CN113958323A - Large-section tunnel construction method and supporting structure - Google Patents
Large-section tunnel construction method and supporting structure Download PDFInfo
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- CN113958323A CN113958323A CN202111193481.9A CN202111193481A CN113958323A CN 113958323 A CN113958323 A CN 113958323A CN 202111193481 A CN202111193481 A CN 202111193481A CN 113958323 A CN113958323 A CN 113958323A
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- 238000010276 construction Methods 0.000 title claims abstract description 101
- 230000008093 supporting effect Effects 0.000 title claims abstract description 79
- 238000000034 method Methods 0.000 claims abstract description 25
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 24
- 239000011435 rock Substances 0.000 claims abstract description 10
- 239000004567 concrete Substances 0.000 claims description 69
- 229910000831 Steel Inorganic materials 0.000 claims description 52
- 239000010959 steel Substances 0.000 claims description 52
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 20
- 238000007788 roughening Methods 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 description 23
- 238000009412 basement excavation Methods 0.000 description 18
- 238000013461 design Methods 0.000 description 10
- 239000006260 foam Substances 0.000 description 6
- 239000011150 reinforced concrete Substances 0.000 description 6
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- 239000002699 waste material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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Abstract
The invention provides a large-section tunnel construction method and a supporting structure. The method comprises the following steps: step S1, excavating a plurality of advanced tunnels at intervals along the circumferential direction of the large-section tunnel to be constructed; step S2, reinforcing the prior tunnel; step S3, excavating backward tunnels among the plurality of forward tunnels; step S4, reinforcing the backward tunnel, and connecting the backward tunnel with the forward tunnel to form a preliminary bracing structure of the large-section tunnel to be constructed; and step S5, excavating rock mass within the support range of the primary support structure to construct a large-section tunnel. The supporting structure comprises a plurality of advanced tunnels and is arranged at intervals along the circumferential direction of the large-section tunnel to be constructed; and a plurality of backward tunnels provided between the plurality of forward tunnels. The construction method of the large-section tunnel does not need to additionally set and remove temporary supports in the large-section tunnel, improves construction efficiency, and reduces the workload of field workers, the risk of field construction operation and construction cost.
Description
Technical Field
The invention relates to the technical field of roadbed construction, in particular to a large-section tunnel construction method and a supporting structure.
Background
At present, urban underground spaces are developed more and more, the sections are larger and larger, the construction of a large-section tunnel in the related technology is basically a construction mode combining step-by-step excavation and step-by-step lining or a construction mode combining step-by-step excavation and integral lining, the large-section tunnel is divided into a plurality of tunnels with small sections to be excavated step by step, and although the process is mature, the defects are obvious. This kind of construction mode need set up more temporary support, and temporary support only plays the temporary stabilization effect, and the later stage need be demolishd, causes huge waste, has influenced the efficiency of site operation, has also prolonged construction cycle.
Therefore, the existing large-section tunnel construction mode has the problems of low construction efficiency and long construction period.
Disclosure of Invention
Aiming at the problems in the prior art, the application provides a large-section tunnel construction method, and solves the problem of low field construction efficiency caused by the adoption of a large-section tunnel construction mode in the related technology.
The invention relates to a construction method of a large-section tunnel, which comprises the following steps:
step S1, excavating a plurality of advanced tunnels at intervals along the circumferential direction of the large-section tunnel to be constructed;
step S2, reinforcing the prior tunnel;
step S3, excavating backward tunnels among the plurality of forward tunnels;
step S4, reinforcing the backward tunnel, and connecting the backward tunnel with the forward tunnel to form a preliminary bracing structure of the large-section tunnel to be constructed;
and step S5, excavating rock mass within the support range of the primary support structure to construct a large-section tunnel.
In one embodiment, step S2 includes:
step S21, arranging positioning ribs on the wall of the advanced tunnel;
step S22, arranging a foreward supporting steel bar in the foreward tunnel, and connecting the foreward supporting steel bar with a positioning bar;
and step S23, pouring concrete into the preceding tunnel.
According to the embodiment, the positioning ribs are arranged in the advanced tunnel to ensure the mounting precision of advanced supporting reinforcing steel bars and ensure the supporting effect of the primary supporting structure; and arranging advanced support reinforcing steel bars in the advanced tunnel and then pouring concrete, so that the advanced tunnel forms a reinforced concrete structure, and the support effect of the primary support structure is further improved.
In one embodiment, step S4 includes:
step S41, performing chiseling treatment on the concrete at the joint of the preceding tunnel and the following tunnel to enable the positioning rib to be locally positioned in the following tunnel;
step S42, arranging a backward supporting steel bar in the backward tunnel, and connecting the backward supporting steel bar with a positioning bar;
and step S43, pouring concrete into the backward tunnel.
Through this embodiment, through carrying out the chisel hair processing to the concrete of handing-over department of preceding tunnel and back tunnel, not only make the location muscle be located the back tunnel locally, the ligature of the back support reinforcing bar of being convenient for and location muscle is fixed, make the preceding tunnel of handing-over department form the matte moreover, the cast concrete zonulae occludens of being convenient for preceding tunnel and back tunnel improves the supporting effect of primary support structure.
In one embodiment, step S21 includes: according to the position of a reinforcing steel bar of a primary supporting structure of a large-section tunnel to be constructed, setting a lofting positioning point on the wall of the advanced tunnel, and setting a positioning rib at the lofting positioning point.
Through the embodiment, the positioning ribs are used for installing and positioning the primary supporting structure, so that the reinforcing steel bars of the primary supporting structure can be installed in the tunnel walls of the preceding tunnel and the following tunnel according to the preset positions, the primary supporting structure is further ensured to effectively support the large-section tunnel, and the follow-up one-time excavation operation of the large-section tunnel can be successfully implemented.
In one embodiment, step S5 includes:
step S51, whether the step pitch meets the requirement of the working space;
if so, performing waterproof construction;
and step S52, performing secondary lining operation.
Through the embodiment, the tunnel can be further reinforced through secondary lining operation, and the problem of collapse of the tunnel after the section is hollowed is avoided, so that the construction design requirement of the tunnel and the requirement of site safety construction are met.
In one embodiment, step S5 includes:
step S51, whether the step pitch meets the requirement of the working space;
if so, performing waterproof construction;
step S52, whether the primary supporting structure can meet the stress requirement or not;
if yes, not performing secondary lining operation;
if not, performing secondary lining operation.
By the embodiment, on the premise of meeting the design of tunnel construction, the procedures of construction operation can be reduced, so that the efficiency of field construction operation is improved, and meanwhile, the construction cost is saved.
In one embodiment, step S5 further includes step S53 of performing a decor and trim job, step S53 being after step S52.
Through the embodiment, the tunnel can be more attractive in decoration operation, so that the appearance quality design requirement is met. Thereby ensuring that the device can be normally put into use in the later period.
In one embodiment of the method of the present invention,
step S21 includes:
s211, laying a base plate at the joint of the planned tunnel and the backward tunnel of the preceding tunnel;
s212, inserting positioning ribs on the backing plate;
step S41 includes:
s411, chiseling off the cushion plate to enable the positioning rib to be partially positioned in the backward tunnel;
and S412, roughening the concrete at the joint of the preceding tunnel and the following tunnel.
Through this embodiment, through plan in advance in the antecedent tunnel with the backward tunnel handing-over department lay the backing plate, during the backward tunnel of later stage construction, need not to chisel the concrete structure in the antecedent tunnel that takes over the department, only need chisel the backing plate that takes over the department can, improved the efficiency of construction greatly, reduced working strength. In addition, when the base plate is laid, the surface of the base plate can be coated with a release agent, and after the tunnel excavation is finished, the base plate can be directly and integrally removed, so that the construction efficiency is further improved, the removed base plate can be recycled and reused, and the construction cost is also reduced. The contact end face of the backing plate and the preceding tunnel can be provided with pattern pressing paths, so that after the backing plate is removed and chiseled, a rough surface is formed on the concrete surface at the joint of the preceding tunnel, and chiseling construction is not required.
In one embodiment, step S212 includes:
s212a, arranging a steel plate at one end of the positioning rib;
and S212b, inserting the other end of the positioning rib into the backing plate.
Through this embodiment, set up the steel sheet in the one end of location muscle, behind the tunnel casting concrete of advancing one's head in, the steel sheet is pre-buried in the tunnel of advancing one's head in, behind the tunnel casting concrete of advancing one's head in, location muscle part is pre-buried in the tunnel of advancing one's head in, has improved primary support structure's structural strength. In addition, the steel plate can limit the displacement of the positioning rib, so that the positioning rib is prevented from displacing or inclining on the base plate, and the mounting accuracy of the positioning rib is ensured. In addition, the advanced support steel bar can be directly welded with the steel plate to realize indirect connection with the positioning bar, and the welding construction efficiency is improved.
The features mentioned above can be combined in various suitable ways or replaced by equivalent features as long as the object of the invention is achieved.
Compared with the prior art, the construction method of the large-section tunnel provided by the invention at least has the following beneficial effects:
the method comprises the steps of excavating and reinforcing the preceding tunnels at intervals along the circumferential direction of the large-section tunnel to be constructed, excavating and reinforcing the succeeding tunnels between two adjacent preceding tunnels, connecting the succeeding tunnels and the preceding tunnels to form a primary supporting structure of the large-section tunnel to be constructed, and then excavating rock mass in the supporting range of the primary supporting structure to construct the large-section tunnel. Compared with the traditional tunnel supporting structure, the large-section tunnel construction method does not need to additionally set and remove temporary supports in the large-section tunnel, improves construction efficiency, and reduces the workload of field workers, the risk of field construction operation and construction cost. In addition, compared with the existing method of firstly excavating and then supporting the large-section tunnel, the method adopts the method of firstly supporting and then excavating, and construction is safer.
The invention also provides a large-section tunnel supporting structure constructed by the method, which comprises the following steps:
the plurality of advanced tunnels are arranged at intervals along the circumferential direction of the large-section tunnel to be constructed; and
and the plurality of backward tunnels are arranged among the plurality of the preceding tunnels and are connected with the preceding tunnels to form a supporting structure of the large-section tunnel to be constructed.
Compared with the prior art, the large-section tunnel supporting structure provided by the invention at least has the following beneficial effects: the utility model provides a supporting construction sets up the permanent reinforced concrete supporting construction outside big section tunnel, compares in the interim supporting construction in traditional big section tunnel, and structural strength is high, and it is effectual to strut, and the later stage need not to demolish, and the construction is also safer, can obviously improve the efficiency of construction height in big section tunnel.
Drawings
The invention will be described in more detail hereinafter on the basis of embodiments and with reference to the accompanying drawings. Wherein:
FIG. 1 is a schematic structural diagram of a construction method of a large-section tunnel according to the present invention;
FIG. 2 is a schematic cross-sectional view of the primary support structure of a large cross-section tunnel according to the present invention without pouring concrete;
FIG. 3 shows a broad view of node A in FIG. 2;
fig. 4 is a schematic structural view of the advance support reinforcing bars and the positioning bars of the advance tunnel in fig. 2;
FIG. 5 is a schematic view showing the effect of the preceding tunnel of FIG. 4 after concrete is poured therein;
fig. 6 is a schematic structural view showing the connection of the leading support bars and the trailing support bars in fig. 3 after concrete is poured into the leading tunnel;
FIG. 7 is a schematic view of the leading tunnel of FIG. 6 after the concrete is removed from the junction with the trailing tunnel and the trailing tunnel is cast with concrete;
fig. 8 is a schematic sectional view illustrating the preliminary bracing structure of the large cross-section tunnel of fig. 2 after concrete is poured therein;
FIG. 9 is a schematic sectional view of the large cross-section tunnel after completion of the secondary lining construction of the present invention;
FIG. 10 is a schematic structural diagram showing that a base plate and a steel box are further arranged at the joint of the front tunnel and the rear tunnel in FIG. 6;
FIG. 11 is a schematic view of the embodiment of FIG. 10 with the backing plate removed and constructed with backspan reinforcing bars;
FIG. 12 is a schematic view of the structure of FIG. 11 after concrete has been poured into the back tunnel;
FIG. 13 is a schematic perspective view of the backing plate and the steel box on the backing plate of FIG. 10;
FIG. 14 is an enlarged perspective view of one of the steel boxes of FIG. 13 with a plurality of positioning ribs;
fig. 15 is a partial perspective view showing another embodiment of the preliminary bracing structure of the large cross-section tunnel according to the present invention;
fig. 16 is a schematic structural view of reinforcing steel bars supported in the through tunnel and the preceding tunnel in fig. 15;
fig. 17 is a schematic structural view of the one-stage through tunnel and the preceding tunnel of fig. 16 after concrete is poured therein.
In the drawings, like parts are provided with like reference numerals. The drawings are not to scale.
Reference numerals:
10. a preceding tunnel; 20. a backward tunnel; 30. supporting reinforcing steel bars at the initial stage; 31. firstly supporting reinforcing steel bars; 32. supporting steel bars in the backward direction; 33. penetrating through the supporting steel bar; 40. positioning ribs; 50. a concrete chiseling area; 60. a base plate; 70. a steel box; 71. an opening; 80. a tunnel is penetrated; 81. a pass-through unit.
Detailed Description
The present invention will be further described with reference to fig. 1 to 17.
The invention provides a large-section tunnel construction method, which comprises the following steps:
and step S1, excavating a plurality of advanced tunnels at intervals along the circumferential direction of the large-section tunnel to be constructed.
Step S2, the preceding tunnel is reinforced.
In step S3, a following tunnel is excavated between the preceding tunnels.
And step S4, reinforcing the backward tunnel, and connecting the backward tunnel and the forward tunnel to form a preliminary bracing structure of the large-section tunnel to be constructed.
And step S5, excavating rock mass within the support range of the primary support structure to construct a large-section tunnel.
According to the steps, the preceding tunnels 10 are excavated and reinforced at intervals along the circumferential direction of the large-section tunnel to be constructed, the succeeding tunnel 20 is excavated and reinforced between the two adjacent preceding tunnels 10, the succeeding tunnel 20 and the preceding tunnels 10 are connected to form a primary supporting structure of the large-section tunnel to be constructed, and then rock masses within the supporting range of the primary supporting structure are excavated to construct the large-section tunnel. Therefore, the problems that more temporary supports are needed and the later dismantling is troublesome in the related technology caused by the mode that a large section is divided into a plurality of small sections for excavation are avoided. Thereby improving the efficiency of the large-section tunnel construction.
The large-section tunnel construction method does not need to additionally arrange temporary supports, so that the workload of field workers is reduced, and the construction cost is saved. Meanwhile, field workers do not need to additionally set up and remove the temporary support, the risk of field construction operation is reduced, and the requirement of field safety construction operation is met.
It should be noted that the rock mass in the embodiment includes rock or soil.
Before performing step S1, the method may further include:
and step S01, processing the opening and the side slope of the large-section tunnel to be constructed.
In step S02, a work bench is set up. When the operation platform frame is set up, protection is needed, each round prior tunnel 10 which operates independently has an independent operation environment, and interference among operation surfaces is reduced. In the step S1, the hole diameter of each penetrating preceding tunnel 10 is generally 1.8 to 3 meters, and the specific hole diameter is designed in accordance with the requirements of the manual operation space and the design thickness.
It should be noted that, when the backward tunnel 20 between the formed advanced tunnels is excavated, the shape of the backward tunnel 20 does not need to be excavated in a circular manner, because the backward tunnel 20 is excavated in a circular manner, a large amount of reinforced concrete removing work is inevitably performed on the advanced tunnel 10 which is constructed in advance, which is not beneficial to improving the construction efficiency. The rear supporting steel bars 32 of the rear tunnel 20 are only required to be lapped with the front supporting steel bars 31 of the constructed front tunnel 10, but the concrete surface at the joint of the front tunnel 10 and the rear tunnel 20 is roughened, so that the effective inertia moment area of the primary supporting structure of the large-section tunnel is ensured.
It should be noted that the preliminary bracing structure of the large-section tunnel in this embodiment includes a preliminary bracing reinforced concrete structure, specifically, includes preliminary bracing reinforcing bars 30 and preliminary bracing concrete, where the preliminary bracing reinforcing bars 30 include preliminary bracing reinforcing bars 31, positioning reinforcing bars 40, and backward bracing reinforcing bars 32. The preliminary bracing concrete includes concrete poured in the preceding tunnel 10 and concrete poured in the following tunnel 20.
Specifically, the concrete step of reinforcing the preceding tunnel 10 in step S2 includes:
and step S21, arranging positioning ribs on the wall of the advanced tunnel. Specifically, according to the position of the reinforcing steel bar of the primary support structure of the large-section tunnel to be constructed, a lofting positioning point is arranged on the wall of the advanced tunnel 10, and a positioning bar 40 is arranged at the lofting positioning point.
And step S22, arranging a pre-support reinforcing steel bar in the pre-tunnel, and connecting the pre-support reinforcing steel bar with the positioning bar.
And step S23, pouring concrete into the preceding tunnel.
Step S4 includes:
and step S41, roughening the concrete at the joint of the preceding tunnel and the following tunnel to make the positioning rib partially positioned in the following tunnel. In order to improve the connection effect between the preceding tunnel 10 and the following tunnel 20, a concrete cut section 50 is formed by cutting concrete of a predetermined width at the junction between the preceding tunnel 10 and the following tunnel 20, thereby increasing the effective connection area between the concrete of the preceding tunnel 10 and the concrete poured into the following tunnel 20.
And step S42, arranging a backward supporting steel bar in the backward tunnel, and connecting the backward supporting steel bar with the positioning bar.
And step S43, pouring concrete into the backward tunnel.
Step S5 includes:
and step S51, whether the step distance meets the requirement of the working space.
If yes, waterproof construction is carried out.
And step S52, performing secondary lining operation.
According to the steps, the tunnel can be further reinforced through secondary lining operation, and the problem that the tunnel collapses after the section is hollowed is avoided, so that the construction design requirements of the tunnel and the requirements of site safety construction are met.
It should be noted that when the primary supporting structure of the large-section tunnel meets the stress requirement, the lining operation may not be performed. On the basis, the steps of the construction method can be adjusted as follows: step S5 includes:
and step S51, whether the step distance meets the requirement of the working space.
If yes, waterproof construction is carried out.
And step S52, judging whether the primary supporting structure can meet the stress requirement.
If yes, the secondary lining operation is not carried out.
If not, performing secondary lining operation.
The step S5 further includes a step S53 of performing a finishing work, and the step S53 follows the step S52.
According to the steps, the tunnel can be more attractive in decoration operation, so that the appearance quality design requirement is met. Thereby ensuring that the device can be normally put into use in the later period.
Specifically, in one embodiment, when the pipe-jacking construction condition is satisfied, the advanced tunnel 10 may be constructed using the pipe jacking. Therefore, the site construction efficiency of the large-section tunnel construction can be further improved, and the site construction cost is reduced, so that the cost reduction and efficiency improvement requirements of site construction operation are met.
Specifically, in one embodiment, the look-ahead tunnel 10 is a circular tunnel. Of course, it can be set into other shapes such as ellipse according to the actual situation.
Specifically, in one embodiment, the diameter of the advance tunnel 10 is between 1.8m and 3m, and the excavation section area of the large-section tunnel is more than 250m2The economic benefit is more obvious.
In one embodiment, step S21 may include:
and S211, paving a base plate at the joint of the planned tunnel and the backward tunnel. Among them, the backing plate 60 is preferably a foam board or a concrete form which is easily chiseled or removed. When the backing plate 60 is a concrete form, a release agent may be applied to the backing plate 60 for ease of release. The end surface of the shim plate 60 that contacts the cast concrete of the preceding tunnel 10 may be provided with a knurling pattern so that when the shim plate 60 is removed or chiseled, the end surface at the junction of the preceding tunnel 10 and the following tunnel 20 is a rough surface.
And S212, inserting positioning ribs on the backing plate. When the backing plate 60 is a foam board, the positioning ribs 40 can be directly inserted at corresponding positions of the foam board. When the backing plate 60 is a concrete form, positioning holes may be provided in advance in the concrete form to facilitate insertion of the positioning ribs 40.
In one embodiment, step S212 includes:
s212a, a steel plate is provided at one end of the positioning rib.
And S212b, inserting the other end of the positioning rib into the backing plate.
Step S41 includes:
s411, chiseling the cushion plate to enable the positioning rib to be partially positioned in the backward tunnel.
And S412, roughening the concrete at the joint of the preceding tunnel and the following tunnel.
Based on the method, the application also provides a large-section tunnel supporting structure constructed by the method, which comprises the following steps:
a plurality of advanced tunnels 10 arranged at intervals along the circumferential direction of the large-section tunnel to be constructed; and
and a plurality of backward tunnels 20 disposed between the plurality of forward tunnels 10 and connected to the forward tunnels 10 to constitute a supporting structure of a tunnel with a large cross section to be constructed.
It should be noted that the preceding tunnel 10 and the following tunnel 20 constructed in the circumferential direction of the large-section tunnel to be constructed according to the present embodiment may adopt a skip method construction process. Wherein, a plurality of the preceding tunnels 10 and the following tunnels 20 can be constructed simultaneously. For example, if the number of the preceding tunnels 10 and the number of the following tunnels 20 are respectively 6 according to the circumferential length of the radial cross section of the large-section tunnel to be constructed and the hole diameters of the preceding tunnels 10 and the following tunnels 20, 3 preceding tunnels 10 can be synchronously constructed at equal intervals in the circumferential direction of the large-section tunnel to be constructed, and the remaining 3 preceding tunnels 10 can be synchronously constructed. Similarly, the same method can be adopted to synchronously construct 3 back tunnels 20 at equal intervals, and then synchronously construct the remaining 3 back tunnels 20. Compared with the method of sequentially constructing 6 preceding tunnels 10 and 6 following tunnels 20, the method of synchronously jumping the bins can greatly improve the construction efficiency of the large-section tunnel and shorten the construction period.
Three complete embodiments of the present application are set forth below:
example one
As shown in fig. 1 to 9, a method for constructing a large cross-section tunnel includes the following steps:
and step S01, processing the opening and the side slope of the large-section tunnel to be constructed.
In step S02, a work bench is set up.
Step S1, excavating a plurality of advanced tunnels 10 with circular radial cross sections at intervals along the circumferential direction of the large cross section tunnel to be constructed.
Step S2, the preceding tunnel is reinforced. Specifically, the method comprises the following steps: according to the position of a reinforcing steel bar of a primary support structure of a large-section tunnel to be constructed, a lofting positioning point is arranged on the wall of the prior tunnel 10, and a positioning rib 40 is arranged on the lofting positioning point, so that the positioning rib 40 is inserted on the wall of the prior tunnel 10. The advance support reinforcing bars 31 are provided in the advance tunnel 10, and the advance support reinforcing bars 31 and the positioning bars 40 are bound together or fixed by welding. The installation position or direction of the preliminary bracing reinforcement 31 is designed according to the installation position or direction of the preliminary bracing reinforcement 30 of the large-section tunnel to be constructed.
After the advance support reinforcing steel bar 31 is connected with the positioning reinforcing steel bar 40, concrete is gradually poured into the advance tunnel 10 from the inside to the outside. Specifically, 10-20 meters is taken as a construction section, a plugging plate is arranged at the tail end of each construction section, and concrete is poured section by section from inside to outside.
Before the construction of the large-section tunnel, the excavation size and the design of the primary supporting structure of the large-section tunnel are already finished, that is, before the construction of the large-section tunnel, the excavation position, the excavation hole diameter, the excavation interval, the position and the direction of the advance supporting reinforcing steel bars 31 and the position and the number of the positioning ribs 40 of the advance supporting reinforcing steel bars 31 are already finished.
And step S3, excavating the backward tunnels among the plurality of the preceding tunnels after the concrete of the preceding tunnels is solidified to meet the design requirements. One back tunnel 20 is provided between every two front tunnels 10. During the excavation of the back tunnel 20, the positioning ribs 40 can also play a role in positioning and guiding the excavation of the back tunnel 20. Because the plurality of positioning ribs 40 are distributed along the length direction of the advance tunnel 10, and the distance between adjacent positioning ribs 40 along the length direction of the advance tunnel 10 may be constant, when the backward tunnel 20 is excavated, the positioning ribs 40 can be used as reference objects to avoid the deviation of the excavation direction of the backward tunnel 20, and the length of the positioning ribs 40 can also be used as reference objects for the excavation hole diameter of the backward tunnel 20 to avoid the too large or too small excavation hole diameter of the backward tunnel 20, and to ensure the connection between the advance support reinforcing steel bars 31 in the advance tunnel 10 and the backward support reinforcing steel bars 32 in the backward tunnel 20.
And step S4, reinforcing the backward tunnel, and connecting the backward tunnel and the forward tunnel to form a preliminary bracing structure of the large-section tunnel to be constructed.
Specifically, the method comprises the following steps: the concrete at the junction of the preceding tunnel 10 and the following tunnel 20 is roughened, and the positioning ribs 40 are partially positioned in the excavated and un-poured following tunnel 20.
Rear support bars 32 are provided in the rear tunnel 20, and the rear support bars 32 are connected to the positioning bars 40. The backward support reinforcement 32, the positioning reinforcement 40, and the forward support reinforcement 31 together constitute the primary support reinforcement 30 of the primary support structure. The construction mode of the backward supporting steel bar 32 is the same as that of the forward supporting steel bar 31, and the backward supporting steel bar can be constructed outside the tunnel in advance or can be bound and constructed in the tunnel on site. In fact, the supporting reinforcement cage arranged along the length direction of the tunnel can be understood as both the advanced supporting reinforcement 31 and the advanced supporting reinforcement 32 of the present embodiment.
After the construction of the backward supporting steel bar 32 is completed, concrete is poured into the backward tunnel 20. The construction method for pouring concrete in the backward tunnel 20 is the same as that for pouring concrete in the forward tunnel 10, and sectional pouring construction can be adopted.
And step S5, excavating rock mass within the support range of the primary support structure to construct a large-section tunnel.
And after the large-section tunnel is formed, judging whether the step pitch meets the requirement of the operation space.
If yes, waterproof construction is carried out. And then carrying out secondary lining operation. And finally, carrying out decoration operation.
Of course, the secondary lining construction is unnecessary, if the primary supporting structure can meet the stress requirement, the secondary lining construction may not be performed, and if the primary supporting structure cannot meet the stress requirement, the secondary lining operation is performed.
Example two
As shown in fig. 10 to 14, the construction method of the present embodiment is substantially the same as the first embodiment except that:
the construction step of the backing plate 60 is also included.
Specifically, before the positioning ribs 40 are constructed on the wall of the preceding tunnel 10, the backing plate 60 is laid at the joint between the preceding tunnel 10 and the following tunnel 20. The positioning ribs 40 are then inserted through the backing plate 60. As a preferable mode of the present embodiment, the underlay sheet 60 is preferably a foam sheet, the underlay sheet 60 is laid along the longitudinal direction of the preceding tunnel 10, and a plurality of steel sheets or steel boxes 70 welded by steel sheets are provided at intervals along the longitudinal direction of the underlay sheet 60. A plurality of positioning ribs 40 are welded on a steel plate at the bottom end of the steel box 70, the positioning ribs 40 keep intervals, an opening 71 is formed in a steel plate at the top end of the steel box 70, and two side ends of the steel box 70 are communicated.
One of the mounting methods of the positioning rib 40 of the present embodiment is: holes are drilled in the wall of the advanced tunnel 10 through the backing plate 60, and the hole depth of the drilled holes and the distance between adjacent drilled holes are designed according to the length of the positioning ribs 40 and the distance between adjacent positioning ribs 40. After passing through the tie plate 60, the positioning rib 40 is inserted into the drilled hole of the hole wall of the preceding tunnel 10, and preferably, the steel plate at the bottom end of the steel box 70 is abutted against the tie plate 60.
The second installation method of the positioning rib 40 of the present embodiment is: the positioning ribs 40 are inserted into the backing plate 60 without drilling holes in the wall of the advanced tunnel 10, and the steel plate at the bottom end of the steel box 70 can abut against the backing plate 60 and can keep a certain distance from the backing plate 60.
When the preceding tunnel 10 is cast with concrete, the steel box 70 is wrapped by the concrete, and the through side end of the steel box 70 or the opening 71 of the steel plate at the top end thereof facilitates the cast concrete to enter the steel box 70, so that the steel box 70 is firmly embedded in the cast concrete of the preceding tunnel 10. The backing plate 60 may also be used as a formwork, and a pattern embossing pattern is provided on the concrete contact surface of the backing plate 60 and the preceding tunnel 10, and a release agent is applied.
Accordingly, in the process of excavating the following tunnel 20, the backing plate 60 may serve as a reference for excavating the following tunnel 20, so as to ensure the excavating direction and the hole diameter of the following tunnel 20. When the excavation of the following tunnel 20 is completed, the end surface of the backing plate 60 facing away from the preceding tunnel 10 is completely exposed in the following tunnel 20.
If the backing plate 60 is a foam plate, the foam plate can be quickly and easily chiseled to expose the positioning ribs 40 and the concrete surface of the preceding tunnel 10, and the concrete surface is chiseled. Of course, if the concrete contact surface of the backing plate 60 and the preceding tunnel 10 is provided with an embossed pattern, the roughening process can be omitted.
If the backing plate 60 is a template, the template can be directly removed, the backing plate 60 is convenient to remove due to the fact that the release agent is coated on the backing plate, the removed backing plate 60 can be reused after being turned over, and construction cost is reduced.
After the backing plate 60 is chiseled or removed, the backward supporting reinforcement 32 in the backward tunnel 20 is constructed, so that the backward supporting reinforcement 32 is bound or welded and fixed with the positioning reinforcement, and of course, the backward supporting reinforcement 32 can also be directly welded and fixed with the steel box 70.
After the construction of the backward supporting steel bars 32 is completed, concrete is poured into the backward tunnel 20, and the backward tunnel 20 is filled with the concrete and wraps the backward supporting steel bars 32, the positioning bars 40 and the local part of the steel box 70.
After the concrete poured into the backward tunnel 20 meets the design requirements, the construction of the primary supporting structure of the large-section tunnel is completed, and the rock mass in the supporting range of the primary supporting structure can be excavated at one time to complete the construction of the large-section tunnel.
EXAMPLE III
As shown in fig. 15 to 17, the large cross-section tunnel supporting structure includes:
a plurality of advanced tunnels 10 arranged at intervals along the circumferential direction of the large-section tunnel to be constructed; and
and a plurality of through tunnels 80 provided between the plurality of preceding tunnels 10 and connected to the preceding tunnels 10 to constitute a supporting structure of a tunnel with a large cross section to be constructed. The through tunnel 80 between two adjacent preceding tunnels 10 includes a plurality of through cells 81 arranged along the length direction thereof, and two adjacent through cells 81 of each through tunnel 80 are spaced apart or connected.
As shown in fig. 15, the through tunnel 80 to be constructed between two adjacent preceding tunnels 10 is divided into a plurality of through cells 81 arranged in the longitudinal direction thereof. Fig. 15 is a schematic view of the first through cell 81 of the through tunnel 80 being excavated and communicating with the adjacent preceding tunnel 10.
Fig. 16 shows that the through-support reinforcement 33 is supported in the first through-unit 81, and the preceding support reinforcement 31 having a corresponding length is supported in the preceding tunnel 10 adjacent to the first through-unit 81, so that the preceding support reinforcement 31 supported each time is not easily overlong, and preferably has a length equal to the length of the through-support reinforcement 33 supported in the first through-unit 81, in order to facilitate excavation of the subsequent through-unit 81. The advance support reinforcement 31 and the through support reinforcement 33 are bound or welded and fixed.
Fig. 17 is a schematic structural view showing the first penetration unit 81 and the preceding tunnel 10 adjacent to the first penetration unit 81 after concrete is poured therein. After the concrete poured into the first through unit 81 reaches the designed strength, the next through unit 81 may be excavated. The next through-cell 81 may be connected to the first through-cell 81, or may be spaced apart from the first through-cell 81.
The construction method of the large-section tunnel according to the present embodiment is substantially the same as the first embodiment, and the differences are that:
a plurality of advanced tunnels 10 are excavated at intervals along the circumferential direction of the large-section tunnel to be constructed.
Through tunnels 80 are excavated at intervals along the circumferential direction of the large-section tunnel to be constructed, and each through tunnel 80 communicates with two adjacent preceding tunnels 10 in the circumferential direction. Each through tunnel 80 is excavated in sections, for example, each through tunnel 80 has a length of 100 meters, and is divided into 10 through units 81 from inside to outside, and each through unit 81 has a length of 10 meters, but may have other lengths. The through tunnels 80 are excavated segment by segment from inside to outside, and each through tunnel 80 excavates one through unit 81 at a time.
The advance support rebar 31 is constructed inside the advance tunnel 10 according to the length of each penetration unit 81.
After the excavation of each through-cell 81 is completed, through-support reinforcing bars 33 are supported in the through-cell 81, and the through-support reinforcing bars 33 are bound or welded to the preliminary support reinforcing bars 31 in the adjacent preliminary tunnel 10. After the construction of the through supporting steel bars 33 in the first through units 81 of all the through tunnels 80 is completed, concrete is poured into the preceding tunnel 10, wherein the pouring length is the length of the first through unit 81, and it should be noted that a pouring baffle needs to be arranged at a corresponding position during the sectional pouring construction. After the concrete meets the solidification design requirement, the second through unit 81 is excavated and the through supporting reinforcing steel bars 33 in the corresponding second through unit 81 are constructed section by section from inside to outside in sequence until all the through units 81 are constructed.
The preliminary bracing structure of the large-section tunnel in the present embodiment includes a preliminary bracing reinforced concrete structure, specifically, a preliminary bracing reinforcement 30 and a preliminary bracing concrete, wherein the preliminary bracing reinforcement 30 includes a preliminary bracing reinforcement 31 and a through bracing reinforcement 33. The preliminary bracing concrete includes concrete poured in the preceding tunnel 10 and concrete poured in the through tunnel 80.
It is understood that the preliminary bracing structure of the present embodiment includes a plurality of bracing units arranged in the length direction of the large-section tunnel, each of the bracing units being a ring-shaped bracing structure, each of the bracing units including the through-units 81 of the reinforced concrete structure and the preceding tunnel 10 alternately distributed along the circumferential direction thereof.
Compared with the first embodiment, the construction method of the embodiment can further improve the construction efficiency, can improve the strength of the primary support structure, and particularly effectively improves the binding quality of the primary support reinforcing steel bars 30.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "bottom", "top", "front", "rear", "inner", "outer", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, should not be construed as limiting the present invention.
Although the invention herein has been described with reference to particular embodiments, it is to be understood that these embodiments are merely illustrative of the principles and applications of the present invention. It is therefore to be understood that numerous modifications may be made to the illustrative embodiments and that other arrangements may be devised without departing from the spirit and scope of the present invention as defined by the appended claims. It should be understood that features described in different dependent claims and herein may be combined in ways different from those described in the original claims. It is also to be understood that features described in connection with individual embodiments may be used in other described embodiments.
Claims (10)
1. A construction method of a large-section tunnel is characterized by comprising the following steps:
step S1, excavating a plurality of advanced tunnels at intervals along the circumferential direction of the large-section tunnel to be constructed;
step S2, reinforcing the preceding tunnel;
step S3, excavating backward tunnels among the plurality of the forward tunnels;
step S4, reinforcing the backward tunnel, and connecting the backward tunnel with the forward tunnel to form a primary supporting structure of the large-section tunnel to be constructed;
and step S5, excavating rock mass in the support range of the primary support structure to construct the large-section tunnel.
2. The construction method of the large cross-section tunnel according to claim 1, wherein the step S2 includes:
step S21, arranging positioning ribs on the hole wall of the advanced tunnel;
step S22, arranging a foreward supporting steel bar in the foreward tunnel, and connecting the foreward supporting steel bar with the positioning bar;
and step S23, pouring concrete into the preceding tunnel.
3. The construction method of the large cross-section tunnel according to claim 2, wherein the step S4 includes:
step S41, performing chiseling processing on the concrete at the joint of the preceding tunnel and the following tunnel, so that the positioning rib is partially positioned in the following tunnel;
step S42, arranging a backward supporting steel bar in the backward tunnel, and connecting the backward supporting steel bar with the positioning bar;
and step S43, pouring concrete into the backward tunnel.
4. The construction method of the large cross-section tunnel according to claim 2, wherein the step S21 includes: and setting lofting positioning points on the hole wall of the prior tunnel according to the positions of the reinforcing steel bars of the primary supporting structure of the large-section tunnel to be constructed, and setting the positioning bars on the lofting positioning points.
5. The construction method of the large cross-section tunnel according to claim 1, wherein the step S5 includes:
step S51, whether the step pitch meets the requirement of the working space;
if so, performing waterproof construction;
and step S52, performing secondary lining operation.
6. The construction method of the large cross-section tunnel according to claim 1, wherein the step S5 includes:
step S51, whether the step pitch meets the requirement of the working space;
if so, performing waterproof construction;
step S52, whether the primary supporting structure can meet the stress requirement or not;
if yes, not performing secondary lining operation;
if not, performing secondary lining operation.
7. The construction method of a large cross-section tunnel according to claim 5 or 6, wherein the step S5 further includes a step S53 of performing a finishing work, and the step S53 is after the step S52.
8. The construction method of a large cross-section tunnel according to claim 3,
the step S21 includes:
s211, laying a base plate at the joint of the advanced tunnel and the backward tunnel;
s212, inserting the positioning ribs on the backing plate;
the step S41 includes:
s411, chiseling the backing plate to enable the positioning rib to be partially positioned in the backward tunnel;
and S412, roughening the concrete at the joint of the front tunnel and the rear tunnel.
9. The construction method of the large cross section tunnel according to claim 8, wherein the step S212 includes:
s212a, arranging a steel plate at one end of the positioning rib;
and S212b, inserting the other end of the positioning rib into the backing plate.
10. A large cross-section tunnel supporting structure constructed by the method as claimed in any one of claims 1 to 9, comprising:
the plurality of advanced tunnels are arranged at intervals along the circumferential direction of the large-section tunnel to be constructed; and
and the plurality of backward tunnels are arranged among the plurality of the preceding tunnels and are connected with the preceding tunnels to form the supporting structure of the large-section tunnel to be constructed.
Priority Applications (2)
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| CN202111193481.9A CN113958323B (en) | 2021-10-13 | 2021-10-13 | Large-section tunnel construction method and supporting structure |
| PCT/CN2022/109414 WO2023061002A1 (en) | 2021-10-13 | 2022-08-01 | Large-section tunnel construction method and supporting structure |
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| CN202111193481.9A CN113958323B (en) | 2021-10-13 | 2021-10-13 | Large-section tunnel construction method and supporting structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023061002A1 (en) * | 2021-10-13 | 2023-04-20 | 中建三局第一建设工程有限责任公司 | Large-section tunnel construction method and supporting structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117131657A (en) * | 2023-07-17 | 2023-11-28 | 中铁二院重庆勘察设计研究院有限责任公司 | Calculation model for primary support structure of ultra-shallow buried pipe curtain undercut tunnel |
| CN117948151B (en) * | 2024-03-27 | 2024-06-28 | 北京城建道桥建设集团有限公司 | Safe and efficient excavation method for excavating multiple tunnels by taking vertical shaft as starting point |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10227199A (en) * | 1997-02-18 | 1998-08-25 | Ohbayashi Corp | Construction method of large sectional tunnel |
| JP2000257373A (en) * | 1999-03-09 | 2000-09-19 | Taisei Corp | Structure of connected tunnel and method for constructing it |
| JP2008088732A (en) * | 2006-10-03 | 2008-04-17 | Shimizu Corp | Method of constructing large cross-sectional tunnel |
| JP2016148205A (en) * | 2015-02-13 | 2016-08-18 | 西松建設株式会社 | Construction method of underground cavity |
| JP6257814B1 (en) * | 2017-01-31 | 2018-01-10 | 大成建設株式会社 | Construction method of large section underground structure |
| CN109162723A (en) * | 2018-11-01 | 2019-01-08 | 中铁十八局集团有限公司 | A kind of more pilot tunnel tunnel temporary steel support Demolition Construction methods of big cross section |
| JP6552658B1 (en) * | 2018-02-21 | 2019-07-31 | 大成建設株式会社 | Underground structure and construction method of underground structure |
| CN110410110A (en) * | 2019-08-23 | 2019-11-05 | 中铁第四勘察设计院集团有限公司 | A kind of large cross-section tunnel composite lining and its construction method |
| CN211370427U (en) * | 2019-11-26 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Large-section tunnel combined type lining structure |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106351670B (en) * | 2016-10-25 | 2019-04-19 | 中铁第四勘察设计院集团有限公司 | A kind of closed pre support tunnel structure |
| CN113958323B (en) * | 2021-10-13 | 2022-10-11 | 中建三局第一建设工程有限责任公司 | Large-section tunnel construction method and supporting structure |
-
2021
- 2021-10-13 CN CN202111193481.9A patent/CN113958323B/en active Active
-
2022
- 2022-08-01 WO PCT/CN2022/109414 patent/WO2023061002A1/en unknown
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10227199A (en) * | 1997-02-18 | 1998-08-25 | Ohbayashi Corp | Construction method of large sectional tunnel |
| JP2000257373A (en) * | 1999-03-09 | 2000-09-19 | Taisei Corp | Structure of connected tunnel and method for constructing it |
| JP2008088732A (en) * | 2006-10-03 | 2008-04-17 | Shimizu Corp | Method of constructing large cross-sectional tunnel |
| JP2016148205A (en) * | 2015-02-13 | 2016-08-18 | 西松建設株式会社 | Construction method of underground cavity |
| JP6257814B1 (en) * | 2017-01-31 | 2018-01-10 | 大成建設株式会社 | Construction method of large section underground structure |
| JP6552658B1 (en) * | 2018-02-21 | 2019-07-31 | 大成建設株式会社 | Underground structure and construction method of underground structure |
| CN109162723A (en) * | 2018-11-01 | 2019-01-08 | 中铁十八局集团有限公司 | A kind of more pilot tunnel tunnel temporary steel support Demolition Construction methods of big cross section |
| CN110410110A (en) * | 2019-08-23 | 2019-11-05 | 中铁第四勘察设计院集团有限公司 | A kind of large cross-section tunnel composite lining and its construction method |
| CN211370427U (en) * | 2019-11-26 | 2020-08-28 | 中铁第四勘察设计院集团有限公司 | Large-section tunnel combined type lining structure |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023061002A1 (en) * | 2021-10-13 | 2023-04-20 | 中建三局第一建设工程有限责任公司 | Large-section tunnel construction method and supporting structure |
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| CN113958323B (en) | 2022-10-11 |
| WO2023061002A1 (en) | 2023-04-20 |
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