CN114135299B - Combined tunnel construction method and supporting structure - Google Patents
Combined tunnel construction method and supporting structure Download PDFInfo
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- CN114135299B CN114135299B CN202111480020.XA CN202111480020A CN114135299B CN 114135299 B CN114135299 B CN 114135299B CN 202111480020 A CN202111480020 A CN 202111480020A CN 114135299 B CN114135299 B CN 114135299B
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- 230000008093 supporting effect Effects 0.000 title claims abstract description 139
- 238000010276 construction Methods 0.000 title claims abstract description 108
- 239000011435 rock Substances 0.000 claims abstract description 27
- 238000000034 method Methods 0.000 claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 56
- 239000010959 steel Substances 0.000 claims description 56
- 239000004567 concrete Substances 0.000 claims description 53
- 238000009412 basement excavation Methods 0.000 claims description 37
- 239000006260 foam Substances 0.000 claims description 7
- 239000003351 stiffener Substances 0.000 claims description 6
- 230000009191 jumping Effects 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims 2
- 230000009286 beneficial effect Effects 0.000 abstract description 8
- 230000002787 reinforcement Effects 0.000 description 25
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 7
- 238000013461 design Methods 0.000 description 7
- 238000005266 casting Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 230000035515 penetration Effects 0.000 description 3
- 238000004049 embossing Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000007788 roughening Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
Classifications
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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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
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 advance tunnels at intervals along the arc length direction of an arch ring structure of the combined tunnel to be constructed; reinforcing the advanced tunnel; excavating a backward tunnel among a plurality of the preceding tunnels; reinforcing the backward tunnel, and connecting the backward tunnel with the preceding 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 so as to construct a side wall structure and an inverted arch structure of the combined tunnel. The application has the beneficial effects that: the temporary support is not required to be supported, the measure cost and the related consumable cost are reduced, and the time cost and the labor cost of the temporary support construction are saved. The construction efficiency of the tunnel is remarkably 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 space is increasingly developed, the sections are also increasingly larger, the construction mode of combining step-by-step excavation with step lining is basically adopted in the large-section tunnel construction in the related technology, or the construction mode of combining step-by-step excavation with integral lining is adopted, the large-section tunnel is divided into a plurality of tunnels with small sections to be excavated step by step, and the technology is mature, but the defects are quite obvious. This kind of construction method needs to set up more temporary support, and temporary support only plays temporary stabilization effect, and later stage needs to 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
Aiming at the problems in the prior art, the application provides a combined tunnel construction method and a supporting structure, which solve the problem of low site construction efficiency caused by adopting a large-section tunnel construction mode in the related art.
In a first aspect, the present invention provides a combined tunnel construction method, including the following steps:
Step S1, excavating a plurality of advance tunnels at intervals along the arc length direction of an arch ring structure of a combined tunnel to be constructed;
s2, reinforcing the advanced tunnel;
s3, excavating a plurality of backward tunnels among the preceding tunnels;
s4, reinforcing the backward tunnel, and connecting the backward tunnel with the preceding tunnel to form an arch ring supporting structure of the combined tunnel to be constructed;
And S5, excavating a 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 at the outer side of the side wall structure.
The beneficial effects of the above-mentioned further scheme are: through setting up the arch bar of arch ring supporting structure on the rock mass in the outside of side wall structure, and not all direct acting on the top of side wall structure, reduced the atress of side wall structure, side wall supporting structure's support strength requirement reduces, does benefit to the efficiency of construction that improves side wall supporting structure to reduce cost.
Further, the arch springing of the arch ring supporting structure is a plane and is provided with a reinforcing piece, the reinforcing piece is connected with the side wall structure, and the reinforcing piece is also connected with the rock mass at the outer side of the side wall structure.
The beneficial effects of the above-mentioned further scheme are: through setting up the reinforcement at the hunch foot of hunch circle supporting construction, improve the connection effect of hunch circle supporting construction and the rock mass in the side wall structure and the side wall structure outside, and then promote the supporting effect of hunch circle supporting construction, guarantee tunnel excavation construction's safety.
Further, the step S5 includes:
s51, excavating and constructing a 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;
S52, carrying out slot-pulling excavation construction on the bottom of the flat-bottom tunnel, and constructing a special-shaped tunnel; the pull groove excavation direction is the length direction of the combined tunnel to be constructed;
s53, performing jump trench excavation construction on the rock mass at the side end of the special-shaped tunnel, and constructing the side wall structure; the jumping groove excavation direction is the length direction of the combined tunnel to be constructed.
The beneficial effects of the above-mentioned further scheme are: the flat bottom tunnel constructed firstly provides construction space for the construction of the follow-up special-shaped tunnel, improves the construction efficiency of the special-shaped tunnel, and ensures the supporting effect of the arch ring supporting structure and the construction safety of the tunnel, wherein the bottom of the flat bottom tunnel is higher than the bottom of the arch ring supporting structure. During excavation construction of flat bottom tunnels and special-shaped tunnels, temporary support is not needed, construction efficiency is remarkably improved, and construction period is shortened. The side wall structure is constructed by adopting a jump trench excavation mode, so that the collapse probability of the side wall structure can be reduced.
Further, the step S5 further includes:
And S54, after the side wall structure is constructed in the step S53, excavating and constructing a rock mass below the arch ring supporting structure, and constructing the inverted arch structure.
Further, step S6 is included, after the side wall structure is constructed, a side wall supporting structure connected with the arch ring supporting structure is constructed on the inner side of the side wall structure.
Further, step S7 is further included, after the inverted arch structure and the side wall supporting structure are constructed, the inverted arch supporting structure connected with the side wall supporting structure is constructed at the top end of the inverted arch structure.
Further, step S8 is further included, wherein after the arch ring support structure, the side wall support structure and the inverted arch support structure are constructed, the combined tunnel is lined with the integrated arch wall once by using a lining trolley.
Further, before the step S1, the method further includes a step S0 of constructing an auxiliary shaft and a construction channel on the outer side of 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 above-mentioned further scheme are: the auxiliary vertical shaft is constructed outside the combined tunnel to be constructed, and the construction channel is constructed, so that the excavation construction of the preceding tunnel and the subsequent tunnel can be efficiently performed.
Compared with the prior art, the combined tunnel construction method provided by the invention has at least the following beneficial effects:
1. Through excavating a plurality of preceding tunnels along the arc length direction interval of the arch ring structure of the combined tunnel to be constructed and carrying out the reinforcement to the preceding tunnels, excavate the backward tunnel between the preceding tunnels again, consolidate the backward tunnel and make backward tunnel and preceding tunnel connection in order to constitute the arch ring supporting structure of the combined tunnel to be constructed, so that carry out efficient excavation to the rock mass below the arch ring supporting structure, with the side wall structure and the inverted arch structure of construction combination tunnel, the efficiency of construction of tunnel is showing to have been improved.
2. Because after setting up arch ring supporting structure, when carrying out the excavation of below rock mass, need not to prop up and establish too much temporary support, reduced measure expense and relevant consumptive material expense, saved temporary support construction's time cost and cost of labor.
3. Because the arch ring supporting structure is a permanent reinforced concrete supporting structure, compared with the traditional temporary supporting structure, the arch ring supporting structure has high structural strength and good supporting effect, does not need to be dismantled in the later stage, is safer in construction, and has higher tunnel quality after construction is completed.
4. Because only the arch ring structure adopts the arch ring supporting structure formed by combining the advance tunnel and the backward tunnel, the arch ring supporting structure is not applied to the whole Zhou Xiangzhi 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 using the method, including:
the arch ring supporting structure is arranged at the arch ring structure of the combined tunnel and comprises a plurality of reinforced preceding tunnels and a plurality of trailing tunnels, the plurality of preceding tunnels are arranged at intervals along the arc length direction of the arch ring supporting structure to be constructed, and the plurality of trailing tunnels are arranged among the plurality of preceding tunnels and are connected with the preceding 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;
The inverted arch supporting structure is arranged at the inverted arch structure of the combined tunnel and is connected with the side wall supporting structure.
Compared with the prior art, the supporting structure of the combined tunnel has the following beneficial effects: because the arch ring supporting structure is a permanent reinforced concrete supporting structure, compared with the traditional temporary supporting structure, the arch ring supporting structure has high structural strength and good supporting effect, does not need to be dismantled in the later stage, is safer in construction, and has higher tunnel quality after construction is completed. After the arch ring supporting structure is arranged, excessive temporary supporting is not needed to be supported when the rock mass below is excavated, so that the measure cost and the related consumable cost are reduced, the time cost and the labor cost of the temporary supporting construction are saved, and the construction efficiency of a tunnel is remarkably improved.
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 schematic flow chart of the combined tunnel construction method of the invention.
Fig. 2 shows a schematic cross-sectional structure of a combined tunnel to be constructed after step S0 in the construction method of the present invention.
Fig. 3 shows a schematic cross-sectional structure of a combined tunnel to be constructed after the completion of step S1 and step S2 in the construction method of the present invention.
Fig. 4 shows a schematic cross-sectional structure of a combined tunnel to be constructed after the completion of step S3 and step S4 in the construction method of the present invention.
Fig. 5 shows a schematic cross-sectional structure of a combined tunnel to be constructed after completion of step S51 in the construction method of the present invention.
Fig. 6 shows a schematic cross-sectional structure of a combined tunnel to be constructed after completion of step S52 in the construction method of the present invention.
Fig. 7 shows a schematic cross-sectional structure of a combined tunnel to be constructed after completing a section of the jump trench excavation construction in step S53 in the construction method of the present invention.
Fig. 8 shows a schematic top view of the combined tunnel to be constructed in the section of the jump trench excavation construction in fig. 7.
Fig. 9 shows a schematic cross-sectional structure of the combined tunnel after completion of the construction step S8 of the present invention.
Fig. 10 shows a large scale view of node a of fig. 4.
Fig. 11 shows a schematic structural view of the advanced support bar and the positioning bar of the advanced tunnel according to the present invention.
Fig. 12 shows a schematic view of the effect of the advanced tunnel of fig. 11 after casting concrete.
Fig. 13 is a schematic view showing a structure in fig. 10 after the preceding supporting bar is connected with the following supporting bar and concrete is poured into the preceding tunnel.
Fig. 14 shows a schematic view of the construction of the preceding tunnel of fig. 13 after the junction with the succeeding tunnel has been chiseled and the succeeding tunnel has been concreted.
FIG. 15 is a schematic view showing the structure of the junction of the preceding tunnel and the succeeding tunnel in FIG. 13, wherein a backing plate and a steel box are further arranged;
Fig. 16 is a schematic view showing the structure of the backing plate of fig. 15 with the backing bar removed and installed;
FIG. 17 is a schematic view showing the construction of the rear tunnel of FIG. 16 after concrete is poured therein;
FIG. 18 is a schematic perspective view of the steel box on the shim plate of FIG. 15;
FIG. 19 is a schematic view of a three-dimensional enlarged structure of a steel box of FIG. 18 with a plurality of positioning ribs;
FIG. 20 is a schematic view showing a partial perspective view of another embodiment of an arch ring supporting structure of a large-section tunnel according to the present invention;
fig. 21 is a schematic view of the structure of the through tunnel and the preceding tunnel in fig. 20 with reinforcing bars;
Fig. 22 is a schematic view of the construction of the through tunnel and the preceding tunnel of fig. 21 after concrete is poured.
In the drawings, like parts are designated with like reference numerals. The figures are not to scale.
Reference numerals: 10. leading tunnel; 20. a backward tunnel; 30. supporting the steel bars by the arch rings; 31. firstly supporting reinforcing steel bars; 32. supporting the reinforcing steel bars in a backward way; 33. penetrating the supporting steel bar; 40. positioning ribs; 50. a concrete chiseling area; 60. a backing plate; 70. a steel box; 71. an opening; 80. a through tunnel; 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 bottom tunnel; 160. a special tunnel; 170. a notch; 180. a reinforcement.
Detailed Description
The invention will be further described with reference to fig. 1 to 22.
The combined tunnel of the present invention is a large-section tunnel.
As shown in fig. 1, the invention provides a combined tunnel construction method, which comprises the following steps:
Referring to fig. 2, in step S0, an auxiliary shaft 90 and a construction passageway 100 are constructed at the outer side of the combined tunnel to be constructed, the construction passageway 100 is located above the arch ring structure of the combined tunnel to be constructed, and the construction passageway 100 is communicated with the auxiliary shaft 90. The auxiliary shaft 90 is required to meet the requirements of construction machinery and material in and out, and the elevation of the bottom of the auxiliary shaft 90 is required to correspond to the elevation of the arch springing of the arch ring structure. The width of the construction channel 100 is 6-8 m to meet the mechanical and operation requirements, and the construction is performed by adopting a traditional tunnel construction method, wherein the top of the construction channel 100 is preferably 1m higher than the top of the arch ring structure.
Step S1, a plurality of preceding tunnels 10 are excavated at intervals along the arc length direction of the arch ring structure of the combined tunnel to be constructed. The diameter of each through preceding tunnel 10 is generally 1.8 m to 3m, and the specific diameter is designed in combination with the requirements of the manual operation space and the design thickness.
Step S2, reinforcing the preceding tunnel 10. Reinforcement includes reinforcement and concrete placement within the lead tunnel 10.
As shown in fig. 3, after step S1 and step S2 are completed, the plurality of preceding tunnels 10 are relatively independent. The plurality of preceding tunnels 10 are provided with preceding support bars 31.
Step S3, excavating a backward tunnel 20 between the plurality of preceding tunnels 10.
In step S4, the backward tunnel 20 is reinforced, which includes reinforcement arrangement and concrete casting construction in the backward tunnel 20, for example, the backward supporting reinforcement 32 is disposed in the backward tunnel 20. And the preceding supporting reinforcement 31 and concrete of the succeeding tunnel 20 are connected with the succeeding supporting reinforcement 32 and concrete of the preceding tunnel 10 to constitute an arch ring supporting structure 110 of the combined tunnel to be constructed. Reinforcing steel bars are also arranged at the connection part of the backward tunnel 20 and the forward tunnel 10, and the thickness of the connection node is required to meet the design requirement of the arch ring supporting structure 110.
Referring to fig. 4, the reinforced back tunnel 20 and the reinforced front 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 supporting structure 110 is actually the arch ring structure of the combined tunnel to be constructed.
And S5, excavating a 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, excavating and constructing a 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 support structure 110. A radial cross-sectional view 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 support 110. The bottom of the arch support 110 is also referred to as the arch springing of the arch support 110.
Step S52, carrying out slot-pulling excavation construction on the bottom of the flat-bottom tunnel 150, and constructing a special-shaped tunnel 160; the pull groove excavation direction is the length direction of the combined tunnel to be constructed. A radial cross-sectional view 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 special tunnel 160 may be constructed synchronously.
Step S53, performing jump trench excavation construction on the rock mass at the side end of the special-shaped tunnel 160, and constructing a side wall structure; 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 jump trench excavation construction, the length of each notch 170 along the length direction of the combined tunnel is 5 to 10 m. Each segment of slot 170 is a horn-like structure. The contour surface of the side wall structure is consistent with the contour surface of the side wall of the combined tunnel to be constructed.
Step S54, after the side wall structure is constructed in step S53, excavation is performed on the rock mass below the arch ring support structure 110, and the inverted arch structure is constructed.
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 inside the side wall structure.
In step S7, after the inverted arch structure and the side wall supporting structure 120 are constructed, the inverted arch supporting structure 130 connected to the side wall supporting structure 120 is constructed at the top end of the inverted arch structure.
In step S8, after constructing the arch ring support structure 110, the sidewall support structure 120, and the inverted arch support structure 130, the combined tunnel is once integrally lined with the arch wall by using the lining trolley, and the secondary lining structure 140 is constructed. The radial section of the constructed combined tunnel is shown in fig. 9.
In one embodiment, the legs of the arch ring support structure 110 are located on the rock mass outside of the sidewall structure.
In one embodiment, the legs of the arch ring support structure 110 are planar and are provided with stiffeners 180, the stiffeners 180 being connected to the side wall structure, the stiffeners 180 also being connected to the rock mass outside the side wall structure. The reinforcement 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 the arch ring structure of the combined tunnel, the arch ring supporting structure 110 comprises a plurality of reinforced preceding tunnels 10 and a plurality of following tunnels 20, the plurality of preceding tunnels 10 are arranged at intervals along the arc length direction of the arch ring supporting structure 110 to be constructed, and the plurality of following tunnels 20 are arranged among the plurality of preceding tunnels 10 and are connected with the preceding tunnels 10 to form the arch ring supporting structure 110.
The sidewall support structure 120 is disposed at the sidewall structure of the combined tunnel and connected with the arch ring support structure 110.
The inverted arch support structure 130 is disposed at the inverted arch structure of the combined tunnel and is connected with 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 troublesome later dismantling caused by the way of dividing a large-section tunnel into a plurality of small sections for excavation 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 temporary supports, thus reducing the workload of field staff and saving the construction cost. Meanwhile, the site staff does not need to additionally set up and dismantle the temporary support, so that the risk of site construction operation is reduced, and the requirement of site safety construction operation is met.
In the invention, the arch ring supporting structure 110 is arranged at the arch ring structure, and the conventional supporting structure is arranged at the side wall structure and the inverted arch structure, so that the construction cost is reduced. Because the arch ring supporting structure 110 of the present invention is actually constructed at a high cost, the inverted arch supporting structure 130 and the sidewall supporting structure 120 are preferably constructed using conventional supporting structures.
It should be noted that the rock mass in the embodiment includes rock or soil mass.
Before step S1 is performed, the method may further include:
And (3) processing the opening and the side slope of the combined tunnel to be constructed.
And (5) erecting an operation bench. When the working bench is erected, protection is needed, each circular preceding tunnel 10 which works independently has independent working environments, and interference among working surfaces is reduced.
When the backward tunnel 20 between the formed preceding tunnels is excavated, the shape of the radial section of the backward tunnel 20 does not need to be excavated in a round manner, and the backward tunnel 20 is excavated in a round manner, which inevitably results in a larger amount of reinforced concrete breaking work of the preceding tunnel 10 which is constructed in advance, which is not beneficial to improving the construction efficiency. The back support steel bars 32 of the back tunnel 20 can be lapped with the pre-support steel bars 31 of the constructed pre-tunnel 10, but the concrete surface at the junction of the pre-tunnel 10 and the back tunnel 20 is roughened to ensure the effective moment of inertia area of the arch ring support structure of the combined tunnel.
As shown in 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 includes an arch ring supporting reinforcing steel bar 30 and an arch ring supporting concrete, wherein the arch ring supporting reinforcing steel bar 30 includes a leading supporting reinforcing steel bar 31, a positioning rib 40 and a trailing supporting reinforcing steel bar 32. The arch ring supporting concrete includes concrete cast in the preceding tunnel 10 and concrete cast in the following tunnel 20.
The specific steps of reinforcing the advanced tunnel 10 include:
positioning ribs are provided on the wall of the preceding tunnel 10. Specifically, according to the positions of the steel bars of the arch ring supporting structure of the combined tunnel to be constructed, lofting positioning points are arranged on the wall of the prior tunnel 10, and positioning ribs 40 are arranged on the lofting positioning points.
The preceding support bar 31 is provided in the preceding tunnel 10, and the preceding 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 succeeding tunnel 20 is roughened so that the positioning ribs 40 are positioned locally in the succeeding tunnel 20. In order to improve the connection effect between the preceding tunnel 10 and the succeeding tunnel 20, concrete of a certain width needs to be chiseled at the junction of the preceding tunnel 10 and the succeeding tunnel 20 to form a concrete chiseling area 50, and the effective connection area between the concrete of the preceding tunnel 10 and the concrete cast in the succeeding tunnel 20 is increased.
The backward supporting reinforcement 32 is provided in the backward tunnel 20, and the backward supporting reinforcement 32 is connected with the positioning reinforcement 40. Concrete is poured into the back tunnel 20.
In one embodiment, the waterproofing is performed after the arch ring support, the side wall support, and the inverted arch support are constructed. And after the waterproof construction is finished, lining the combined tunnel by using a lining trolley for one-time integral arch wall lining.
Specifically, in one embodiment, the radial cross section of the preceding tunnel 10 is a circular tunnel. It can be set to other shapes such as ellipse according to practical situations.
Specifically, in one embodiment, the hole diameter of the preceding tunnel 10 is between 1.8m and 3m, and the economic benefit is obvious when the excavation cross-sectional area of the combined tunnel is greater than 250m 2.
In one embodiment, a shim plate is laid at the junction of the leading tunnel and the trailing tunnel. Among these, backing plate 60 is preferably a foam board that is easily chiseled or a concrete form that is easily removed. When the backing plate 60 is a concrete form, a release agent may be applied to the backing plate 60 for ease of demolding. The end surface of the backing plate 60 in contact with the cast concrete of the preceding tunnel 10 may be provided with embossed lines so that the end surface of the junction of the preceding tunnel 10 and the succeeding tunnel 20 is a rough surface when the backing plate 60 is removed or chiseled.
And inserting a positioning rib on the backing plate. When the pad 60 is a foam board, the positioning ribs 40 may be directly inserted into corresponding positions of the foam board. When the backing plate 60 is a concrete form, positioning holes may be provided in the concrete form in advance to facilitate insertion of the positioning ribs 40.
In one embodiment, a steel plate is provided at one end of the locating rib. The other end of the positioning rib is inserted into the backing plate 60.
Backing plate 60 is chiseled away to locate locating rib 40 partially within back tunnel 20. The concrete at the junction of the preceding tunnel 10 and the succeeding tunnel 20 is roughened.
In one embodiment, the preceding tunnel 10 and the following tunnel 20 may be constructed by a skip method. Wherein, the preceding tunnel 10 and the following tunnel 20 can synchronously construct a plurality of tunnels. For example, if the number of the preceding tunnels 10 and the following tunnels 20 is 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 the rest 3 preceding tunnels 10 can be synchronously constructed. Similarly, 3 backward tunnels 20 can be synchronously constructed at equal intervals by adopting the same method, and the rest 3 backward tunnels 20 can be synchronously constructed. Compared with the method for sequentially constructing 6 preceding tunnels 10 and 6 following tunnels 20, the method for constructing the synchronous jump cabin can greatly improve the construction efficiency of the arch ring supporting structure and shorten the construction period.
In one embodiment, after the preceding support bar 31 is connected to the positioning bar 40, concrete is gradually poured into the preceding tunnel 10 from inside to outside. Specifically, 10-20 meters are taken as a construction section, a plugging plate is arranged at the tail end of each construction section, and concrete is poured from inside to outside section by section.
Before the large-section tunnel is constructed, the design of the excavation size and the arch ring supporting structure thereof is completed, that is, before the combined tunnel is constructed, the excavation position, the excavation hole diameter, the excavation interval, the position and the direction of the advanced supporting steel bars 31, and the position and the number of the positioning bars 40 of the advanced tunnel 10 are all completed.
In one embodiment, after the concrete of the preceding tunnel 10 sets to meet the design requirements, a succeeding tunnel 20 between the plurality of preceding tunnels 10 is excavated. A backward tunnel 20 is provided between every two preceding tunnels 10. In the process of excavating the backward tunnel 20, the positioning ribs 40 can also play a role in positioning and guiding the backward tunnel 20 to be excavated. Since the plurality of positioning ribs 40 are distributed along the length direction of the preceding tunnel 10, and the spacing between adjacent positioning ribs 40 along the length direction of the preceding tunnel 10 may be constant, when the following tunnel 20 is excavated, the positioning ribs 40 may be used as a reference object to avoid the deviation of the excavation direction of the following tunnel 20, the length of the positioning ribs 40 may also be used as a reference object for the excavation hole diameter of the following tunnel 20 to avoid the overlarge or overlarge excavation hole diameter of the following tunnel 20, and the connection between the preceding supporting reinforcement 31 in the preceding tunnel 10 and the following supporting reinforcement 32 in the following tunnel 20 is ensured.
In one embodiment, the concrete at the junction of the leading tunnel 10 and the trailing tunnel 20 is roughened and the locating ribs 40 are located locally within the excavated, non-cast trailing tunnel 20.
The backward supporting reinforcement 32 is provided in the backward tunnel 20, and the backward supporting reinforcement 32 is connected with the positioning reinforcement 40. The backward support bar 32, the positioning bar 40 and the forward support bar 31 together form an arch ring support bar 30 of the arch ring support structure. The construction mode of the backward support steel bar 32 is the same as that of the forward support steel bar 31, and the construction can be finished in advance outside the tunnel, and the construction can be carried out in situ binding in the tunnel. In fact, the preceding supporting reinforcement 31 and the following supporting reinforcement 32 of the present embodiment can be understood as supporting reinforcement cages disposed along the tunnel length direction.
After construction of the back support bar 32 is completed, concrete is poured into the back tunnel 20. The construction mode of concrete casting in the backward tunnel 20 is the same as that of concrete casting in the forward tunnel 10, and sectional casting construction can be adopted.
In one embodiment, the construction step of shim plate 60 is also included.
Specifically, before the locating rib 40 is constructed on the wall of the preceding tunnel 10, a backing plate 60 is paved at the junction between the preceding tunnel 10 and the succeeding tunnel 20. Positioning ribs 40 are then passed through backing plate 60. As a preferable mode of the present embodiment, the backing plate 60 is preferably a foam plate, the backing plate 60 is laid along the longitudinal direction of the preceding tunnel 10, and a plurality of steel plates or steel boxes 70 formed by welding steel plates are provided at intervals along the longitudinal direction of the backing plate 60. A plurality of positioning ribs 40 are welded on the bottom steel plate of the steel box 70, the positioning ribs 40 keep a certain distance, an opening 71 is arranged on the top steel plate of the steel box 70, and two side ends of the steel box 70 are communicated.
One of the mounting modes of the positioning rib 40 of the present embodiment is: holes are drilled in the walls of the preceding tunnel 10 through the backing plate 60, and the depth of the drilled holes and the distance between adjacent holes are designed according to the length of the positioning ribs 40 and the distance between adjacent positioning ribs 40. After passing through the backing plate 60, the positioning rib 40 is inserted into a drilled hole in the wall of the preceding tunnel 10, and preferably, the bottom steel plate of the steel box 70 is abutted against the backing plate 60.
The second mounting mode 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 preceding tunnel 10, and the bottom steel plate of the steel box 70 can be abutted against the backing plate 60 or can be kept at a certain distance from the backing plate 60.
When the prior tunnel 10 is filled 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 of the steel box is convenient for the filled concrete to enter the steel box 70, so that the steel box 70 is firmly pre-buried in the filled concrete of the prior tunnel 10. The backing plate 60 can also be used as a template, embossing lines are arranged on the contact surface of the backing plate 60 and the concrete casting of the prior tunnel 10, and a release agent is coated.
Accordingly, in the process of excavating the backward tunnel 20, the backing plate 60 can be used as a reference for excavating the backward tunnel 20, so as to ensure the excavation direction and the hole diameter of the backward tunnel 20. When the excavation of the rear tunnel 20 is completed, the end face of the backing plate 60 facing away from the front tunnel 10 is completely exposed in the rear tunnel 20.
If the backing plate 60 is a foam board, the foam board can be quickly and easily chipped to expose the locating ribs 40 and the concrete surface of the tunnel 10 and to perform a roughening treatment on the concrete surface. Of course, if the concrete contact surface of the backing plate 60 and the prior tunnel 10 is provided with embossing lines, the roughening treatment process can be omitted.
If the backing plate 60 is a template, the template can be directly removed, and the backing plate 60 is convenient to remove due to the fact that the release agent is coated, the backing plate 60 after being removed can be reused after being circulated, and construction cost is reduced.
After the backing plate 60 is chiseled or removed, the backward support steel bars 32 in the backward tunnel 20 are constructed, so that the backward support steel bars 32 and the positioning steel bars are bound or welded and fixed, and of course, the backward support steel bars 32 can also be directly welded and fixed with the steel box 70.
After the construction of the backward support bar 32 is completed, concrete is poured into the backward tunnel 20, and the concrete fills the backward tunnel 20 and wraps the backward support bar 32, the positioning bar 40 and a part of the steel box 70.
After the concrete is poured into the backward tunnel 20 to meet the design requirement, the construction of the arch ring supporting structure of the combined tunnel is completed, rock mass below the arch ring supporting structure can be excavated, and a side wall structure and an inverted arch structure are constructed, so that the construction of the combined tunnel is completed.
As shown in fig. 20-22, in one embodiment, the arch support structure of the combined tunnel includes a plurality of advanced tunnels 10 and a plurality of through tunnels 80.
A plurality of preceding tunnels 10 arranged at intervals along the arc length direction of the arch ring support structure to be constructed; and
The plurality of through tunnels 80 are provided between the plurality of preceding tunnels 10, and are connected to the preceding tunnels 10 to constitute an arch ring support structure of the combined tunnel to be constructed. Wherein, the through tunnel 80 between two adjacent preceding tunnels 10 includes a plurality of through cells 81 arranged along the length direction thereof, and the two adjacent through cells 81 of each through tunnel 80 are kept at a distance or connected.
As shown in fig. 20, in one embodiment, a through tunnel 80 to be constructed between two adjacent preceding tunnels 10 is divided into a plurality of through cells 81 arrayed in the length direction thereof. Fig. 20 is a schematic view of the first through unit 81 of the through tunnel 80 which is formed by excavation and is connected to the adjacent preceding tunnel 10.
Fig. 21 shows that the first through unit 81 is internally supported with the through supporting reinforcement 33, and the adjacent preceding tunnel 10 is internally supported with the preceding supporting reinforcement 31 having a corresponding length, and in order to facilitate the excavation of the subsequent through unit 81, the length of the preceding supporting reinforcement 31 supported each time is preferably equal to the length of the through supporting reinforcement 33 supported in the first through unit 81. The support bar 31 and the through support bar 33 are bound or welded and fixed.
Fig. 22 is a schematic view showing the structure of 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 in the first through unit 81 reaches the design strength, the next through unit 81 may be excavated. The next through unit 81 may be connected to the first through unit 81 or may be spaced apart from the first through unit 81.
Compared with other embodiments, the arch ring supporting structure comprises a plurality of preceding tunnels 10 and a plurality of through tunnels 80, so that not only can the construction efficiency be further improved, but also the strength of the arch ring supporting structure can be improved, and especially the binding quality of the arch ring supporting steel bars 30 can be 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 the different dependent claims and the features described herein may be combined in ways other than as described in the original claims. It is also to be understood that features described in connection with separate embodiments may be used in other described embodiments.
Claims (8)
1. The combined tunnel construction method is characterized by comprising the following steps of:
Step S1, excavating a plurality of advance tunnels at intervals along the arc length direction of an arch ring structure of a combined tunnel to be constructed;
s2, reinforcing the advanced tunnel;
s3, excavating a plurality of backward tunnels among the preceding tunnels;
s4, reinforcing the backward tunnel, and connecting the backward tunnel with the preceding tunnel to form an arch ring supporting structure of the combined tunnel to be constructed;
S5, excavating a rock mass below the arch ring supporting structure to construct a side wall structure and an inverted arch structure of the combined tunnel;
The arch ring supporting structure comprises arch ring supporting steel bars and arch ring supporting concrete, wherein the arch ring supporting steel bars comprise advanced supporting steel bars, positioning steel bars and backward supporting steel bars; the arch ring supporting concrete comprises concrete poured in the preceding tunnel and concrete poured in the succeeding tunnel;
The specific steps for reinforcing the advanced tunnel comprise: arranging the positioning ribs on the hole wall of the preceding tunnel, arranging the preceding supporting steel bars in the preceding tunnel, connecting the preceding supporting steel bars with the positioning ribs, and pouring concrete into the preceding tunnel; before the positioning ribs are constructed on the wall of the preceding tunnel, paving a base plate at the joint of the preceding tunnel and the succeeding tunnel, and then enabling the positioning ribs to pass through the base plate, wherein the base plate is a foam plate, is paved along the length direction of the preceding tunnel, and is provided with a plurality of steel boxes formed by welding steel plates at intervals along the length direction of the base plate; a plurality of positioning ribs are welded on a bottom steel plate of the steel box, an opening is formed in a top steel plate of the steel box, and two side ends of the steel box are communicated;
in the process of excavating the backward tunnel, the backing plate is used as a reference object for excavating the backward tunnel;
The specific steps for reinforcing the backward tunnel comprise: chiseling the backing plate, enabling the positioning ribs to be located in the backward tunnel locally, arranging the backward supporting steel bars in the backward tunnel, enabling the backward supporting steel bars to be connected with the positioning ribs, and pouring concrete into the backward tunnel;
the step S5 includes:
s51, excavating and constructing a 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;
S52, carrying out slot-pulling excavation construction on the bottom of the flat-bottom tunnel, and constructing a special-shaped tunnel; the pull groove excavation direction is the length direction of the combined tunnel to be constructed;
s53, performing jump trench excavation construction on the rock mass at the side end of the special-shaped tunnel, and constructing the side wall structure; the jumping groove excavation direction is the length direction of the combined tunnel to be constructed.
2. The method of modular tunnel construction of claim 1, wherein the legs of the arch ring support structure are located on the rock mass outside of the sidewall structure.
3. The method of claim 1, wherein the legs of the arch ring support structure are planar and are provided with stiffeners, the stiffeners being connected to the side wall structure and the stiffeners also being connected to the rock mass outside the side wall structure.
4. The method of constructing a combined tunnel according to claim 1, wherein the step S5 further comprises:
And S54, after the side wall structure is constructed in the step S53, excavating and constructing a rock mass below the arch ring supporting structure, and constructing the inverted arch structure.
5. The method of constructing a combined tunnel according to any one of claims 1 to 4, further comprising step S6 of constructing a side wall support structure connected to the arch ring support structure inside the side wall structure after constructing the side wall structure.
6. The method of constructing a combined tunnel according to claim 5, further comprising the step of constructing an inverted arch support structure connected to the side wall support structure at a top end of the inverted arch structure after constructing the inverted arch structure and the side wall support structure S7.
7. The method of constructing a composite tunnel according to claim 6, further comprising step S8 of lining the composite tunnel once with a lining trolley after constructing the arch ring support structure, the side wall support structure, and the inverted arch support structure.
8. The method for constructing a combined tunnel according to claim 1, further comprising a step S0 of constructing an auxiliary shaft and a construction passageway outside the combined tunnel to be constructed, wherein the construction passageway is located above an arch ring structure of the combined tunnel to be constructed, and the construction passageway is communicated with the auxiliary shaft.
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