CN113605901A - Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction - Google Patents
Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction Download PDFInfo
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- CN113605901A CN113605901A CN202110819280.9A CN202110819280A CN113605901A CN 113605901 A CN113605901 A CN 113605901A CN 202110819280 A CN202110819280 A CN 202110819280A CN 113605901 A CN113605901 A CN 113605901A
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- 238000010276 construction Methods 0.000 title claims abstract description 59
- 238000009412 basement excavation Methods 0.000 claims abstract description 42
- 238000000034 method Methods 0.000 claims abstract description 17
- 238000005507 spraying Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000011435 rock Substances 0.000 abstract description 15
- 230000008569 process Effects 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 8
- 238000004873 anchoring Methods 0.000 description 4
- 230000009467 reduction Effects 0.000 description 4
- 238000007599 discharging Methods 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 239000002893 slag Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000000638 solvent extraction Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a guide tunnel in a strong anchor based on the construction of a tunnel with an extra-large section, and belongs to the technical field of tunnel engineering construction. A strong anchor middle pilot tunnel construction method based on super-large section tunnel construction achieves the effect of reducing span points in mechanics by preferentially excavating a top layer middle pilot tunnel and applying a prestressed long anchor rod on top surrounding rocks, thereby enlarging an excavation working surface, improving working efficiency, facilitating large-scale mechanical construction, avoiding using temporary supports in the construction process of super-large sections and solving the problem that the construction efficiency is influenced by excessive temporary supports during two-side excavation.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a construction method of a pilot tunnel in a strong anchor based on extra-large section tunnel construction.
Background
Along with the development of tunnel technology in China, the number of tunnels with extra-large sections is increased sharply, and the V-level surrounding rock excavation section of the tunnel of the passenger special line built or under construction is close to 160m2And the excavation section of the individual built or proposed tunnel exceeds 400m2。
The section of the tunnel with the extra-large section is overlarge in the construction process, the traditional excavation modes comprise a double-side-wall pit guiding method, a CD method, a CRD method and other construction methods for realizing the block and span reduction through temporary supports, the construction organization difficulty is high, meanwhile, the construction progress and the blasting efficiency are influenced by a large number of temporary supports, the slag discharging operation space after the block and span reduction is small, the large-scale mechanical construction is not facilitated, and the economic benefit is low. Therefore, the problem that construction efficiency is affected by a large amount of temporary supports during construction of the large-section tunnel exists in the prior art.
Disclosure of Invention
The invention aims to provide a construction method of a pilot tunnel in a strong anchor based on the construction of a tunnel with an extra-large cross section, and the construction method is used for solving the problem that a large number of temporary supports influence the construction efficiency during the construction of the existing tunnel with the extra-large cross section.
The technical scheme for solving the technical problems is as follows:
a construction method of a guide tunnel in a strong anchor based on super-large section tunnel construction comprises the following steps:
s1: determining an excavation line of a tunnel, and determining an excavation line of a pilot tunnel in a top layer in the tunnel excavation line;
s2: excavating along the extending direction of the tunnel in the excavating line of the pilot tunnel in the top layer;
s3: performing top support on the top of the pilot tunnel in the top layer;
s4: excavating the left part of the top layer on the left side and the right part of the top layer on the right side of the pilot tunnel in the top layer;
s5: selecting a reasonable step footage for the middle part of the bottom layer, closely following the step of the pilot tunnel in the top layer according to the step footage, and excavating the middle part of the bottom layer;
s6: selecting reasonable step footings for the left part of the bottom layer on the left side of the middle part of the bottom layer and the right part of the bottom layer on the right side of the middle part of the bottom layer, respectively following the steps on the left part of the top layer and the right part of the top layer according to the step footings, and respectively excavating the left part of the bottom layer and the right part of the bottom layer;
s7: and finally, excavating and using a template trolley to construct a lining.
According to the invention, through preferentially excavating the pilot tunnel in the top layer and constructing the top support on the surrounding rock at the top part, the effect of reducing the span point in mechanics is achieved, so that the excavation working surface is enlarged, the working efficiency is improved, the construction of large machinery is facilitated, the temporary support is not required to be used in the construction process of the super-large section, and the problem that the construction efficiency is influenced by excessive temporary support during two-side excavation is solved.
Further, when the top layer left part, the top layer right part, the bottom layer left part and the bottom layer right part are excavated, a plurality of working faces are adopted to excavate towards the two ends of the tunnel simultaneously.
The invention adopts a method of simultaneously excavating a plurality of working faces in the excavation process, thereby greatly improving the excavation working efficiency of the tunnel.
Further, in step S2, a net-jet support is applied to both sides of the pilot hole in the top floor.
If surrounding rocks on two sides are poor in the process of excavating the pilot tunnel in the top layer, the net-jet support can be adopted to play a role in sealing, and therefore the straight walls on two sides are prevented from falling off.
Furthermore, a steel wire mesh with the diameter of 3-4mm is adopted for the net-spraying support, and the net-spraying support is directly dug when two sides of the pilot tunnel in the top layer are dug.
When the method is used for excavating the two sides of the pilot tunnel in the top layer, the net-jet support with the steel wire net structure can be conveniently and directly excavated, so that the excavating efficiency is improved.
Furthermore, the middle of the bottom layer is excavated by the steps of firstly drawing the groove and then excavating.
When the middle part of the bottom layer is excavated, the groove is firstly pulled to create an unearthed sidewalk, so that the slag discharging efficiency can be improved.
Further, in step S3, the roof support includes: the construction method comprises the following steps of firstly spraying concrete, erecting a steel frame, embedding a prestressed long anchor rod, erecting a reinforcing mesh and spraying concrete again to the designed thickness. .
The prestressed long anchor rod is conveniently and tightly buried in the top surrounding rock through the primary spraying and secondary spraying of concrete, so that the span reduction effect is improved.
Furthermore, the prestressed long anchor rod is arranged in a shape like a Chinese character jing, and the length of the prestressed long anchor rod is 7-9 m.
The prestressed long anchor rod arranged in a shape like a Chinese character jing has better stability, and the length can be selected in a proper range of 7-9m according to actual requirements, so that the prestressed strength can be ensured, and the strength attenuation caused by overlong length can be avoided. The invention has the following beneficial effects:
(1) according to the construction method, the pilot tunnel in the top layer is excavated preferentially, and the prestressed long anchor rod is applied to the surrounding rock at the top of the pilot tunnel, so that the effect of reducing the span point in mechanics is achieved, the excavation working surface is enlarged, the working efficiency is improved, the construction of large machinery is facilitated, temporary supports are not needed in the construction process of the super-large section, and the problem that the construction efficiency is influenced by excessive temporary supports during two-side excavation is solved.
(2) The method for simultaneously excavating a plurality of working faces is adopted in the excavation process, so that the excavation working efficiency of the tunnel is greatly improved; even if the surrounding rocks on the two sides are poor, the net-spray support can be adopted to play a role in sealing, and the straight walls on the two sides can be directly excavated while the blocks are prevented from falling.
Drawings
FIG. 1 is a schematic diagram of an excavation boundary of a construction end face according to the present invention;
FIG. 2 is a three-dimensional illustration of the excavation process of the present invention;
FIG. 3 is a schematic plan view of the present invention for excavating a pilot hole in a top layer;
FIG. 4 is a schematic longitudinal cross-sectional view of a pilot hole in a top layer being excavated according to the present invention;
FIG. 5 is a schematic plan view of the remaining subsections of the excavation of the present invention;
figure 6 is a schematic longitudinal section of the remaining part of the excavation according to the invention.
In the figure: 10-top layer middle pilot hole; 11-prestressed long anchor rod; 20-top left portion; 30-top right part; 40-bottom layer middle; 50-bottom left; 60-bottom right; 70-working surface.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
Examples
Referring to fig. 1 and 2, a construction method of a pilot tunnel in a strong anchor based on super-large section tunnel construction includes the following steps:
s1: determining an excavation line of a tunnel, and determining an excavation line of a pilot tunnel 10 in a top layer in the tunnel excavation line;
s2: excavating along the extending direction of the tunnel in the excavation line of the pilot tunnel 10 in the top layer; the extending direction of the tunnel generally refers to the direction from the small mileage end of the station to the large mileage end of the station. During excavation, whether net-spraying support is needed or not can be determined according to surrounding rock conditions on two sides of a pilot tunnel 10 in a top layer, when the surrounding rock is poor, a steel wire net with the diameter of 3-4mm is adopted for net-spraying support, the effect of sealing the surrounding rock is achieved, the two sides of a straight wall are prevented from falling, convenience is brought to later-stage excavation, and independent removal is not needed.
S3: the top of leading hole 10 in the top layer is executed and is made the top and strut, and the top is strutted and is included: the method comprises the following steps of constructing primary spraying concrete, erecting a steel frame, burying a prestressed long anchor rod 11, erecting a reinforcing mesh and spraying concrete again to the designed thickness. By embedding the long prestressed anchor rods 11, the surrounding rock can be stabilized; the concrete is sprayed primarily before the prestressed long anchor rods 11 are embedded, and the concrete is sprayed to the designed thickness after the prestressed long anchor rods 11 are embedded, so that the prestressed long anchor rods 11 can be embedded in the surrounding rock at the top more tightly, and the span reduction effect is improved. The prestressed long anchor rods 11 are arranged in a shape of a Chinese character jing, and the length selection range is 7-9 m. According to the current research situation of the anchor rod anchoring mechanism, the optimal length of the anchor rod anchoring is 7.5m, and the anchoring effect of the long anchor rod begins to decline when the length exceeds 9 m. Therefore, in the present embodiment, on the premise of ensuring the anchoring effect and the length, the prestressed long anchor rod 11 with the length of 8m is selected, and the prestress of the prestressed long anchor rod can reach 200 kN.
Referring to fig. 3 and 4, S4: excavating a left top layer part 20 at the left side and a right top layer part 30 at the right side of the top layer middle pilot tunnel 10; respectively excavating a top left part 20 and a top right part 30 after surrounding rocks at the top of the pilot tunnel 10 in the top layer are stable, wherein the excavating progress of the top left part 20 and the top right part 30 lags behind the excavating progress of the pilot tunnel 10 in the top layer; when the left part 20 and the right part 30 of the top layer are excavated, the previously constructed net-jet support can be directly excavated, so that the influence on the construction efficiency caused by independently dismantling the net-jet support is avoided.
S5: selecting a reasonable step footage for the middle part 40 of the bottom layer, following the step of the pilot tunnel 10 in the top layer according to the step footage, and excavating the middle part 40 of the bottom layer; when the middle part 40 of the bottom layer is excavated, the excavation progress of the middle part 40 of the bottom layer needs to lag behind the excavation progress of the pilot tunnel 10 in the top layer; during excavation, the middle part 40 of the bottom layer can be subjected to groove drawing to create an unearthed sidewalk, so that the slag discharging efficiency is improved.
S6: selecting reasonable step footings for the left bottom layer part 50 on the left side of the middle part 40 of the bottom layer and the right bottom layer part 60 on the right side of the bottom layer, respectively following the steps of the left top layer part 20 and the right top layer part 30 according to the step footings, and respectively excavating the left bottom layer part 50 and the right bottom layer part 60; when the left bottom part 50 and the right bottom part 60 on the left side and the right side of the middle bottom part 40 are excavated, the excavation progress of the left bottom part 50 needs to lag behind the excavation progress of the left top part 20 and the middle bottom part 40; the excavation progress of the bottom right portion 60 lags behind the excavation progress of the top right portion 30 and the bottom middle portion 40;
referring to fig. 5 and 6, when the top left portion 20, the top right portion 30, the bottom left portion 50 and the bottom right portion 60 are excavated, a plurality of working surfaces 70 are adopted to simultaneously excavate both ends of the tunnel, that is, the plurality of working surfaces 70 are excavated from a direction perpendicular to the extending direction of the tunnel, and the excavation is simultaneously performed to both ends after excavation, so that the excavation efficiency of the tunnel is greatly improved. And when the bottom layer is excavated, reasonable partitioning can be carried out according to surrounding rocks and equipment transportation capacity conditions.
S7: and finally, excavating and using a template trolley to construct a lining.
According to the invention, the function of reducing the span point in mechanics is achieved by preferentially adopting the excavation of the pilot tunnel 10 in the top layer and applying the prestressed long anchor rod 11 on the surrounding rock at the top of the pilot tunnel, so that the excavation working surface 70 is enlarged, the working efficiency is improved, the construction of large machinery is facilitated, the temporary support is not required to be used in the construction process of the super-large section, and the problem that the construction efficiency is influenced by excessive temporary support in the excavation of two sides is solved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A construction method of a strong anchor middle pilot tunnel based on extra-large section tunnel construction is characterized by comprising the following steps:
s1: determining an excavation line of a tunnel, and determining an excavation line of a pilot tunnel (10) in a top layer in the tunnel excavation line;
s2: excavating along the extending direction of the tunnel in the excavating line of the top middle pilot tunnel (10);
s3: top support is applied to the top of the top layer pilot tunnel (10);
s4: excavating a left top layer part (20) at the left side and a right top layer part (30) at the right side of the top layer middle pilot tunnel (10);
s5: selecting a reasonable step footage for the middle part (40) of the bottom layer, following the step of the top layer pilot tunnel (10) according to the step footage, and excavating the middle part (40) of the bottom layer;
s6: selecting reasonable step footings for the left bottom layer part (50) on the left side of the middle part (40) of the bottom layer and the right bottom layer part (60) on the right side of the bottom layer, respectively following the steps of the left top layer part (20) and the right top layer part (30) according to the step footings, and respectively excavating the left bottom layer part (50) and the right bottom layer part (60);
s7: and finally, excavating and using a template trolley to construct a lining.
2. The construction method of the pilot tunnel in the strong anchor based on the construction of the tunnel with the extra large section according to claim 1, characterized in that when the left part (20) of the top layer, the right part (30) of the top layer, the left part (50) of the bottom layer and the right part (60) of the top layer are excavated, a plurality of working faces (70) are adopted to excavate towards the two ends of the tunnel simultaneously.
3. The construction method of the pilot tunnel in the strong anchor based on the construction of the super large section tunnel according to claim 2, characterized in that, in step S2, net-jet support is adopted for both sides of the pilot tunnel (10) in the top layer.
4. The construction method of the pilot tunnel in the strong anchor based on the construction of the extra-large section tunnel according to the claim 3, characterized in that a steel wire mesh with the diameter of 3-4mm is adopted for mesh-shotcreting support, and the mesh-shotcreting support is directly dug out when two sides of the pilot tunnel (10) in the top layer are dug.
5. The construction method of the strong anchor medium pilot tunnel based on the construction of the extra-large section tunnel according to the claim 1, characterized in that the step of firstly pulling the slot and then excavating is adopted when excavating the middle part (40) of the bottom layer.
6. The construction method of a strong anchor medium pilot tunnel based on construction of an extra-large section tunnel according to any one of claims 1 to 5, wherein in the step S3, the top support comprises: the method comprises the steps of firstly spraying concrete, erecting a steel frame, burying a prestressed long anchor rod (11), erecting a reinforcing mesh and spraying concrete again to the designed thickness.
7. The construction method of the pilot tunnel in the strong anchor based on the construction of the tunnel with the extra large section as the claim 6 is characterized in that the prestressed long anchor rods (11) are arranged in a shape like the Chinese character 'jing', and the length of the prestressed long anchor rods is 7-9 m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110819280.9A CN113605901A (en) | 2021-07-20 | 2021-07-20 | Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction |
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| CN202110819280.9A CN113605901A (en) | 2021-07-20 | 2021-07-20 | Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction |
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