunnel and primary support are excavated by adopting a traditional mine method; or adopting a mode of expanding and digging outwards from the inside of the shield tunnel.
However, for the condition of poor surrounding stratum, when a large-span mine method tunnel is constructed outside a large-diameter shield, the existing mine method is adopted for enlarging and excavating, the available construction operation space between the shield and the excavation outline of the mine method tunnel is narrow, and the operations of spraying concrete, erecting steel frames and the like are difficult to develop in local places; the major diameter shield constructs self structural thickness big, the atress is complicated, and inside needs bearing structure intensity big, and the installation risk is big, and is difficult to bear the internal support class atress that the mine method construction subsection was excavated when outwards expanding from inside.
In view of the above, the invention provides a tunnel construction method for large shield construction through a post-mine method, which can be used for enlarging and digging a large-diameter shield tunnel, is low in construction operation difficulty and high in construction safety factor, and does not limit the constructed stratum conditions.
Referring to fig. 1, the tunnel construction method for the large shield through the post-mining method includes the following steps:
s10, excavating from a starting point end to an end point end of a preset construction route by using a shield tunneling machine to form a shield tunnel 100 with a plurality of segments 111 attached inside;
s20, building an annular pre-support structure 200 at the periphery of the shield tunnel 100 to surround the shield tunnel 100;
s30, arranging a hanging structure 300 between the annular pre-support structure 200 and at least part of the tube piece 111 so that at least part of the tube piece 111 is hung on the annular pre-support structure 200;
s40, dismantling a plurality of the pipe pieces 111, and removing soil in the annular pre-supporting structure 200.
According to the technical scheme, a shield tunnel 100 with a plurality of pipe pieces 111 attached inside is formed by adopting a shield mechanism shield preset construction route, then an annular pre-support structure 200 is built on the periphery of the shield tunnel 100 to surround the shield tunnel 100, then a hanging structure 300 is adopted to hang at least part of the pipe pieces 111 and the annular pre-support structure 200, wherein the pipe pieces 111 which are stressed greatly and arranged above the shield tunnel 100 are connected with the annular pre-support structure 200, so that the annular pre-support structure 200 bears external loads, excavation is carried out under the protection of the annular pre-support structure 200, and as the pipe pieces 111 are connected with the annular pre-support structure 200, temporary support is not needed to be arranged, the situation that the pipe pieces 111 loosen and fall off during disassembly to cause construction accidents is avoided, and the construction safety is high; the annular pre-supporting structure 200 is arranged in a closed manner, a tunnel main body structure can be directly formed after the soil layer 600 and the hanging structure 300 are removed, and the overall rigidity is high; so, the construction risk is little, and degree of mechanization is high, reduces required artificial construction operation, and the construction degree of difficulty is little.
In an embodiment, when the preset construction route is short, or when there is no building that needs to be avoided, the step S10 includes:
s00, respectively building a shield working well 410 and a shield passing well 420 at a starting point end and an end point end of a preset construction route, so that a reserved hole 430 for a shield machine channel is formed in the inner side wall of the shield working well 410;
without limiting the construction method of constructing the shield working well 410 and the shield passing well 420, referring to fig. 2 and 3, the shield working well 410 is constructed at the starting point end of the preset construction route, and the shield passing well 420 is constructed at the terminal end of the preset construction route, wherein the shield working well 410 meets the space requirement of the shield machine for downhole initiation, the shield passing well 420 meets the tunnel construction requirement of the mine construction method, so as to form a tunnel main body conveniently, then the shield passing well 420 is constructed by adopting the mine construction method, so as to form a final tunnel, and the width of the shield working well 410 along the extension direction of the preset construction route is not less than that of the shield passing well 420, in this embodiment, the shield working well 410 and the shield passing well 420 are formed by constructing the shield structures 500 at the starting point end and the terminal end and then constructing the shield structures 500 by adopting the open cut method, so as to form the shield working well 410 and the shield passing well 420, and the shield working well 410 passes through a reserved hole 430 towards a side wall of the shield passing well 420, so as to allow the shield machine to initiate initiation.
And S01, hoisting the shield tunneling machine into the shield working well 410.
In another embodiment, when the preset construction route is long, if the route is too long, it is necessary to segment the preset construction route, without affecting the rigidity of the annular pre-supporting structure 200; or when a building needs to be avoided on the road surface, the preset construction route needs to be extended backwards to facilitate the construction of the shield working well 410, and at the moment, the whole construction route also needs to be segmented. Before the step S10, the method further includes:
s00a, dividing a preset construction route into a plurality of connected interval routes;
the lengths of the interval routes are not limited, as long as the length of the interval route can ensure that the annular pre-supporting structure 200 built in the interval route meets the technical requirements, and the lengths of the interval routes can be set in an unequal manner, so that detailed setting is performed on the condition of avoiding the condition of the interval route from the ground, and the length of the interval route is not limited herein. The width of the shield passing well 420 along the preset construction route is smaller, so that the requirement on the site is less, and the selection of the shield starting site in a narrow zone of a busy site in an urban area is more flexible.
In addition, in the aspect of selecting the shield working well 410 and the shield passing well 420, the shield passing well 420 is selected at the boundary position between the super-large section and the standard section tunnel to serve as a construction method conversion boundary point, and the shield passing well 420 needs to be provided with a shield matching related field due to the shield starting operation, and can be selected at the position with wide peripheral field and less construction interference; and the shield working well 410 and the shield passing well 420 are simultaneously constructed, and the shield working well 410 also needs to satisfy the construction space of the annular pre-support structure 200.
S01a, constructing a shield working well 410 at the starting point end, and constructing the shield working well 410 between the terminal point end and any two connected interval routes, so that the inner side wall of the shield working well 410 and the inner side walls of the shield working wells 410 are provided with reserved holes 430 for the shield machine to pass through;
referring to fig. 2 and 3, the shield working well 410 is reserved with a reserved hole 430 towards the side of the shield passing well 420, the shield working well 410 located at the end point is reserved with a reserved hole 430 towards the side of the shield working well 410, and the other shield passing wells 420 are reserved with reserved holes 430 along both sides of the preset construction route distribution so as to facilitate the passing of the shield machine.
It should be noted that, as the shield machine shields the whole preset construction route from the starting end, after the first interval route passes through, the annular pre-support structure 200 may be constructed for the interval route, and at the same time, the shield machine continues to move towards the ending end to complete the construction of the whole shield tunnel 100, so that the mutual interference between the construction of the annular pre-support structure 200 and the construction of the shield machine is small, the construction period is reduced, and the cost consumption is reduced.
S02a, hoisting the shield machine into the shield working well 410.
Specifically, the step S10 includes:
s11a, when the shield tunneling machine passes through the interval route, the shield tunneling machine is adopted to lay the duct piece 111;
s12a, when the shield machine passes through the plurality of shield passing wells 420, stopping the operation of laying the segments 111 by adopting the shield machine to form the shield tunnel 100 with the plurality of segments 111 attached inside.
In this embodiment, the shield machine starts from the shield working well 410, synchronously assembles the segments 111 to form the shield tunnel 100, and tunnels through the shield passing well 420, and does not assemble the segments 111 within the range of the shield passing well 420, thereby providing a construction space for subsequent construction processes.
Referring to fig. 4, in this embodiment, the annular pre-supporting structure 200 includes a plurality of pre-supporting jacking pipes 210 and a plurality of arc-shaped pre-supporting protection plates 220, the plurality of pre-supporting jacking pipes 210 all extend along the preset construction route and are arranged along the circumferential direction of the shield tunnel 100 at intervals one by one, the plurality of arc-shaped pre-supporting protection plates 220 all extend along the preset construction route, each arc-shaped pre-supporting protection plate 220 is located between two adjacent pre-supporting jacking pipes 210, and two sides of each arc-shaped pre-supporting protection plate are respectively connected to the two adjacent pre-supporting jacking pipes 210.
The step S20 includes:
s22, sequentially and alternately jacking the arc-shaped pre-support guard plates 220 and the pre-support jacking pipes 210 into the soil layer 600, wherein every two arc-shaped pre-support guard plates are connected with each other.
In this embodiment, the arc-shaped pre-supporting guard plate 220 and the pre-supporting jacking pipe 210 are both jacked into the soil layer 600 through jacking pipe-jacking equipment, the pre-supporting jacking pipe 210 is constructed in the shield working well 410, the jacking pipe-jacking equipment is transported into the shield working well 410, the shield is hoisted out through the well 420, relevant equipment of the pre-supporting jacking pipe 210 is not limited, the equipment can be selected according to the stratum condition, and an open type, an earth pressure type or a muddy water type can be adopted.
Further, each of the arc-shaped pre-supporting protection plates 220 includes a plurality of pre-supporting top pipes 210 arranged side by side and connected in sequence; the step S22 comprises:
s21, sequentially connecting the pre-support jacking pipes 210 in a set number to form an arc-shaped pre-support protection plate 220.
In an embodiment, the number of the arc-shaped pre-support plates 220 in the annular pre-support structure 200 can be determined according to the curvature of the tunnel body, and the arc-shaped pre-support plates 220 can be arranged in the same segment form as much as possible, so that the device can be recycled.
With reference to fig. 4, in this embodiment, among the arc-shaped pre-support guard plates 220, the arc-shaped pre-support guard plate 220 located below the shield tunnel 100 is set as a first arc-shaped pre-support guard plate 221, and the rest of the arc-shaped pre-support guard plates 220 are set as a second arc-shaped pre-support guard plate 222, where an arc length of the first arc-shaped pre-support guard plate 221 is not less than a length of the second arc-shaped pre-support guard plate 222.
Further, the step S22 includes:
s221, jacking one pre-supporting jacking pipe 210 into a soil layer 600 so that the pre-supporting jacking pipe 210 is positioned above the shield tunnel 100;
s222, jacking part of the second arc-shaped pre-support guard plates 222 and the corresponding pre-support jacking pipes 210 into a soil layer 600 in a staggered manner;
s223, jacking the first arc-shaped pre-support guard plate 221 into the soil layer 600, so that the first arc-shaped pre-support guard plate 221 is located below the shield tunnel 100;
s224, the rest second arc-shaped pre-support guard plates 222 and the corresponding pre-support jacking pipes 210 are jacked into the soil layer 600 in a staggered mode.
In this embodiment, referring to fig. 4, firstly, one of the pre-supporting jacking pipes 210 is jacked into the soil layer 600 to enable the pre-supporting jacking pipe 210 to be located above the shield tunnel 100, then, one of the arc-shaped pre-supporting guard plates 220 and one of the pre-supporting jacking pipes 210 are jacked into the soil layer 600 to enable the jacked-in arc-shaped pre-supporting guard plate 220 to be located between the two jacked-in pre-supporting jacking pipes 210, and then, the two jacked-in pre-supporting jacking pipes 210 are connected with the jacked-in arc-shaped pre-supporting guard plates 220; and then sequentially jacking one arc-shaped pre-support guard plate 220 and one pre-support jacking pipe 210 into the soil layer 600, so that the arc-shaped pre-support guard plate 220 jacked later is positioned between the pre-support jacking pipe 210 jacked earlier and the pre-support jacking pipe 210 jacked later, then connecting the arc-shaped pre-support guard plate with the two pre-support jacking pipes 210, which is a cycle operation, and then performing a plurality of cycle operations to form the closed annular pre-support structure 200. The first arc-shaped pre-support guard plate 221 and the second pre-support guard plate are also operated in a circulating manner, which is not described herein again.
It should be noted that the arc-shaped pre-support guard plate 220 is provided with a joint corresponding to the two adjacent pre-support top pipes 210, and the two pre-support top pipes 210 are connected through the joints; the length and the joint form of the arc-shaped pre-supporting guard plate 220 are comprehensively determined according to the stratum condition and the jacking equipment condition, and the size of the jacking pipe at the joint position needs to meet the structural connection requirement.
After the construction of the annular pre-supporting structure 200 is completed, a complete supporting system in the stratum is formed, the stability of the stratum can be ensured when the soil body inside the annular pre-supporting structure 200 is excavated, and the annular pre-supporting structure has water stopping capability, is suitable for the stratum without self-stabilizing capability or permeable stratum, can be used as a supporting and water stopping measure, and greatly reduces the construction risk.
In the present embodiment, referring to fig. 5 and 6, the hanging structure 300 includes anchor bars 310 extending in a radial direction of the shield tunnel 100; the step S30 includes:
s31, machining through holes outwards in at least part of the tube piece 111;
and S32, passing the anchor bars 310 through the through holes from inside to outside and anchoring the anchor bars to the annular pre-support structure 200, so that at least part of the duct piece 111 is hung on the annular pre-support structure 200.
The mode of connecting the annular pre-support structure 200 and the duct piece 111 by using the anchor bars 310 is not limited, in this embodiment, one end of the anchor bar 310 penetrates through the through hole to be connected to the annular pre-support structure 200, and the other end of the anchor bar 310 is connected to the through hole, so that the duct piece 111 is hung on the annular pre-support structure 200.
Further, the shield tunnel 100 comprises a reference horizontal plane and a plurality of collars 110, wherein the axis of the shield tunnel 100 is located in the reference horizontal plane, the plurality of collars 110 are distributed side by side along the extending direction of the construction route, each collar 110 comprises a plurality of tube pieces 111, and the tube pieces 111 located on the reference horizontal plane and/or intersecting with the reference horizontal plane in the plurality of tube pieces 111 are set as first tube pieces 111a; when the tube sheet 111 needs to be disassembled, the tube sheet 111 placed above needs to be generally provided with a temporary support structure for supporting, and then disassembled, so that the tube sheet 111 above the reference level and intersecting with the reference level needs to be connected with the annular pre-support structure 200.
In this embodiment, the grommet 110 described with reference to fig. 5 includes ten of the tube sheets 111, there are six of the first tube sheets 111a, and a minimum of four of the anchor bars 310 are disposed on the first tube sheet 111a to connect with the annular pre-support structure 200, so as to ensure the stability of hanging, and therefore the step S31 includes:
s311, machining through holes from inside to outside on two end sides of two ends of the first tube piece 111a;
thereby can make the both ends that distribute along its length direction of first section of jurisdiction 111a and the both sides that distribute along its width direction pass through four the anchor bar 310 connect in the annular is support structure 200 in advance, improves the stability of hanging put, connects more firmly, avoids following support structure 200 is advanced to the annular drops.
The step S40 includes:
s41, removing the plurality of segments 111 from the starting point end to the end point end by adopting full-section construction operation, and removing soil in the annular pre-supporting structure 200.
Since the first pipe pieces 111a are all connected to the annular pre-supporting structure 200, the pipe pieces 111 in the interval route can be removed one by one from the shield working well 410 by using a full-section construction operation, and the soil in the annular pre-supporting structure 200 is removed, thereby completing the construction of the interval route. The construction efficiency is high, need not to set up interim support, does not need the subsection piecemeal excavation.
It should be noted that after the construction is completed from one of the interval routes, the same operation is only required to be performed on the next interval route to complete the construction of the whole preset construction route.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, and all equivalent structural changes made by using the contents of the present specification and the drawings, or any other related technical fields, which are directly or indirectly applied to the present invention, are included in the scope of the present invention.
Claims (10)
1. A tunnel construction method for large shield construction through a post-mine method is characterized by comprising the following steps:
excavating from a starting point end to an end point end of a preset construction route by using a shield machine to form a shield tunnel internally stuck with a plurality of segments;
building an annular pre-support structure at the periphery of the shield tunnel so as to surround the shield tunnel;
arranging a hanging structure between the annular pre-support structure and at least part of the pipe piece so as to enable at least part of the pipe piece to be hung on the annular pre-support structure;
and dismantling a plurality of the pipe pieces, and removing soil in the annular pre-support structure.
2. The method for constructing a tunnel by a large shield through post-mine construction according to claim 1, wherein the annular pre-supporting structure comprises a plurality of pre-supporting jacking pipes and a plurality of arc-shaped pre-supporting guard plates, the plurality of pre-supporting jacking pipes extend along the preset construction route and are arranged at intervals one by one along the circumferential direction of the shield tunnel, the plurality of arc-shaped pre-supporting guard plates extend along the preset construction route, each arc-shaped pre-supporting guard plate is positioned between two adjacent pre-supporting jacking pipes, and two sides of each arc-shaped pre-supporting guard plate are respectively connected to the two adjacent pre-supporting jacking pipes;
the step of constructing an annular pre-support structure at the periphery of the shield tunnel to surround the shield tunnel comprises:
and sequentially and alternately jacking the arc-shaped pre-supporting guard plates and the pre-supporting jacking pipes into the soil layer, wherein every two arc-shaped pre-supporting guard plates and the pre-supporting jacking pipes are connected.
3. The method for constructing a tunnel by a large shield through post-mine construction according to claim 2, wherein each of the arc-shaped pre-supporting guard plates comprises a plurality of pre-supporting top pipes arranged side by side and connected in sequence;
the step of sequentially jacking the plurality of arc-shaped pre-supporting guard plates and the plurality of pre-supporting jacking pipes into the soil layer in a staggered manner comprises the following steps:
and sequentially connecting the pre-support jacking pipes in a set number to form the arc-shaped pre-support protection plate.
4. The method for constructing a tunnel through a post-mine construction by using a large shield according to claim 2, wherein the arc-shaped pre-support shield plate positioned below the shield tunnel is set as a first arc-shaped pre-support shield plate, and the rest arc-shaped pre-support shield plates are set as second arc-shaped pre-support shield plates, and the arc length of the first arc-shaped pre-support shield plate is not less than the length of the second arc-shaped pre-support shield plate;
the step of jacking a plurality of arc-shaped pre-supporting guard plates and a plurality of pre-supporting jacking pipes into the soil layer in sequence in a staggered manner comprises the following steps:
jacking one pre-support jacking pipe into the soil layer so that the pre-support jacking pipe is positioned above the shield tunnel;
part of the second arc-shaped pre-support guard plates and the corresponding pre-support jacking pipes are jacked into the soil layer in a staggered mode;
jacking the first arc-shaped pre-support guard plate into the soil layer, so that the first arc-shaped pre-support guard plate is positioned below the shield tunnel;
and jacking the rest second arc-shaped pre-support guard plates and the corresponding pre-support jacking pipes into the soil layer in a staggered manner.
5. The method for constructing a tunnel by a large shield tunneling method according to claim 1, wherein the step of excavating from the starting point end to the end point end of the predetermined construction route using a shield tunneling machine to form the shield tunnel having a plurality of segments attached thereto comprises:
respectively building a shield working well and a shield passing well at a starting point end and an end point end of a preset construction route, so that the inner side wall of the shield working well is provided with a reserved hole for the shield machine to pass through;
and hoisting the shield machine into the shield working well.
6. The method for constructing a tunnel according to claim 1, wherein the step of excavating from the starting end to the ending end of the predetermined construction route by using a shield tunneling machine to form a shield tunnel having a plurality of segments attached thereto comprises:
dividing a preset construction route into a plurality of connected interval routes;
constructing a shield working well at the starting point end, and constructing a shield working well between the end point end and any two connected interval routes, so that the inner side wall of the shield working well and the inner side walls of the shield working wells are provided with reserved holes for the shield machine to pass through;
and hoisting the shield machine into the shield working well.
7. The method for constructing a tunnel by a large shield tunneling method according to claim 6, wherein the step of excavating from the starting point end to the end point end of the predetermined construction route using a shield tunneling machine to form a shield tunnel having a plurality of segments attached thereto comprises:
when the shield machine passes through the interval route, the shield machine is adopted to lay the duct pieces;
the shield machine is adopted to stop laying the duct pieces when the shield machine passes through the well, so as to form a shield tunnel internally provided with a plurality of duct pieces.
8. A tunnel construction method of a large shield through a post-mine method construction according to claim 1, characterized in that the hanging structure comprises anchor bars extending in a radial direction of the shield tunnel;
the step of arranging a hanging structure between the annular pre-supporting structure and at least part of the pipe piece so that at least part of the pipe piece is hung on the annular pre-supporting structure comprises the following steps:
machining through holes towards the outside in at least part of the tube sheet;
and the anchor bars penetrate through the through holes from inside to outside and are anchored into the annular pre-support structure, so that at least part of the duct piece is hung on the annular pre-support structure.
9. The method for constructing a tunnel according to claim 8, wherein the shield tunnel comprises a reference horizontal plane and a plurality of collars, the axis of the shield tunnel is located in the reference horizontal plane, the plurality of collars are arranged side by side along the extending direction of the construction route, each collar comprises a plurality of segments, and the segments located on the reference horizontal plane and/or intersecting with the reference horizontal plane are provided as first segments;
the step of machining through holes in at least part of the pipe sheet towards the outside comprises the following steps:
and machining through holes from inside to outside on both end sides of the two ends of the first tube sheet.
10. A method of constructing a tunnel according to claim 1 wherein said step of removing a plurality of said segments and removing the soil from within said annular pre-support structure comprises:
and dismantling a plurality of the segments from the starting point end to the terminal point end by adopting full-section construction operation, and removing the soil body in the annular pre-support structure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211409886.6A CN115749814A (en) | 2022-11-08 | 2022-11-08 | Tunnel construction method for large shield construction through post-mine method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211409886.6A CN115749814A (en) | 2022-11-08 | 2022-11-08 | Tunnel construction method for large shield construction through post-mine method |
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