CN109915165B - Bilateral proximity bias tunnel portal section structure and construction method thereof - Google Patents
Bilateral proximity bias tunnel portal section structure and construction method thereof Download PDFInfo
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- CN109915165B CN109915165B CN201910275489.6A CN201910275489A CN109915165B CN 109915165 B CN109915165 B CN 109915165B CN 201910275489 A CN201910275489 A CN 201910275489A CN 109915165 B CN109915165 B CN 109915165B
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- 238000010276 construction Methods 0.000 title claims abstract description 40
- 230000002146 bilateral effect Effects 0.000 title claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims abstract description 39
- 230000008093 supporting effect Effects 0.000 claims abstract description 37
- 239000002689 soil Substances 0.000 claims abstract description 19
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 230000001681 protective effect Effects 0.000 claims abstract description 10
- 230000007246 mechanism Effects 0.000 claims abstract description 7
- 238000012544 monitoring process Methods 0.000 claims description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 239000004575 stone Substances 0.000 claims description 22
- 238000000034 method Methods 0.000 claims description 18
- 238000002955 isolation Methods 0.000 claims description 15
- 238000012806 monitoring device Methods 0.000 claims description 9
- 230000004888 barrier function Effects 0.000 claims description 8
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- 239000011425 bamboo Substances 0.000 claims description 5
- 239000011120 plywood Substances 0.000 claims description 5
- 238000003801 milling Methods 0.000 claims description 4
- 239000011435 rock Substances 0.000 claims description 4
- 230000009191 jumping Effects 0.000 claims description 3
- 238000009966 trimming Methods 0.000 claims 2
- 230000008569 process Effects 0.000 description 4
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
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Abstract
The invention discloses a bilateral proximity bias tunnel portal section structure and a construction method thereof. The opening section structure includes: the first supporting structure is arranged in the first tunnel, and the second supporting structure is arranged in the second tunnel; the first support structure comprises a first anchoring structure arranged on one side of the first tunnel, which is close to the existing tunnel, a retaining wall arranged on the other side of the first tunnel, and a cross brace for connecting the first anchoring structure and the retaining wall; the second supporting structure comprises a cutting which is arranged on one side of the second tunnel and is close to the existing tunnel, a protective arch which is connected with the cutting, a supporting mechanism which is connected with the protective arch and is inserted into the soil body on the other side, and a second anchoring structure which is arranged on the other side. The invention has simple structure, can effectively control the bias problem, effectively reduce the disturbance of excavation on the soil body, reduce the influence of excavation on the existing tunnel, and does not influence the normal operation of the existing tunnel while ensuring the construction safety.
Description
Technical Field
The invention relates to the technical field of combined tunnel portal section structures, in particular to a bilateral proximity bias tunnel portal section structure and a construction method thereof.
Background
The infrastructure in China is developed rapidly, the rail transit system is gradually improved, and the original line cannot meet the economic development requirements in terms of transportation volume and speed, so that a lot of lines are planned again. The tunnel is controlled by the general line and is easy to appear, and the newly-built line is close to the existing railway, thereby forming the combined tunnel. The tunnel proximity space positions are various, such as an upper parallel tunnel, a lower parallel tunnel, an upper cross tunnel, a lower cross tunnel, a left parallel tunnel and a right parallel tunnel. And directly influencing the construction of the side slope at the section of the tunnel opening at different spatial positions close to the tunnel.
One common type of double-sided access tunnel includes an existing tunnel in the middle and newly-built tunnels on the left and right sides of the existing tunnel. In the construction process of a newly-built tunnel of the existing bilateral proximity combined tunnel, the disturbance to a soil body is large during construction, the rockfall is serious, the settlement of the surface of a hillside is serious, the operation of the existing tunnel is seriously influenced, the economic loss is caused, and the traffic is inconvenient. In addition, the tunnel entrance has many problems such as entrance landslide and entrance collapse, and the problem of 'entrance difficulty' is more prominent for the bias tunnel entrance, so that what structure and how to construct the newly-built tunnel entrance section of the bilateral proximity bias tunnel can ensure the safety and progress of the construction, and the operation of the existing tunnel policy becomes a great problem.
Disclosure of Invention
The invention mainly aims to provide a bilateral close-coupled bias tunnel portal section structure and a construction method thereof, so as to solve the technical problem that the operation of the existing tunnel is seriously influenced by the construction of a newly built tunnel in the prior art.
To achieve the above object, according to one aspect of the present invention, a double-sided proximity-biased tunnel opening section structure is provided. The double-side proximity bias tunnel includes a first tunnel and a second tunnel respectively distributed at both sides of an existing tunnel. The opening section structure includes: the first supporting structure is arranged in the first tunnel, and the second supporting structure is arranged in the second tunnel; the first support structure comprises a first anchoring structure arranged on one side of the first tunnel, which is close to the existing tunnel, a retaining wall arranged on the other side of the first tunnel, and a cross brace for connecting the first anchoring structure and the retaining wall; the second supporting structure comprises a cutting which is arranged on one side of the second tunnel and is close to the existing tunnel, a protective arch which is connected with the cutting, a supporting mechanism which is connected with the protective arch and is inserted into the soil body on the other side, and a second anchoring structure which is arranged on the other side.
The bilateral close-coupled bias tunnel portal section structure is simple in structure, avoids the problems of excessive deformation and stress of the surrounding soil body caused by the excavation of a newly-built tunnel and the existing tunnel lining caused by the lateral pressure between the tunnel and the tunnel by applying the structures such as the anchoring structure, the retaining wall, the cross brace and the like, effectively controls the bias problem, effectively reduces the disturbance of the excavation on the soil body, and reduces the surface settlement of the hillside. The tunnel on the high side of the terrain adopts an arch protection structure, and meanwhile, an auxiliary anchoring structure is adopted, so that the problem of shallow excavation is effectively controlled, the construction safety and progress are ensured, and the tunnel is economical and reasonable. The single-line tunnel is excavated and unloaded, so that the stress of the existing tunnel structure is redistributed, and the auxiliary structures are applied, so that the influence of excavation on the existing tunnel can be reduced, and the normal operation of the existing tunnel is not influenced while the construction safety is ensured.
Further, the first anchoring structure comprises a plurality of first anchor piles with a spacing of 4-6 m; the second anchoring structure comprises a plurality of second anchor piles with a spacing of 4-6 m. Therefore, construction is convenient, and the supporting effect is good. Preferably, the anchor pile comprises C25 concrete and phi 14 steel bars, with cross-sectional dimensions of 0.25m x 0.2 m. Therefore, the supporting effect is good, and the cost is low. C25 concrete indicates that the compressive strength of concrete with standard cubic blocks (150 mm side length) is more than or equal to 25 MPa. The phi 14 steel bar means a steel bar having a diameter of 14 mm.
Further, the distance between the cross brace and the arch top of the first tunnel is 40-60 mm. If the distance is less than the numerical range, the reserved deformation is insufficient, the contact between the cross brace and the vault is increased due to the ground surface settlement, and the safety of the structure is affected; if the interval is higher than the numerical range, the protective effect of a cross brace and a tunnel vault is weakened, the larger the distance is, the longer the anchoring pile is, and the cost is increased. Preferably, the wale comprises C20 concrete and phi 10 steel bars, and the size is 8.5m multiplied by 0.8m multiplied by 0.6 m. Therefore, the supporting effect is good, and the cost is low. The C20 concrete indicates that the compressive strength of the concrete with standard cubic blocks (with side length of 150mm) is more than or equal to 20 MPa. The phi 10 steel bars indicate steel bars with a diameter of 10 mm.
Further, the wale connects the retaining wall and the top of the first anchoring structure. The cross brace is arranged at the bottom of the tunnel and cannot improve the effects of the anchoring structure to stabilize the surrounding rocks and protect the existing tunnel structure to the maximum extent, the cross brace is connected to the top of the anchoring structure and can resist the sliding of the anchoring structure to the maximum extent and also can protect the vault structure of the tunnel to prevent the soil body from sliding and the rocks from rolling down.
Further, retaining wall bottom elevation is the same level as the bottom in first tunnel. Retaining wall can stabilize newly-built tunnel under the biasing effect, and retaining wall bottom elevation guarantees construction safety with first tunnel bottom parallel and level, avoids the retaining wall structure too big, causes unnecessary extravagant.
Further, first bearing structure is still including locating the piece stone concrete brickwork in the retaining wall outside, piece stone concrete brickwork refer to the brickwork of piling up by piece stone concrete, can help the retaining wall atress. The interface of the retaining wall and the stone concrete masonry is step-shaped; from this, the handing-over area of piece stone concrete brickwork and retaining wall is big, is difficult for breaking away from. The sheet stone concrete masonry is 1-3m lower than the retaining wall; the stone concrete masonry is too high, the center of gravity is unstable, and the stone concrete masonry can slide down and damage the whole structure. The inclination angle of the sheet stone concrete masonry is smaller than that of the retaining wall; the inclination angle of the stone concrete masonry is too large, and the stone concrete masonry can slip off and damage the whole structure.
Furthermore, the device also comprises isolating devices arranged on two sides of the existing tunnel; the isolation device comprises a steel pipe, an inclined strut and a bamboo plywood. Therefore, protection is formed on two sides of the existing tunnel, and the falling earth and stones are prevented from disturbing the operation of the existing tunnel.
Furthermore, the device also comprises a plurality of monitoring points which are arranged at least 30m along the longitudinal direction of the existing tunnel by taking the end wall of the existing tunnel as a starting point, the transverse distance between every two adjacent monitoring points is 2-5 m, the transverse distance between every two adjacent monitoring points is increased along with the distance from the center line of the existing tunnel, the longitudinal distance between every two adjacent monitoring points is 4-6m, and each monitoring point is provided with a monitoring device for monitoring the ground surface displacement. Therefore, the terrain stable state of the existing tunnel is monitored in the construction process, information obtained by arranging and analyzing measured data is fed back to design construction in time, the design and construction scheme is further optimized, a basis is provided for next construction, and construction is safe, economical and rapid.
Furthermore, the supporting mechanism comprises a plurality of groups of supporting components with the distance of 0.2-0.8m, each supporting component comprises two supporting rods which are obliquely inserted into the soil body downwards, and the included angle between the two supporting rods is 10-20 degrees. Therefore, the supporting effect is good.
In order to achieve the above object, according to another aspect of the present invention, there is also provided a construction method of a double-side proximity-biased tunnel portal section. The construction method of the bilateral approaching bias tunnel portal section comprises the following steps:
(1) setting a first barrier: fences are arranged on the peripheries of the existing tunnel, the first tunnel and the second tunnel;
(2) changing and cutting the gutter: moving the original gutter backwards along the longitudinal direction of the existing tunnel;
(3) arranging monitoring points, and placing a monitoring device for monitoring the ground surface displacement at each monitoring point;
(4) setting a second barrier: installing isolation devices on two sides of the existing tunnel;
(5) the first anchoring structure, the retaining wall and the cross brace are arranged in sequence,
(6) constructing a first tunnel by adopting an open cut method;
(7) set gradually second anchor structure, repair cutting, set up and protect hunch and supporting component.
(8) Constructing a second tunnel by adopting a subsurface excavation method;
(9) and finishing the existing tunnel portal, building a new portal, and connecting the existing tunnel portal with the new portal.
Firstly, the terrain stable state of the existing tunnel is monitored in the construction process, information obtained by arranging and analyzing measured data is fed back to design construction in time, the design and construction scheme is further optimized, a basis is provided for next construction, and the construction is safe, economical and rapid. Secondly, firstly, the protection fence is changed and moved to serve as a first barrier for intercepting the rolling stones; isolation device is as the second barrier, and the hard isolation of construction in the skylight point will roll the soil stone interception that falls outside the protection, has prevented that soil stone excavation in-process soil stone from dropping to existing tunnel, guarantees that existing tunnel normally operates. By applying the anchoring structure, the retaining wall, the cross braces and other structures, the problems of overlarge deformation and overlarge stress of the existing tunnel lining caused by the stress change of the surrounding soil body and the side pressure between the tunnel and the newly-built tunnel caused by the excavation are avoided, the bias voltage problem is effectively controlled, the disturbance of the excavation on the soil body is effectively reduced, and the settlement of the surface of the hillside is reduced. The tunnel on the high side of the terrain adopts an arch protection structure, and meanwhile, an auxiliary anchoring structure is adopted, so that the problem of shallow excavation is effectively controlled, the construction safety and progress are ensured, and the tunnel is economical and reasonable.
Further, in the step (3), the end wall of the existing tunnel is taken as a starting point, monitoring points are arranged in at least 30m along the longitudinal direction of the existing tunnel, the transverse distance between every two adjacent monitoring points is 2-5 m, the transverse distance between every two adjacent monitoring points is increased along with the distance from the center line of the existing tunnel, and the longitudinal distance between every two adjacent monitoring points is 4-6 m. Therefore, the monitoring effect is good.
Furthermore, the original gutter is longitudinally moved backwards by 60-80m along the existing tunnel. Thereby guaranteeing to cut off the surface water of the three tunnels.
Further, the first anchoring structure comprises a plurality of first anchoring piles with the spacing of 4-6m, and the first anchoring piles are constructed by adopting pile jumping. This further reduces disturbance to the existing tunnel.
Further, mechanically excavating the first tunnel portal section; constructing the second tunnel portal section by adopting a milling and digging method; therefore, vibration caused by blasting construction is avoided. The tunnel portal structure adopts a step type; thereby, the material of the tunnel gate can be saved, and the bias voltage can be controlled. The newly-built tunnel portal end wall is connected with the existing tunnel portal end wall into a whole in a bar planting mode; therefore, the portal is connected into a whole, and the bearing of stress is facilitated.
The bilateral close-coupled bias tunnel portal section structure and the construction method thereof have simple structure and process, can effectively control the bias problem, reduce the disturbance to the soil body, reduce the settlement of the hillside ground surface, reduce the influence of excavation on the existing tunnel, ensure the construction safety and simultaneously do not influence the normal operation of the existing tunnel.
The invention is further described with reference to the following figures and detailed description. Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, are included to assist in understanding the invention, and are included to explain the invention and their equivalents and not limit it unduly. In the drawings:
FIG. 1 is a front view of a dual-sided proximity-biased tunnel portal section configuration of the present invention.
FIG. 2 is a top view of a dual-side proximity-biased tunnel opening section structure according to the present invention.
FIG. 3 is a side view of a first tunnel of a dual-sided proximity-biased tunnel aperture section configuration of the present invention.
FIG. 4 is a schematic structural diagram of an isolation device in a dual-side proximity-bias tunnel entrance section structure according to the present invention.
The relevant references in the above figures are:
100: an existing tunnel;
101: a ground line;
11: a first tunnel;
12: a second tunnel;
21: a first anchor pile;
22: a second anchor pile;
3: a cross brace;
41: a retaining wall;
42: a stone concrete masonry;
5: an isolation device;
51: a steel pipe;
52: bamboo plywood;
6: protecting an arch;
7: a support bar;
8: cutting;
9: a monitoring device;
10: and (5) cutting the gutter.
Detailed Description
The invention will be described more fully hereinafter with reference to the accompanying drawings. Those skilled in the art will be able to implement the invention based on these teachings. Before the present invention is described in detail with reference to the accompanying drawings, it is to be noted that:
the technical solutions and features provided in the present invention in the respective sections including the following description may be combined with each other without conflict.
Moreover, the embodiments of the present invention described in the following description are generally only some embodiments of the present invention, and not all embodiments. Therefore, all other embodiments obtained by a person of ordinary skill in the art based on the embodiments of the present invention without any creative effort shall fall within the protection scope of the present invention.
With respect to terms and units in the present invention. The terms "comprising," "having," and any variations thereof in the description and claims of this invention and the related sections are intended to cover non-exclusive inclusions. The term "bias terrain" means that the difference in the soil body terrain above the tunnel is large, resulting in asymmetric pressures acting on the tunnel lining. The term "ground line" means a curve formed by a section of the tunnel intersecting the ground.
FIG. 1 is a front view of a dual-sided proximity-biased tunnel portal section configuration of the present invention. FIG. 2 is a top view of a dual-side proximity-biased tunnel opening section structure according to the present invention. FIG. 3 is a side view of the first tunnel 11 of the dual-sided proximity-biased tunnel-aperture-section structure of the present invention. FIG. 4 is a schematic structural diagram of an isolation device in a dual-side proximity-bias tunnel entrance section structure according to the present invention.
The double-side proximity bias tunnel includes a first tunnel 11 and a second tunnel 12 respectively distributed at both sides of an existing tunnel 100, the existing tunnel 100 is a two-line tunnel, the first tunnel 11 and the second tunnel 12 are single-line tunnels, and as can be seen from fig. 1, a ground line 101 at the first tunnel 11 is lower than a ground line 101 at the second tunnel 12. As shown in fig. 1-3, the dual-side proximity-bias tunnel-opening-section structure comprises: a first support structure disposed in the first tunnel 11 and a second support structure disposed in the second tunnel 12; the first support structure includes a first anchoring structure provided at one side of the first tunnel 11 adjacent to the existing tunnel 100, a retaining wall 41 provided at the other side, and a wale 3 connecting the first anchoring structure and the retaining wall 41; the second supporting structure comprises a cutting 8 which is arranged on one side of the second tunnel 12 and close to the existing tunnel 100, a protective arch 6 connected with the cutting 8, a supporting mechanism which is connected with the protective arch 6 and is inserted into the soil body on the other side, and a second anchoring structure arranged on the other side.
The first anchoring structure comprises 16 first anchor piles 21 at a spacing of 5 m; the first anchor piles 21 extend into the 11m below the first tunnel 11, the total length of the first anchor piles 21 is 22m, the distance between the No. 1 first anchor pile 21 and the existing tunnel 100 is 93cm, and the distance between the No. 1 first anchor pile 21 and the outer lining of the first tunnel 11 is 50 cm;
the second anchoring structure comprises 2 second anchor piles 22 at a spacing of 5 m; the second anchor piles 22 extend 15m below the second tunnel 12, the second anchor piles 22 having a total length of 25 m.
The first supporting structure further comprises a sheet stone concrete masonry 42 arranged on the outer side of the retaining wall 41, and the joint surface of the retaining wall 41 and the sheet stone concrete masonry 42 is step-shaped; the sheet stone concrete masonry 42 is 1-3m lower than the retaining wall 41; the angle of inclination of the sheet rock concrete masonry 42 is smaller than the angle of inclination of the retaining wall 41.
The device also comprises isolating devices 5 arranged at two sides of the existing tunnel 100; as shown in fig. 4, the isolation device 5 includes a steel pipe 51, a diagonal brace, and a bamboo plywood 52. The isolation devices 5 on one side of the existing tunnel 100 close to the first tunnel 11 are 20m long, the isolation devices 5 on the other side are 10m long, the height of each isolation device is 2m, and the isolation devices are embedded into a concrete foundation by 0.5 m. The steel pipes 51 are steel pipes 51 with the diameter of phi 48, the distance between the vertical steel pipes 51 is 1.5m, the distance between the horizontal steel pipes 51 is 0.5m, and the steel pipes 51 are connected and fastened by fasteners; each vertical steel pipe 51 is provided with an inclined strut; the bamboo plywood 52 is fixed to the steel pipe 51 with iron wires.
The supporting mechanism comprises a plurality of groups of supporting assemblies with the distance of 0.5m, each supporting assembly comprises two supporting rods 7 inserted into a soil body obliquely downwards, and the included angle of the two supporting rods 7 is 15 degrees. The support rod 7 is a steel perforated pipe.
The method is characterized by further comprising monitoring points which are arranged in the longitudinal 35m of the existing tunnel 100 and take the end wall of the existing tunnel 100 as a starting point, the transverse distance between every two adjacent monitoring points is 2-5 m, the transverse distance between every two adjacent monitoring points is increased along with the distance from the center line of the existing tunnel 100, the longitudinal distance between every two adjacent monitoring points is 5m, and a monitoring device 9 for monitoring the ground surface displacement is placed at each monitoring point. The monitoring device 9 is a total station.
The first support structure has a length of 78 m. The length of the second support structure is 10 m.
The construction method of the bilateral approaching bias tunnel portal section comprises the following steps:
(1) setting a first barrier: fences are arranged on the peripheries of the existing tunnel 100, the first tunnel 11 and the second tunnel 12;
(2) the gutter 10 is moved and cut: the original gutter 10 is moved backwards by 70m along the existing tunnel 100 longitudinally;
(3) monitoring points are arranged, and a monitoring device 9 for monitoring the earth surface displacement is arranged at each monitoring point;
(4) setting a second barrier: installing isolation devices 5 at two sides of the existing tunnel 100;
(5) the first anchoring structure, the retaining wall 41 and the wale 3 are sequentially arranged; the first anchor piles 21 are constructed by pile jumping, namely, the first anchor piles 21 of 3#, 6#, 9#, 11#, 13#, and 15# are constructed in the first step, the first anchor piles 21 of 2#, 5#, 8#, 10#, 12#, 14#, and 16# are constructed in the second step, and the first anchor piles 21 of 1#, 4#, and 7# are constructed in the third step. And after the hole is formed, the cast molding is carried out in time on the basis that the construction of the subsequent first anchoring pile 21 is not influenced.
(6) Constructing a first tunnel 11 by an open cut method;
(7) set gradually second anchor structure, repairment cutting 8, set up and protect hunch 6 and supporting component.
(8) Constructing a second tunnel by adopting a subsurface excavation method;
(9) and (3) finishing the existing tunnel portal, building a new portal, and connecting the 100 existing tunnel portal with the newly-built portal.
In order to prevent blasting vibration, the first tunnel 11 is mechanically excavated by using an excavator, and the second tunnel 12 is constructed by using a milling and excavating method by using a milling and excavating machine.
The tunnel portal structure adopts the step formula, and newly-built portal headwall adopts the bar planting mode to meet as an organic whole with existing tunnel 100 portals headwall.
The first anchor pile 21 and the second anchor pile 22 are cast by C25 concrete and phi 14 steel bars, and the cross section size is 0.25m multiplied by 0.2 m. The wale 3 is cast by C20 concrete and phi 10 steel bars, and the size is 8.5m multiplied by 0.8m multiplied by 0.6 m.
The open cut method is an underground engineering construction method which firstly excavates the ground, builds a lining under the open air condition and then covers and backfills the ground. The method is mainly used for shallow tunnels.
The underground excavation method is that the ground is not excavated and the underground excavation mode is adopted for construction.
The step type hole door is characterized in that the upper side of the hole door is step type, and the tunnel topography changes.
The steel bar planting is a simple and effective connection and anchoring technology aiming at a concrete structure, and the steel bar planting is to plant steel bars in the structure.
The contents of the present invention have been explained above. Those skilled in the art will be able to implement the invention based on these teachings. All other embodiments, which can be derived by a person skilled in the art from the above description without inventive step, shall fall within the scope of protection of the present invention.
Claims (10)
1. A double-sided proximity-biased tunnel portal section structure, the double-sided proximity-biased tunnel comprising a first tunnel (11) and a second tunnel (12) respectively distributed on both sides of an existing tunnel (100), characterized in that: the opening section structure includes: a first support structure arranged in the first tunnel (11) and a second support structure arranged in the second tunnel (12); the first supporting structure comprises a first anchoring structure arranged on one side of the first tunnel (11) close to the existing tunnel (100), a retaining wall (41) arranged on the other side and a cross brace (3) connecting the first anchoring structure and the retaining wall (41); the second supporting structure comprises a cutting (8) which is arranged on one side of the second tunnel (12) close to the existing tunnel (100), a protective arch (6) connected with the cutting (8), a supporting mechanism which is connected with the protective arch (6) and is inserted into the soil body on the other side, and a second anchoring structure arranged on the other side.
2. The double-sided proximity-biased tunnel portal section structure of claim 1, wherein: the first anchoring structure comprises a plurality of first anchor piles (21) with a spacing of 4-6 m; the second anchoring structure comprises a plurality of second anchor piles (22) at a pitch of 4-6 m.
3. The double-sided proximity-biased tunnel portal section structure of claim 1, wherein: the first supporting structure further comprises a sheet stone concrete masonry (42) arranged on the outer side of the retaining wall (41), and the joint surface of the retaining wall (41) and the sheet stone concrete masonry (42) is step-shaped; the sheet rock concrete masonry (42) is 1-3m lower than the retaining wall (41).
4. The double-sided proximity-biased tunnel portal section structure of claim 1, wherein: the device also comprises isolating devices (5) arranged on two sides of the existing tunnel (100); the isolation device (5) comprises a steel pipe (51), an inclined strut and a bamboo plywood (52).
5. The double-sided proximity-biased tunnel portal section structure of claim 1, wherein: the supporting mechanism comprises a plurality of groups of supporting components with the distance of 0.2-0.8m, each supporting component comprises two supporting rods (7) inserted into the soil body obliquely downwards, and the included angle of the two supporting rods (7) is 10-30 degrees.
6. The double-sided proximity-biased tunnel portal section structure of claim 1, wherein: the monitoring device also comprises a plurality of monitoring points which are arranged at least 30m along the longitudinal direction of the existing tunnel (100) by taking the end wall of the existing tunnel (100) as a starting point, the transverse distance between every two adjacent monitoring points is 2-5 m, the transverse distance between every two adjacent monitoring points is increased along with the distance from the central line of the existing tunnel (100), the longitudinal distance between every two adjacent monitoring points is 4-6m, and each monitoring point is provided with a monitoring device (9) for monitoring the ground surface displacement.
7. The construction method of the bilateral approaching bias tunnel portal section comprises the following steps:
(1) setting a first barrier: fences are arranged on the peripheries of the existing tunnel (100), the first tunnel (11) and the second tunnel (12);
(2) changing and cutting the gutter (10): moving the original gutter (10) backwards along the longitudinal direction of the existing tunnel (100);
(3) monitoring points are arranged, and a monitoring device (9) for monitoring the earth surface displacement is placed at each monitoring point;
(4) setting a second barrier: installing isolation devices (5) on two sides of the existing tunnel (100);
(5) a first anchoring structure, a retaining wall (41) and a cross brace (3) are arranged in sequence,
(6) constructing a first tunnel (11) by adopting an open cut method;
(7) sequentially arranging a second anchoring structure, trimming a cutting (8), arranging a protective arch (6) and a supporting component;
(8) constructing a second tunnel (12) by adopting a subsurface excavation method;
(9) and (3) trimming the existing tunnel (100) portal, constructing a new portal, and connecting the existing tunnel (100) portal with the newly-built portal.
8. The construction method of the double-sided approaching bias tunnel portal section according to claim 7, wherein: the original gutter (10) is longitudinally moved backwards by 60-80m along the existing tunnel (100).
9. The construction method of the double-sided approaching bias tunnel portal section according to claim 7, wherein: the first anchoring structure comprises a plurality of first anchoring piles (21) with the spacing of 4-6m, and the first anchoring piles (21) are constructed by adopting pile jumping.
10. The construction method of the double-sided approaching bias tunnel portal section according to claim 7, wherein: the tunnel opening section of the first tunnel (11) is excavated by machinery; the opening section of the second tunnel (12) is constructed by adopting a milling and digging method; the tunnel portal structure adopts a step type, and the newly-built portal end wall is connected with the existing tunnel (100) portal end wall into a whole in a bar planting mode.
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|---|---|---|---|---|
| JP2000234493A (en) * | 1999-02-16 | 2000-08-29 | Taisei Corp | Method for constructing face part earth retaining wall of shield starting shaft |
| CN101864960B (en) * | 2010-05-17 | 2013-06-19 | 中铁二十局集团有限公司 | Carst region double-arch road tunnel construction method |
| CN102061923B (en) * | 2010-11-28 | 2013-06-05 | 山东科技大学 | Tunnel construction method capable of protecting existing building |
| CN102128035B (en) * | 2011-04-29 | 2012-12-26 | 重庆大学 | Construction method of bilateral biased small-clear distance tunnel |
| CN103206219A (en) * | 2013-05-06 | 2013-07-17 | 浙江省宏途交通建设有限公司 | Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method |
| CN203308470U (en) * | 2013-05-28 | 2013-11-27 | 山西省交通科学研究院 | Cover arch structure suitable for large-section unsymmetrical loading tunnel portal section |
| CN108412503B (en) * | 2018-04-02 | 2019-11-05 | 中国十九冶集团有限公司 | Bias shallow-buried tunnel portal construction protection structure and construction method thereof |
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2019
- 2019-04-08 CN CN201910275489.6A patent/CN109915165B/en not_active Expired - Fee Related
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| Publication number | Publication date |
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| CN109915165A (en) | 2019-06-21 |
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