CN109538236B - Tunnel entering structure and tunnel entering construction method - Google Patents
Tunnel entering structure and tunnel entering construction method Download PDFInfo
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- CN109538236B CN109538236B CN201811492023.3A CN201811492023A CN109538236B CN 109538236 B CN109538236 B CN 109538236B CN 201811492023 A CN201811492023 A CN 201811492023A CN 109538236 B CN109538236 B CN 109538236B
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- 238000010276 construction Methods 0.000 title claims abstract description 35
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 91
- 239000010959 steel Substances 0.000 claims abstract description 91
- 210000001015 abdomen Anatomy 0.000 claims abstract description 14
- 238000003780 insertion Methods 0.000 claims abstract description 11
- 230000037431 insertion Effects 0.000 claims abstract description 11
- 239000007921 spray Substances 0.000 claims abstract description 11
- 239000004567 concrete Substances 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 14
- 238000009412 basement excavation Methods 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 9
- 239000011378 shotcrete Substances 0.000 claims description 7
- 238000005507 spraying Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 238000003466 welding Methods 0.000 claims 1
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000001012 protector Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel entering structure and a tunnel entering construction method. The tunnel hole entering structure comprises an arch protection, grouting small guide pipes, a mountain side slope and an upward slope spray anchor protection structure, wherein the arch protection comprises a grid arch frame positioned on the inner side, a section steel arch frame positioned on the outer side of the grid arch frame, two layers of spray concrete layers positioned outside the section steel arch frame and in the grid arch frame, the grid arch frame and the section steel arch frame are formed by connecting a plurality of arch frames through longitudinal connecting ribs, the grouting small guide pipes are two layers, one layer of grouting small guide pipes are connected with a mountain at an external insertion angle of 10-15 degrees from the belly of the section steel arch frame forward, the tail end of each grouting small guide pipe is connected with the section steel arch frame in a welded mode, the other layer of grouting small guide pipes are connected with the mountain at an external insertion angle of 10-15 degrees from the belly of the grid arch frame forward, and the tail end of each grouting small guide pipe is connected with the grid arch frame in a welded mode. The invention can reduce the disturbance to the mountain, reduce the construction risk, and the protecting arch and the mountain are connected into a whole to resist the load together, thereby effectively controlling the deformation and realizing safe, efficient and rapid hole entering.
Description
Technical Field
The invention relates to a tunnel entering structure, which is mainly applied to loess tunnel entering construction and belongs to the technical field of tunnel construction. The invention also relates to a tunnel entering construction method using the tunnel entering structure.
Background
The traditional tunnel construction adopts a guide wall to cooperate with a forepoling canopy supporting measure, mainly adopts a tension-shear balance stress principle, has strong dependency on the stability of the mountain body, and has long period, high cost and large disturbance. For loess tunnels, due to loose soil structure, the loess tunnel has collapsibility, poor self-stabilization capability, easy disintegration and collapse when meeting water and construction disturbance, and the tunnel is shallow buried and has great risk of entering a tunnel under complex geological conditions of bias voltage.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a tunnel entering structure and a tunnel entering construction method which are particularly suitable for loess tunnel entering construction.
The tunnel entering structure in the invention adopts the following technical scheme: a tunnel entering structure is characterized in that: the tunnel type concrete pile comprises an open cut tunnel type arch protector, grouting small guide pipes, mountain side slopes and upward slope spray anchor protection structures, wherein the arch protector comprises a grid arch frame positioned on the inner side, a section steel arch frame positioned on the outer side of the grid arch frame, and two layers of sprayed concrete layers 1 positioned on the outer side of the section steel arch frame and in the grid arch frame. The grid arch frame and the section steel arch frame are formed by connecting a plurality of arch frames through longitudinal connecting ribs. The grid arch frame is made of steel bars, the section steel arch frame is made of I-steel, and the longitudinal connecting bars are made of steel bars. The grouting small guide pipes are arranged in two layers, one layer of grouting small guide pipe is connected with the mountain body from the abdomen of the section steel arch frame forward at an external insertion angle of 10-15 degrees, the tail end of the grouting small guide pipe is connected with the section steel arch frame in a welded mode, the other layer of grouting small guide pipe is connected with the mountain body from the abdomen of the grid arch frame forward at an external insertion angle of 10-15 degrees, and the tail end of the grouting small guide pipe is connected with the grid arch frame in a welded mode.
The invention has the advantages that the strength of the arch protection structure is high, the arch protection and the mountain body can resist load together, the deformation is effectively controlled, the rear end of the grouting small guide pipe is welded with the arch protection frame, the front end of the grouting small guide pipe is driven into the mountain body to be connected with the arch protection as a whole through grouting in the later stage, the mountain body bias load is transferred to the arch protection foundation, the stress is more stable, the deformation quantity is greatly reduced, the open cut tunnel type arch protection is adopted, and the arch frame is installed and the sprayed concrete is conveniently and conveniently applied outside a tunnel, so that the safe, high-efficiency and rapid tunnel entering can be realized.
The tunnel entering construction method adopting the tunnel entering structure adopts the following technical scheme: the construction method comprises the following steps: firstly, excavating a tunnel portal mountain to a tunnel vault, and reserving core soil with the shape of the tunnel section; the spray anchor protects the mountain slope and the upward slope to form a spray anchor protection structure; taking core soil after excavation outside a hole as a supporting construction grid arch frame and a section steel arch frame; then, a double-layer grouting small conduit is used for grouting the mountain through the grouting small conduit, then, concrete is sprayed to the arch protection, after the concrete spraying of the arch protection is completed, back-pressure backfilling is carried out on the empty face, and the original landform is connected in sequence, so that a drainage system is perfected; the self-protection arch adopts a three-step method to enter the hole.
The invention adopts the open cut tunnel type protection arch and grouting small guide pipe combined with the anchor spraying protection structure to form the tunnel entering structure by reserving core soil and serving as the protection arch internal mold, the protection arch and the mountain are connected into a whole, the load can be resisted together, the deformation can be controlled effectively, the disturbance to the mountain can be reduced in the construction process, the integrity and the stability of surrounding rock are ensured, and the safe and rapid entering of the tunnel is realized.
Furthermore, in order to ensure that the arch protection footing has enough bearing capacity and can resist the upper part transfer load without sinking and overturning, the invention arranges steel pipe piles made of seamless steel pipes on the bottom of the arch protection steel frame one by one, plum blossom-shaped grouting holes are arranged on the steel pipe piles, the steel pipe piles penetrate into rock strata to be not less than 0.5m, and grouting is carried out in the steel pipe piles to strengthen the arch protection footing. By arranging the steel pipe pile and wanting grouting in the steel pipe pile, the rigidity of the steel pipe pile and the bearing capacity of the foundation can be enhanced.
Furthermore, in order to strengthen the overall stress effect of the steel pipe pile, the horizontal displacement of the arch guard is resisted, the steel pipe pile is firmly welded horizontally by using a seamless steel pipe after grouting is completed, an overall stress structure is formed, and the top of the steel pipe pile is firmly welded with an arch foot connecting plate of the profile steel arch.
When constructing the grid arch and the section steel arch, firstly, supporting a truss arch on a light-dark juncture and clinging to a rock surface, connecting and positioning, wherein an arch foot connecting plate of the section steel arch on the outer side is arranged at the top of the steel pipe pile and is effectively welded with the steel pipe pile; the profile steel arch centering is provided with guide holes in advance of the web plates according to the distribution positions of grouting small guide pipes, when the double-layer grouting small guide pipes are applied, the two-layer grouting small guide pipes are respectively driven into a mountain from the profile steel arch centering belly and the grid arch centering belly forward at an external insertion angle of 10-15 degrees, and after grouting through the grouting small guide pipes, the tail parts of the grouting small guide pipes are respectively welded firmly with the corresponding arch centering; and after the construction of the first truss arch frame is finished, installing the arch frames one by one in sequence, wherein the inner side is connected with the outer side, the inner side is connected with the outer side by using longitudinal connecting ribs to form a whole, and the arch frames and the steel pipe piles are welded to form a whole.
Furthermore, when the three-step method is used for hole entering construction, a small excavator is adopted for excavation, when the face is unstable, core soil is reserved for the upper step and the middle step, the arch frame part is subjected to cutting construction during excavation, the cutting width is enough to meet the requirement of manual excavation, the left side and the right side of the same section are staggered for construction successively, the reserved length of the upper step and the middle step is not more than 3m, the inverted arch is initially supported to form a ring, then the lower step is immediately supported, and the inverted arch of the opening paragraph is completed before entering the hidden hole.
The beneficial effects of the invention are as follows:
1. the disturbance to the mountain is reduced, the construction risk is reduced, the core soil is reserved in the arch protection section, the small-range pull groove is excavated, the small guide pipe is constructed, the disturbance to the mountain is reduced, the integrity and the stability of surrounding rock are ensured, the land appearance is restored by timely back pressure backfilling after the completion, and the method is environment-friendly and enters a hole;
2. the protecting arch and the mountain resist load together, deformation is effectively controlled, the front end of the grouting small guide pipe is driven into the mountain and grouting is carried out, the rear end of the grouting small guide pipe is welded with the protecting arch frame, the mountain and the protecting arch are connected into a whole, the mountain bias load is transferred to the protecting arch foundation, the stress is more stable, and the deformation quantity is greatly reduced;
3. the construction progress is quickened, the construction period is effectively shortened, the arch protection section is constructed by adopting an open cut method, core soil is also used as an inner mould, arch centering installation and shotcrete are conveniently constructed outside the hole, and safe, efficient and rapid hole feeding is realized.
Drawings
FIG. 1 is a longitudinal section of a tunnel entry structure in accordance with an embodiment of the present invention;
FIG. 2 is a front view of an embodiment of the present invention;
in the figure, 1, a sprayed concrete layer, 2, a section steel arch, 3, a grid arch, 4, grouting small guide pipes, 5, a sprayed anchor protection structure, 6, core soil, 7, a mountain, 8, steel pipe piles, 9, longitudinal connecting ribs of the section steel arch, 10 and a seamless steel pipe.
Detailed Description
The invention is further illustrated by the following non-limiting examples, in conjunction with the accompanying drawings:
as shown in the drawing, the tunnel entering structure comprises an open cut tunnel type arch guard, a grouting small guide pipe 4 and a mountain side slope and upward slope spray anchor protection structure 5. The protection arch comprises a grid arch frame 3 positioned at the inner side, a section steel arch frame 2 positioned at the outer side of the grid arch frame 3, and two layers of sprayed concrete layers 1 positioned at the outer side of the section steel arch frame 2 and in the grid arch frame 3, wherein the grid arch frame 3 and the section steel arch frame 2 are formed by connecting a plurality of arch frames through longitudinal connecting ribs. The grouting small guide pipes 4 are two layers, one layer of grouting small guide pipes 4 is connected with the mountain 7 from the abdomen of the section steel arch 2 forward at an external insertion angle of 10-15 degrees, the tail end of the grouting small guide pipes is connected with the section steel arch 2 in a welded mode, the other layer of grouting small guide pipes 4 is connected with the mountain 7 from the abdomen of the grid arch 3 forward at an external insertion angle of 10-15 degrees, and the tail end of the grouting small guide pipes is connected with the grid arch 3 in a welded mode.
The tunnel entering construction method adopting the tunnel entering structure comprises the following steps: firstly, excavating a tunnel portal mountain to a tunnel vault, and reserving core soil 6 with the shape of the tunnel section; the spray anchor protects the mountain slope and the upward slope to form a spray anchor protecting structure 5; taking core soil 6 after excavation outside a hole as a support construction grid arch frame 3 and a section steel arch frame 2; then, a double-layer grouting small duct 4 is constructed, grouting is conducted to the mountain through the grouting small duct 4, then concrete is sprayed to the arch protection, after the arch protection is finished, back pressure backfilling is conducted to the temporary face, and the original landform is connected in sequence, so that a drainage system is perfected; the self-protection arch adopts a three-step method to enter the hole.
Furthermore, the construction must ensure that the arch protection footing has enough bearing capacity, and can resist the upper transmission load without settlement and overturning. According to the invention, a steel pipe pile grouting reinforcement mode is adopted, a steel pipe pile 8 made of seamless steel pipes is arranged at the bottom of an arch protection steel frame one by one, quincuncial grouting holes are arranged on the steel pipe pile 8, the end part of the steel pipe is processed into a cone shape, the steel pipe is driven into a rock stratum, the steel pipe pile 8 goes deep into the rock stratum and is subjected to grouting treatment into the steel pipe pile 8, the rigidity of the steel pipe and the bearing capacity of a foundation are enhanced, and reinforcement treatment is carried out on arch protection footings. In order to strengthen the overall stress effect of the steel pipe pile, the steel pipe pile is firmly welded horizontally by using a seamless steel pipe 10 after grouting is completed, an overall stress structure is formed, and the top of the steel pipe pile 8 is firmly welded with an arch springing connecting plate of the section steel arch frame 2 so as to resist the horizontal displacement of the protection arch.
The further technical scheme is as follows: when the grid arch 3 and the section steel arch 2 are constructed, firstly, a truss arch is erected on a light-dark juncture and clings to a rock surface, and is connected and positioned, wherein an arch foot connecting plate of the section steel arch on the outer side is arranged at the top of the steel pipe pile and is effectively welded with the steel pipe pile. The outer profile steel arch centering is provided with guide holes in advance of the web plate according to the distribution position of the grouting small guide pipes 4. When the double-layer closely-arranged grouting small guide pipes 4 are constructed, the two-layer grouting small guide pipes 4 are respectively driven into a mountain from the abdomen of the section steel arch 2 and the abdomen of the grid arch 3 forward at an external insertion angle of 10-15 degrees, and the tail parts of the grouting small guide pipes 4 are respectively welded firmly with the corresponding arches after grouting by the grouting small guide pipes 4 is finished. And after the construction of the first truss arch frame is finished, installing the arch frames one by one in sequence, wherein the inner side is connected with the outer side, the inner side is connected with the outer side by using longitudinal connecting ribs to form a whole, and the arch frames and the steel pipe piles are welded to form a whole. And after the arch protection shotcrete is finished, back-pressure backfilling is carried out on the temporary face, and the original landform is connected in sequence, so that the drainage system is perfected.
When the three-step method is used for hole entering construction, a small excavator is used for excavating mainly according to surrounding rock conditions. When the face is unstable, core soil is reserved for the upper step and the middle step, the arch frame part is cut during excavation, the width of the cut is enough to meet the requirement of manual excavation, the left side and the right side of the same section cannot be excavated simultaneously, the construction is staggered successively, the reserved length of the upper step and the middle step is not more than 3m, the inverted arch is initially supported to form a ring, the lower step is immediately followed, and the inverted arch of the entrance paragraph is completed before entering the blind hole.
Other parts in this embodiment are all of the prior art, and are not described herein.
Claims (2)
1. A tunnel entering construction method is characterized in that: the tunnel hole entering structure comprises an open tunnel type protection arch and grouting small guide pipes (4), a mountain side slope and a upward slope spray anchor protection structure (5), wherein the protection arch comprises a grid arch (3) positioned at the inner side, a profile steel arch (2) positioned at the outer side of the grid arch (3), two layers of sprayed concrete layers (1) positioned at the outer side of the profile steel arch (2) and positioned in the grid arch (3), the grid arch (3) and the profile steel arch (2) are formed by connecting a plurality of truss arches through longitudinal connecting ribs, the grouting small guide pipes (4) are two layers, one layer of grouting small guide pipes (4) is connected with a mountain (7) at an external insertion angle of 10-15 degrees from the front side of the abdomen of the profile steel arch (2), the tail end of the grouting small guide pipes is connected with the profile steel arch (2) in a welding mode, and the other layer of grouting small guide pipes (4) are connected with the tail end (7) at an external insertion angle of 10-15 degrees from the front side of the abdomen of the grid arch (3) and are welded with the grid arch (3);
the construction method comprises the following steps: firstly, excavating a tunnel portal mountain to a tunnel vault, and reserving core soil (6) with a tunnel section shape; the spray anchor protects the mountain slope and the upward slope to form a spray anchor protecting structure (5); taking core soil (6) after the excavation outside the hole as a support construction grid arch (3) and a section steel arch (2); then, a double-layer grouting small guide pipe (4) is used for grouting the mountain through the grouting small guide pipe (4), then, concrete is sprayed to the protecting arch, after the concrete spraying of the protecting arch is completed, back-pressure backfilling is carried out on the temporary face, and the original landform is connected in sequence, so that a drainage system is perfected; the self-protection arch adopts a three-step method to enter a hole;
arranging steel pipe piles made of seamless steel pipes one by one at the bottom of the arch protection steel frame, arranging quincuncial grouting holes on the steel pipe piles, enabling the steel pipe piles to penetrate deep into rock strata to be not less than 0.5m, grouting into the steel pipe piles, and reinforcing arch protection footings;
after grouting is completed, the steel pipe pile is firmly welded horizontally by using a seamless steel pipe to form an integral stress structure, and the top of the steel pipe pile is firmly welded with an arch springing connecting plate of the profile steel arch;
when constructing the grid arch (3) and the section steel arch (2), firstly, erecting a truss arch on a light-dark juncture and clinging to a rock surface, connecting and positioning, wherein an arch foot connecting plate of the section steel arch on the outer side is arranged at the top of the steel pipe pile and is effectively welded with the steel pipe pile; the profile steel arch centering is provided with guide holes in advance of webs according to the distribution positions of grouting small guide pipes (4), when the double-layer grouting small guide pipes (4) are applied, the two-layer grouting small guide pipes (4) are respectively driven into a mountain from the abdomen of the profile steel arch centering (2) and the abdomen of the grid arch centering (3) forward at an external insertion angle of 10-15 degrees, and the tail parts of the grouting small guide pipes (4) are respectively welded firmly with the corresponding arch centering after grouting by the grouting small guide pipes (4) is finished; and after the construction of the first truss arch frame is finished, installing the arch frames one by one in sequence, wherein the inner side is connected with the outer side, the inner side is connected with the outer side by using longitudinal connecting ribs to form a whole, and the arch frames and the steel pipe piles are welded to form a whole.
2. The tunnel entering construction method according to claim 1, wherein: when the three-step method is used for entering a tunnel, a small excavator is adopted for excavation, when the face is unstable, core soil is reserved for the upper step and the middle step, the arch frame part is subjected to cutting construction during excavation, the cutting width is enough to meet the requirement of manual excavation, the left side and the right side of the same section are sequentially staggered for construction, the reserved length of the upper step and the middle step is not more than 3m, the inverted arch is initially supported for looping, the lower step is immediately followed, and the inverted arch for looping of the opening paragraph is completed before entering the hidden tunnel.
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| CN201811492023.3A CN109538236B (en) | 2018-12-07 | 2018-12-07 | Tunnel entering structure and tunnel entering construction method |
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| CN109931075B (en) * | 2019-04-03 | 2024-04-12 | 长江勘测规划设计研究有限责任公司 | Hole arrangement structure of steep slope inclined shaft tunnel |
| CN111706368A (en) * | 2020-06-30 | 2020-09-25 | 中铁二院工程集团有限责任公司 | Tunnel inner section steel frame longitudinal connection structure and construction method |
| CN113389598B (en) * | 2021-06-01 | 2022-11-29 | 武汉理工大学 | High-steep soil slope downward-passing parallel tunnel bias treatment method and rapid measurement device |
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| CN204920983U (en) * | 2015-06-26 | 2015-12-30 | 中国建筑材料工业建设西安工程有限公司 | Pipe installation suitable for collapsible loess tunnel advance support |
| CN105041333A (en) * | 2015-07-13 | 2015-11-11 | 中铁十九局集团第二工程有限公司 | Method for treating tunnel collapse through dugand covered method |
| CN205117365U (en) * | 2015-10-26 | 2016-03-30 | 中铁二十局集团有限公司 | High crustal stress weak surrounding rock tunnel grid steelframe encircles combined supporting system with cover |
| CN105839643A (en) * | 2016-05-23 | 2016-08-10 | 浙江省交通规划设计研究院 | Tunnel in-hole construction method adopting foundation pit support |
| CN205778934U (en) * | 2016-05-26 | 2016-12-07 | 中铁十二局集团第三工程有限公司 | A kind of be applicable under wear the tunnel support structure of slip mass |
| CN107939415A (en) * | 2017-10-20 | 2018-04-20 | 长安大学 | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span |
| CN108412501A (en) * | 2018-02-11 | 2018-08-17 | 中铁十二局集团有限公司 | Under wear oil pipeline shallow depth loess tunnels construction method |
| CN108457656A (en) * | 2018-03-05 | 2018-08-28 | 北京市政建设集团有限责任公司 | A kind of unearthed method for tunnel construction |
| CN209398426U (en) * | 2018-12-07 | 2019-09-17 | 中铁十局集团有限公司 | A kind of tunnel structure |
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