CN114135299A - Combined tunnel construction method and supporting structure - Google Patents
Combined tunnel construction method and supporting structure Download PDFInfo
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- CN114135299A CN114135299A CN202111480020.XA CN202111480020A CN114135299A CN 114135299 A CN114135299 A CN 114135299A CN 202111480020 A CN202111480020 A CN 202111480020A CN 114135299 A CN114135299 A CN 114135299A
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- 238000010276 construction Methods 0.000 title claims abstract description 122
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- 238000000034 method Methods 0.000 claims abstract description 20
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims description 38
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- 239000000463 material Substances 0.000 abstract description 4
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- 229910000831 Steel Inorganic materials 0.000 description 39
- 239000010959 steel Substances 0.000 description 39
- 230000002787 reinforcement Effects 0.000 description 26
- 239000011150 reinforced concrete Substances 0.000 description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 8
- 238000013461 design Methods 0.000 description 6
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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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- 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
- E21D11/04—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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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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Abstract
The application relates to the technical field of buildings and provides a combined tunnel construction method and a supporting structure. The method comprises the following steps: excavating a plurality of advanced tunnels at intervals along the arc length direction of an arch ring structure of the combined tunnel to be constructed; reinforcing the preceding tunnel; excavating backward tunnels among the plurality of the forward tunnels; reinforcing the backward tunnel, and connecting the backward tunnel with the forward tunnel to form an arch ring supporting structure of the combined tunnel to be constructed; and excavating rock mass below the arch ring supporting structure to construct a side wall structure and an inverted arch structure of the combined tunnel. The invention has the beneficial effects that: excessive temporary supports do not need to be erected, the measure cost and the related consumable material cost are reduced, and the time cost and the labor cost of temporary support construction are saved. The construction efficiency of the tunnel is obviously improved.
Description
Technical Field
The invention belongs to the technical field of buildings, and particularly relates to a combined 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, long construction period and high construction cost.
Disclosure of Invention
In view of the problems in the prior art, the application provides a combined tunnel construction method and a supporting structure, and solves the problem of low field construction efficiency caused by the adoption of a large-section tunnel construction mode in the related technology.
In a first aspect, the invention provides a combined tunnel construction method, which comprises the following steps:
step S1, excavating a plurality of advanced tunnels at intervals along the arc length direction of the arch ring structure of the combined 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 and the forward tunnel to form an arch ring supporting structure of the combined tunnel to be constructed;
and step S5, excavating rock mass below the arch ring supporting structure to construct a side wall structure and an inverted arch structure of the combined tunnel.
Further, the arch springing of the arch ring supporting structure is positioned on the rock mass outside the side wall structure.
The beneficial effects of the further scheme are as follows: the arch springing of the arch ring supporting structure is arranged on the rock mass outside the side wall structure, and not all direct actions are applied to the top end of the side wall structure, so that the stress of the side wall structure is reduced, the supporting strength requirement of the side wall supporting structure is reduced, the construction efficiency of the side wall supporting structure is improved, and the cost is reduced.
Further, the arch springing of arch ring supporting construction is the plane, and is provided with the reinforcement, the reinforcement with the side wall structural connection, the reinforcement still with the rock mass in the outside of side wall structure is connected.
The beneficial effects of the further scheme are as follows: set up the reinforcement through the hunch foot at hunch circle supporting construction, improve the linkage effect of the rock mass in hunch circle supporting construction and side wall structure and the side wall structure outside, and then promote the supporting effect of hunch circle supporting construction, guarantee the safety of tunnel excavation construction.
Further, the step S5 includes:
step S51, performing excavation construction on rock mass below the arch ring supporting structure, and constructing a flat-bottomed tunnel; the bottom of the flat-bottom tunnel is higher than the bottom of the arch ring supporting structure;
step S52, carrying out groove-drawing excavation construction on the bottom of the flat-bottomed tunnel, and constructing a special-shaped tunnel; wherein the excavation direction of the pull groove is the length direction of the combined tunnel to be constructed;
step S53, carrying out groove jumping excavation construction on the rock mass at the side end of the special-shaped tunnel, and constructing the side wall structure; and the jumping groove excavation direction is the length direction of the combined tunnel to be constructed.
The beneficial effects of the further scheme are as follows: the flat-bottom tunnel constructed firstly provides a construction space for the subsequent construction of the special-shaped tunnel, the construction efficiency of the special-shaped tunnel is improved, the bottom of the flat-bottom tunnel is higher than the bottom of the arch ring supporting structure, and the supporting effect of the arch ring supporting structure and the tunnel construction safety are guaranteed. When the flat-bottom tunnel and the special-shaped tunnel are excavated and constructed, temporary support is not needed, the construction efficiency is obviously improved, and the construction period is shortened. The side wall structure is constructed in a groove jumping excavation mode, and the collapse probability of the side wall structure can be reduced.
Further, the step S5 further includes:
and step S54, after the side wall structure is constructed in the step S53, excavating and constructing rock mass below the arch ring supporting structure, and constructing the inverted arch structure.
Further, the method comprises the step S6 of constructing a side wall supporting structure connected with the arch ring supporting structure on the inner side of the side wall structure after the side wall structure is constructed.
Further, the method comprises a step S7 of constructing an inverted arch support structure connected with the side wall support structure on the top of the inverted arch structure after constructing the inverted arch structure and the side wall support structure.
And further comprising a step S8 of performing one-time integral arch wall lining on the combined tunnel by using a lining trolley after the arch ring supporting structure, the side wall supporting structure and the inverted arch supporting structure are constructed.
Further, before the step S1, the method further includes a step S0 of constructing an auxiliary shaft and a construction channel outside the combined tunnel to be constructed, wherein the construction channel is located above the arch ring structure of the combined tunnel to be constructed, and the construction channel is communicated with the auxiliary shaft.
The beneficial effects of the further scheme are as follows: an auxiliary vertical shaft is constructed on the outer side of the combined tunnel to be constructed, and then a construction channel is constructed, so that the excavation construction of the advanced tunnel and the subsequent tunnel can be efficiently carried out.
Compared with the prior art, the combined tunnel construction method provided by the invention at least has the following beneficial effects:
1. a plurality of advanced tunnels are excavated at intervals along the arc length direction of the arch ring structure of the combined tunnel to be constructed, the advanced tunnels are reinforced, then the backward tunnel between the advanced tunnels is excavated, and the backward tunnel is reinforced to connect the backward tunnel with the advanced tunnels so as to form the arch ring supporting structure of the combined tunnel to be constructed, so that rock mass below the arch ring supporting structure is efficiently excavated, side wall structures and inverted arch structures of the combined tunnel are constructed, and the construction efficiency of the tunnel is remarkably improved.
2. Because set up after the arch ring supporting construction, when carrying out the excavation of below rock mass, need not to erect too much temporary support, reduced measure expense and relevant consumptive material expense, saved the time cost and the cost of labor of temporary support construction.
3. Because arch ring supporting construction is permanent reinforced concrete supporting construction, compare in traditional interim supporting construction, structural strength is high, and it is effectual to strut, the later stage need not to demolish, and the construction is also safer, and the tunnel quality after the construction is accomplished is higher.
4. Because only the arch ring structure adopts the arch ring supporting structure formed by combining the antecedent tunnel and the consequent tunnel, and the arch ring supporting structure is not applied to the whole circumferential supporting structure of the tunnel, the construction cost is reduced, the construction interference is small, and the construction is easier.
In a second aspect, the present invention further provides a supporting structure of a combined tunnel constructed by the above method, including:
the arch ring supporting structure is arranged at an arch ring structure of the combined tunnel and comprises a plurality of reinforced advanced tunnels and a plurality of backward tunnels, the advanced tunnels are arranged at intervals along the arc length direction of the arch ring supporting structure to be constructed, and the backward tunnels are arranged among the advanced tunnels and connected with the advanced tunnels to form the arch ring supporting structure;
the side wall supporting structure is arranged at the side wall structure of the combined tunnel and is connected with the arch ring supporting structure;
and the inverted arch supporting structure is arranged at the inverted arch structure of the combined tunnel and connected with the side wall supporting structure.
Compared with the prior art, the combined tunnel supporting structure provided by the invention at least has the following beneficial effects: because arch ring supporting construction is permanent reinforced concrete supporting construction, compare in traditional interim supporting construction, structural strength is high, and it is effectual to strut, the later stage need not to demolish, and the construction is also safer, and the tunnel quality after the construction is accomplished is higher. Because set up after the arch ring supporting construction, when carrying out the excavation of below rock mass, need not to erect too much temporary support, reduced measure expense and relevant consumptive material expense, saved the time cost and the cost of labor of temporary support construction, the improvement of showing the efficiency of construction in 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 shows a flow diagram of the combined tunnel construction method of the present invention.
Fig. 2 shows a schematic cross-sectional structure of the combined tunnel to be constructed after step S0 is completed in the construction method of the present invention.
Fig. 3 shows a schematic cross-sectional structure of the combined tunnel to be constructed after steps S1 and S2 are completed in the construction method of the present invention.
Fig. 4 shows a schematic cross-sectional structure of the combined tunnel to be constructed after steps S3 and S4 are completed in the construction method of the present invention.
Fig. 5 shows a schematic cross-sectional structure of the combined tunnel to be constructed after step S51 is completed in the construction method of the present invention.
Fig. 6 shows a schematic cross-sectional structure of the combined tunnel to be constructed after step S52 is completed in the construction method of the present invention.
Fig. 7 shows a schematic cross-sectional structure of the combined tunnel to be constructed after the one-section jumping trench excavation is completed in step S53 in the construction method of the present invention.
Fig. 8 is a schematic top view of the sectional tunnel to be constructed in the skip excavation construction of the section of fig. 7.
Fig. 9 is a schematic sectional structure view showing the combined tunnel after the construction step S8 of the present invention is completed.
Fig. 10 shows a large sample of node a in fig. 4.
Fig. 11 shows a schematic structural view of the advanced support reinforcement and the positioning reinforcement of the advanced tunnel according to the present invention.
Fig. 12 is a schematic view showing the effect of the preceding tunnel of fig. 11 after concrete is poured.
Fig. 13 is a schematic structural view showing the connection of the leading support bars and the trailing support bars in fig. 10 after concrete is poured into the leading tunnel.
Fig. 14 is a schematic view showing the structure of fig. 13 after the front tunnel is chiseled of concrete at the junction with the rear tunnel and the rear tunnel is cast with concrete.
FIG. 15 is a schematic structural diagram showing that a backing plate and a steel box are further arranged at the joint of the front tunnel and the rear tunnel in FIG. 13;
FIG. 16 shows a schematic view of the backing plate of FIG. 15 removed and constructed with backspan reinforcing bars;
FIG. 17 shows a schematic view of the trailing tunnel of FIG. 16 after concrete has been poured therein;
FIG. 18 is a schematic perspective view of the backing plate and the steel box on the backing plate of FIG. 15;
FIG. 19 is an enlarged perspective view of one of the steel boxes of FIG. 18 with a plurality of positioning ribs;
fig. 20 is a partial perspective view showing another embodiment of the arch ring supporting structure of the large cross-section tunnel according to the present invention;
fig. 21 is a schematic structural view of reinforcing steel bars supported in the through tunnel and the preceding tunnel in fig. 20;
fig. 22 is a schematic structural view of the one-stage through tunnel and the preceding tunnel of fig. 21 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 by using an arch ring; 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 penetration unit; 90. an auxiliary shaft; 100. constructing a channel; 110. an arch ring supporting structure; 120. a side wall support structure; 130. an inverted arch support structure; 140. a secondary lining structure; 150. a flat-bottomed tunnel; 160. a special-shaped tunnel; 170. a notch; 180. a reinforcement.
Detailed Description
The present invention will be further described with reference to fig. 1 to 22.
It should be noted that the combined tunnel of the present invention is a large-section tunnel.
As shown in fig. 1, the present invention provides a combined tunnel construction method, including the steps of:
referring to fig. 2, in step S0, an auxiliary shaft 90 and a construction passage 100 are constructed outside the intended construction combined tunnel, the construction passage 100 is located above the arch ring structure of the intended construction combined tunnel, and the construction passage 100 is communicated with the auxiliary shaft 90. The auxiliary shaft 90 is required to meet the requirements of construction machinery and material access, and the bottom elevation of the auxiliary shaft 90 is required to correspond to the arch springing elevation of the arch ring structure. The width of the construction channel 100 is required to meet the mechanical and operation requirements, generally 6-8 meters, the construction is carried out by adopting the traditional tunnel construction method, and the height of the top of the construction channel 100 is preferably 1 meter higher than that of the top of the arch ring structure.
Step S1, excavating a plurality of preceding tunnels 10 at intervals along the arc length direction of the arch ring structure of the combined tunnel to be constructed. The hole diameter of each penetrating advanced tunnel 10 is generally 1.8m to 3m, and the specific hole diameter is designed by combining the requirements of manual operation space and design thickness.
In step S2, the preceding tunnel 10 is reinforced. The reinforcement includes the arrangement of reinforcing bars and the casting of concrete in the preceding tunnel 10.
As shown in fig. 3, after the steps S1 and S2 are completed, the plurality of preceding tunnels 10 are relatively independent. The plurality of advance tunnels 10 are provided with advance support reinforcements 31.
In step S3, the following tunnels 20 between the preceding tunnels 10 are excavated.
Step S4, reinforcing the back tunnel 20, where the reinforcing includes laying steel bars and pouring concrete into the back tunnel 20, for example, setting back support steel bars 32 in the back tunnel 20. And the leading supporting bars 31 and concrete of the trailing tunnel 20 are connected with the trailing supporting bars 32 and concrete of the leading tunnel 10 to constitute an arch ring supporting structure 110 of the composite tunnel to be constructed. Reinforcing steel bars are also arranged at the joints of the backward tunnel 20 and the forward tunnel 10, and the thickness of the connecting joints needs to meet the design requirements of the arch ring supporting structure 110.
As shown in fig. 4, the reinforced backward tunnel 20 and the reinforced forward tunnel 10 are connected to form an arch ring supporting structure 110 of the combined tunnel to be constructed. The intrados of the arch ring support structure 110 is actually the arch ring structure of the combined tunnel to be constructed.
Step S5, excavating rock mass below the arch ring supporting structure 110 to construct a side wall structure and an inverted arch structure of the combined tunnel.
Wherein, step S5 includes:
step S51, performing excavation construction on rock mass below the arch ring supporting structure 110, and constructing a flat-bottomed tunnel 150; the bottom of the flat bottom tunnel 150 is higher than the bottom of the arch ring supporting structure 110. The radial cross-section of the constructed flat bottom tunnel 150 is shown in fig. 5. Preferably, the bottom of the flat bottom tunnel 150 is at least 2 meters above the bottom of the arch ring support structure 110. The bottom of the arch ring supporting structure 110 is also referred to as the foot of the arch ring supporting structure 110.
Step S52, performing groove-drawing excavation construction on the bottom of the flat-bottomed tunnel 150 to construct the special-shaped tunnel 160; and the pull groove excavation direction is the length direction of the combined tunnel to be constructed. The radial section of the constructed profiled tunnel 160 is shown in fig. 6.
It should be noted that, in one embodiment, the flat bottom tunnel 150 and the shaped tunnel 160 can be constructed simultaneously.
Step S53, performing groove jumping excavation construction on the rock mass at the side end of the special-shaped tunnel 160 to construct a side wall structure; and the jumping groove excavation direction is the length direction of the combined tunnel to be constructed.
As shown in fig. 7 and 8, in the jumping trench excavation construction, the length of each slot opening 170 along the length direction of the combined tunnel is 5-10 m. Each segment of the slot 170 is of a trumpet-like configuration. It should be noted that the profile surface of the side wall structure is consistent with the profile surface of the side wall of the combined tunnel to be constructed.
In step S54, after the side wall structure is constructed in step S53, the rock mass below the arch ring support structure 110 is excavated to construct an inverted arch structure.
In step S6, after the side wall structure is constructed, the side wall supporting structure 120 connected to the arch ring supporting structure 110 is constructed on the inner side of the side wall structure.
In step S7, after the inverted arch structure and the side wall support structure 120 are constructed, the inverted arch support structure 130 connected to the side wall support structure 120 is constructed on the top end of the inverted arch structure.
Step S8, after the arch ring supporting structure 110, the side wall supporting structure 120, and the inverted arch supporting structure 130 are constructed, the combined tunnel is subjected to primary integral arch wall lining by using the lining trolley, and a secondary lining structure 140 is constructed. The radial section of the constructed combined tunnel is shown in fig. 9.
In one embodiment, the arch springing of the arch ring supporting structure 110 is located on the rock mass outside the side wall structure.
In one embodiment, the arch springing of the arch ring supporting structure 110 is a plane, and is provided with a reinforcing member 180, the reinforcing member 180 being connected with the side wall structure, the reinforcing member 180 being further connected with the rock mass outside the side wall structure. The reinforcing member 180 may be a steel bar or a steel plate.
The invention also provides a supporting structure of the combined tunnel constructed by the method, which comprises the following steps:
the arch ring supporting structure 110 is arranged at an arch ring structure of the combined tunnel, the arch ring supporting structure 110 comprises a plurality of reinforced advanced tunnels 10 and a plurality of reinforced backward tunnels 20, the advanced tunnels 10 are arranged at intervals along the arc length direction of the arch ring supporting structure 110 to be constructed, and the backward tunnels 20 are arranged among the advanced tunnels 10 and connected with the advanced tunnels 10 to form the arch ring supporting structure 110.
And a side wall supporting structure 120 disposed at the side wall structure of the combined tunnel and connected with the arch ring supporting structure 110.
And an inverted arch support structure 130 disposed at the inverted arch structure of the combined tunnel and connected to the side wall support structure 120.
The arch ring supporting structure 110 constructed by the method of the invention avoids the problems of more temporary supports and trouble later-period demolition caused by the excavation mode of dividing the large-section tunnel into a plurality of small sections from the large section in the related art. Thereby improving the efficiency of the combined tunnel construction.
The combined tunnel construction method adopted by the invention does not need to additionally arrange a temporary support, 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.
According to the invention, the arch ring supporting structure 110 is arranged at the arch ring structure, and the conventional supporting structures are arranged at the side wall structure and the inverted arch structure, so that the construction cost is reduced. Since the arch support structure 110 of the present invention is actually constructed at a high cost, it is preferable that the inverted arch support structure 130 and the side wall support structure 120 employ conventional support structures.
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 processing the opening and the side slope of the combined tunnel to be constructed.
And (5) erecting an operation bench. 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.
It should be noted that, when the backward tunnel 20 between the formed advanced tunnels is excavated, the shape of the radial cross section of the backward tunnel 20 does not need to be excavated in a circular manner, and since 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 arch ring supporting structure of the combined tunnel is ensured.
Referring to fig. 10 to 19, the arch ring supporting structure of the combined tunnel in this embodiment includes an arch ring supporting reinforced concrete structure, specifically, an arch ring supporting reinforced concrete 30 and an arch ring supporting reinforced concrete, where the arch ring supporting reinforced concrete 30 includes a first supporting reinforced concrete 31, a positioning reinforced concrete 40 and a second supporting reinforced concrete 32. The arch ring support concrete includes concrete poured in the preceding tunnel 10 and concrete poured in the following tunnel 20.
The concrete steps of reinforcing the preceding tunnel 10 include:
and arranging positioning ribs on the wall of the prior tunnel 10. Specifically, according to the position of the steel bar of the arch ring supporting structure of the combined 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.
A preliminary support bar 31 is provided in the preliminary tunnel 10, and the preliminary support bar 31 is connected to the positioning bar 40. Concrete is poured into the preceding tunnel 10.
The concrete at the junction of the preceding tunnel 10 and the following tunnel 20 is roughened so that the positioning rib 40 is partially positioned in the following tunnel 20. 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.
Rear support bars 32 are provided in the rear tunnel 20, and the rear support bars 32 are connected to the positioning bars 40. Concrete is poured into the back tunnel 20.
In one embodiment, waterproofing is performed after constructing the arch ring supporting structure, the side wall supporting structure, and the inverted arch supporting structure. And after the waterproof construction is finished, carrying out one-time integral arch wall lining on the combined tunnel by using the lining trolley.
In particular, in one embodiment, the radial section of the preceding 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 economic benefit is obvious when the excavation section area of the combined tunnel is larger than 250m 2.
In one embodiment, a tie plate is laid at the intersection of the leading tunnel and the trailing 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 positioning ribs are inserted 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, a steel plate is provided at one end of the positioning rib. The other end of the positioning rib is inserted into the pad 60.
The shim plate 60 is chiseled so that the spacer bars 40 are partially located within the back tunnel 20. The concrete at the junction of the preceding tunnel 10 and the following tunnel 20 is roughened.
It should be noted that, in one embodiment, the preceding tunnel 10 and the following tunnel 20 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 arc length design of the arch ring supporting structure of the combined tunnel to be constructed, 3 preceding tunnels 10 can be synchronously constructed at equal intervals along the arc length direction of the arch ring supporting structure to be constructed, and then 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 synchronous cabin jumping construction can greatly improve the construction efficiency of the arch ring supporting structure and shorten the construction period.
In one embodiment, after the front support bars 31 are connected to the positioning bars 40, concrete is gradually poured into the front 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 arch ring supporting structure of the large-section tunnel are already finished, that is, before the construction of the combined 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 tunnel 10 are already finished.
In one embodiment, after the concrete of the preceding tunnel 10 is set to meet the design requirements, the following tunnel 20 between the plurality of preceding tunnels 10 is excavated. 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.
In one embodiment, the concrete at the junction of the leading tunnel 10 and the trailing tunnel 20 is chiseled and the spacer 40 is located partially within the excavated, un-cast trailing 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 supporting reinforcement 32, the positioning reinforcement 40, and the forward supporting reinforcement 31 together constitute the arch ring supporting reinforcement 30 of the arch ring supporting 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.
In one embodiment, the step of constructing the caul 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 arch ring supporting structure of the combined tunnel is completed, the rock mass below the arch ring supporting structure can be excavated, and the side wall structure and the inverted arch structure are constructed to complete the construction of the combined tunnel.
As shown in fig. 20 to 22, in one embodiment, the arch ring supporting structure of the sectional tunnel includes a plurality of the preceding tunnels 10 and a plurality of the through tunnels 80.
A plurality of advanced tunnels 10 arranged at intervals along the arc length direction of the arch ring supporting structure 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 an arch ring support structure of the combined tunnel 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. 20, in one embodiment, 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. 20 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. 21 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. 22 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.
Compared with other embodiments, the arch ring supporting structure comprises the plurality of the advanced tunnels 10 and the plurality of the through tunnels 80, so that the construction efficiency can be further improved, the strength of the arch ring supporting structure can be improved, and the binding quality of the arch ring supporting reinforcing steel bars 30 is particularly effectively improved.
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 combined tunnel construction method is characterized by comprising the following steps:
step S1, excavating a plurality of advanced tunnels at intervals along the arc length direction of the arch ring structure of the combined 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 and the forward tunnel to form an arch ring supporting structure of the combined tunnel to be constructed;
and step S5, excavating rock mass below the arch ring supporting structure to construct a side wall structure and an inverted arch structure of the combined tunnel.
2. The combined tunnel construction method of claim 1, wherein the arch springing of the arch ring supporting structure is located on the rock mass outside the side wall structure.
3. The combined tunnel construction method according to claim 1, wherein the arch springing of the arch ring supporting structure is a plane and is provided with a reinforcing member, the reinforcing member being connected with the side wall structure, the reinforcing member being further connected with a rock mass outside the side wall structure.
4. The combined tunnel construction method according to claim 1, wherein the step S5 includes:
step S51, performing excavation construction on rock mass below the arch ring supporting structure, and constructing a flat-bottomed tunnel; the bottom of the flat-bottom tunnel is higher than the bottom of the arch ring supporting structure;
step S52, carrying out groove-drawing excavation construction on the bottom of the flat-bottomed tunnel, and constructing a special-shaped tunnel; wherein the excavation direction of the pull groove is the length direction of the combined tunnel to be constructed;
step S53, carrying out groove jumping excavation construction on the rock mass at the side end of the special-shaped tunnel, and constructing the side wall structure; and the jumping groove excavation direction is the length direction of the combined tunnel to be constructed.
5. The combined tunnel construction method according to claim 4, wherein the step S5 further comprises:
and step S54, after the side wall structure is constructed in the step S53, excavating and constructing rock mass below the arch ring supporting structure, and constructing the inverted arch structure.
6. The modular tunnel construction method according to any one of claims 1 to 5, further comprising a step S6 of constructing a side wall supporting structure connected to the arch ring supporting structure inside the side wall structure after constructing the side wall structure.
7. The modular tunnel construction method according to claim 6, further comprising a step S7 of constructing an inverted arch support structure coupled to the side wall support structure at the top end of the inverted arch structure after constructing the inverted arch structure and the side wall support structure.
8. The method of constructing a modular tunnel according to claim 7, further comprising the step of performing a one-time integral arch wall lining of the modular tunnel using a lining truck after the arch ring supporting structure, the side wall supporting structure and the inverted arch supporting structure are constructed S8.
9. The modular tunnel construction method of claim 1, further comprising, before the step S1, a step S0 of constructing an auxiliary shaft and a construction passage on an outer side of the modular tunnel to be constructed, the construction passage being located above the arch ring structure of the modular tunnel to be constructed, the construction passage being in communication with the auxiliary shaft.
10. A supporting structure of a combined tunnel constructed by the method of claim 1, comprising:
the arch ring supporting structure is arranged at an arch ring structure of the combined tunnel and comprises a plurality of reinforced advanced tunnels and a plurality of backward tunnels, the advanced tunnels are arranged at intervals along the arc length direction of the arch ring supporting structure to be constructed, and the backward tunnels are arranged among the advanced tunnels and connected with the advanced tunnels to form the arch ring supporting structure;
the side wall supporting structure is arranged at the side wall structure of the combined tunnel and is connected with the arch ring supporting structure;
and the inverted arch supporting structure is arranged at the inverted arch structure of the combined tunnel and connected with the side wall supporting structure.
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