CN114233301A - Tunnel entering construction method for stabilizing mountain body under large bias terrain - Google Patents
Tunnel entering construction method for stabilizing mountain body under large bias terrain Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 60
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- 238000009412 basement excavation Methods 0.000 claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 101
- 239000010959 steel Substances 0.000 claims description 101
- 239000004567 concrete Substances 0.000 claims description 50
- 239000002689 soil Substances 0.000 claims description 42
- 239000004568 cement Substances 0.000 claims description 26
- 238000000034 method Methods 0.000 claims description 26
- 238000005553 drilling Methods 0.000 claims description 12
- 230000001681 protective effect Effects 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 5
- 230000009194 climbing Effects 0.000 claims description 4
- 239000011083 cement mortar Substances 0.000 claims description 3
- 210000004262 dental pulp cavity Anatomy 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
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- 238000005336 cracking Methods 0.000 abstract description 6
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- 238000009825 accumulation Methods 0.000 description 3
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- 238000005452 bending Methods 0.000 description 1
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- 238000005259 measurement Methods 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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Abstract
The utility model relates to a tunnel cave-in construction method for stabilizing a mountain under large bias terrain, which comprises the following steps of carrying out foundation and anti-skid treatment; mountain body back pressure; the construction method solves the safe and reliable construction of tunnel excavation under the bias geological condition, can prevent surrounding rocks from extruding the tunnel to generate tunnel cracking deformation, prevent the tunnel from being endangered by the downward sliding of a mountain body, prevent the occurrence of phenomena such as tunnel settlement and the like, and greatly improves the tunnel excavation construction safety under the large bias landform.
Description
Technical Field
The utility model relates to the technical field of tunnel building construction, in particular to a tunnel cave-in construction method for stabilizing a mountain under large bias terrain.
Background
The bias tunnel means that the surrounding rock pressure presents obvious nonuniformity due to objective reasons, and the support and construction of the tunnel are adversely affected under the action of bias load. The effect of the bias phenomenon on the tunnel is typically reflected in the following aspects: 1. influence on the stress of the tunnel lining structure: if the tunnel has a bias phenomenon, the load acting on the tunnel lining is necessarily asymmetric, which is very easy to cause the shearing damage of the lining structure, especially the bias caused by topographic and geological factors, and can generate larger influence on the tunnel structure system. The bias voltage is the main reason for initiating lining cracks at the tunnel portal section, the higher the bias voltage load is, the higher the probability of initiating the cracks is, and the crack trend caused by the bias voltage is usually longitudinal cracks and oblique cracks. 2. Adverse effect on the hole side and the uphill slope: under the dual function of bias voltage and tunnel excavation, the release of tunnel country rock stress can lead to tunnel entrance to a cave section massif to produce and warp, and then certain horizontal displacement appears. If the strength of the surrounding rock is low, the surrounding rock is easy to soften once the water content is increased, so that the tunnel deep-buried side mountain body generates gliding bias thrust, and the shallow-buried surrounding rock is extruded, so that the ground surface cracking phenomenon is caused, and the cracks of the secondary lining in the tunnel are expanded and deformed seriously; the steeper the ground surface is, the more severe the bias is, and the slope instability phenomenon is easily caused under the action of the bias force.
Therefore, the construction process of tunnel engineering development under the bias geological condition is complex, the technical requirements are higher, and particularly the requirements on the tunnel excavation method, the excavation sequence and the support form are higher. In specific construction, powerful measures must be taken to avoid local collapse, so that the pressure of the surrounding rock of the tunnel is in a relatively stable state. Particularly, in the tunnel entering stage, the tunnel top covering layer is weak, so that rock stratum and soil layer collapse is easily caused, and the tunnel top covering layer is a difficulty in tunnel construction.
The prior art is queried about tunnel-to-hole bias as follows: key words: tunnel, bias, bearing platform, entry
1. A steel flower pipe pile retaining structure for controlling the bias deformation of the tunnel and a construction method thereof; application No.: CN 201710377618.3; the applicant: the Xianchuan group of Zhongxiong Xiancha engineering company, the Xianchuan group company, the abstract: a steel flower pipe pile retaining structure for controlling bias deformation of a tunnel and a construction method of the steel flower pipe pile retaining structure comprise steel pipe piles arranged on one side of a mountain body along the bias tunnel, wherein the steel pipe piles are used for reinforcing the rock body on one side of the mountain body. The utility model mainly reduces the bias load borne by the bias tunnel through the miniature steel pipe pile, and avoids the conditions of damage and instability of the tunnel structure caused by the serious bias state of the tunnel.
2. A tunnel entrance excavation supporting structure and a construction method of a light and shade interface section tunnel in a bias state; application No.: CN 201310161655.2; the applicant: zhejiang province Hongtong traffic construction Limited company, abstract: a tunnel entrance excavation supporting structure and a construction method for a light and shade boundary section in a bias pressure state balance the unilateral bias pressure of a tunnel by adopting a supporting mode of combining a bias pressure retaining wall and a sleeve arch, ensure the safety of the tunnel structure and realize the safe tunnel entrance in tunnel excavation. The tunnel open cut tunnel protection method has the advantages that large-area destruction of the slope caused by excavation of the tunnel open cut tunnel is avoided, original ecological vegetation is protected, the slope is kept in the original state, landslide caused by large excavation is avoided, construction and environmental protection are achieved, construction cost is greatly reduced, and the tunnel construction method can be widely applied to tunnel construction in mountainous and heavy hilly areas.
3. The loose accumulation body biases the inclined tunnel to enter the tunnel structure; application No.: CN 202023059003.2; the applicant: sichuan province traffic construction group, Inc.; and (3) abstract: the bias-pressure oblique tunnel cave-in structure of the loose accumulation body comprises a grouting anchor rod, a sash longitudinal beam, a sash cross beam, an anti-slide pile, a small advanced guide pipe, a steel arch frame, a cover arch and a pipe shed; a grouting anchor rod, a sash longitudinal beam and a sash cross beam are arranged on one side of a mountain body of the tunnel portal according to an excavation line to form a stable side slope body; on one side of the tunnel opening adjacent to the edge, an anti-slide pile is arranged below the primary side slope line, a cover beam is arranged at the top of the anti-slide pile and also serves as a retaining wall foundation, and a back-pressure retaining wall is arranged at the top of the retaining wall foundation; the top of the tunnel is provided with a small advanced guide pipe, the small advanced guide pipe is arranged forward into a tunnel side and upward slope body which is not excavated, and the excavated part is provided with a complete steel arch frame, a complete cover arch and a pipe shed. The utility model has the beneficial effects that: the utility model reduces the damage to the original landform and the natural landscape, effectively solves the engineering hidden trouble of the tunnel portal and protects the natural environment, and is beneficial to the recovery of vegetation by backfilling the vegetation concrete.
Although the tunnel sides in the prior art documents are also provided with retaining walls or steel pipe piles to assist in solving the problem of tunnel bias, the main ideas and methods thereof are different from those of the present invention. The steel flower pipe pile retaining structure for controlling the bias deformation of the tunnel and the construction method thereof have the advantages that the anti-sliding pile group is arranged on one side of the tunnel, the sliding force generated by mountain sliding on the tunnel structure is reduced, the traditional slope reinforcement measures are taken substantially, the bearing of the tunnel structure is not fully utilized, various sidewalks need to be built on the mountain during pile group construction, and the cost and the disturbance to the mountain are high. The utility model relates to a tunnel-entering excavation supporting structure of a light and shade boundary section tunnel in a bias pressure state and a construction method. The utility model relates to a biasing oblique crossing tunnel entering structure of a loose accumulation body, which is characterized in that anti-sliding group piles are arranged on one side of the height of a mountain body, the space of a construction open cut tunnel is formed in an excavation mode, then a biasing open cut tunnel is arranged, and the method essentially belongs to a protective measure after excavation. The utility model is essentially different from the above inventions in that: 1. the utility model relates to a zero-excavation cave entering technology which can be implemented after simple clearing, can be constructed by backfilling cement soil and other structures, does not need to excavate a mountain massif in a large scale, and avoids disturbance of the mountain massif. 2. The utility model belongs to an active support form, which essentially adopts a measure for stabilizing a mountain in advance, and belongs to the field of increasing the anti-skid capability of the mountain in advance, avoiding overlarge deformation in the process of tunnel excavation and further inducing landslide. 3. The utility model belongs to a systematic structure system considering a mountain, a tunnel, an anti-sliding micro pile and back pressure concrete, the anti-sliding micro pile deepens a sliding surface, the anti-sliding micro pile and the back pressure concrete have an integral effect, and the tunnel structure bears the bias effect of the mountain together, so that the deformation of the mountain is greatly limited, and the stability of the mountain is guaranteed.
Disclosure of Invention
The utility model aims to provide a tunnel cave-entering construction method for stabilizing a mountain under large bias terrain, which solves the problem of safe and reliable tunnel cave-entering excavation construction under bias geological conditions, can prevent surrounding rocks from extruding a tunnel to generate tunnel cracking deformation, prevent the mountain from sliding downwards to endanger the safety of the tunnel, prevent the tunnel from sinking and the like, and greatly improve the tunnel cave-entering construction safety under the large bias terrain.
In order to achieve the purpose, the technical scheme of the utility model is as follows:
a tunnel cave-entering construction method for stabilizing a mountain body under large-bias terrain comprises the following steps:
a tunnel cave-entering construction method for stabilizing a mountain body under large-bias terrain is characterized by comprising the following steps:
(1) foundation and anti-skid treatment
(1-1) clearing the surface of a large bias mountain, leveling the field, then drilling holes by using the leveled field and adopting a down-the-hole drill, wherein a root canal drilling measure or a drilling measure after pre-grouting can be adopted according to a hole collapse condition in the drilling process;
(1-2) adopting pressure pouring cement mortar or fine stone concrete to pour into the hole to form the anti-sliding micro pile;
(1-3) breaking a pile head with the top not smaller than 50cm of the anti-sliding micro pile, exposing the steel pipe and the steel bar bundle, and laying a layer of steel bar mesh on the top of the pile head;
(1-4) embedding connecting reinforcing steel bars of the counter-pressure concrete and the bearing platform, and pouring the concrete bearing platform;
(2) mountain back pressure
(2-1) preparing cement slurry with strong fluidity;
(2-2) taking soil nearby, mixing cement slurry to prepare cement soil, carrying out back pressure on the cement soil, and making the exposed shape of the cement soil into arc-shaped back pressure concrete by adopting machinery;
(3) construction of arch protection and back pressure concrete wall
(3-1) constructing an arch protection cushion block, wherein the arch protection cushion block is arranged along the terrain;
(3-2) constructing a locking steel pipe, wherein one end of the locking steel pipe is anchored into the original rock mountain, and the other end of the locking steel pipe extends out of the arch protection cushion block by a connecting joint;
(3-3) installing an arch protection steel frame, reserving a guide pipe applied by a pipe shed at the lower end of the arch protection steel frame, effectively connecting the lock feet with the arch protection profile steel, and connecting construction spray concrete to form an arch protection;
and (3-4) installing an outer side template, and pouring a back pressure concrete wall body by using the inner side template formed by the protective arch and the installed outer side template.
(4) Construction of auxiliary measures for entering hole
(4-1) constructing a pipe shed construction sleeve arch, and installing a guide pipe in the sleeve arch;
(4-2) constructing the long pipe shed by using guide pipes in the cover arch and the protective arch;
(5) excavation of hidden tunnel of arch protection section
(5-1) excavating the original rock mountain body and backfilled cement soil by adopting a core soil method or a side wall pit guiding method, wherein the excavation footage is not more than one steel frame each time;
(5-2) immediately installing a primary support steel frame after excavating an exposed surface, and completing concrete spraying pouring;
(5-3) after the construction space is reserved, rapidly completing an inverted arch closed loop, and performing necessary foundation treatment on the sections with insufficient foundation bearing capacity;
a steel pipe is arranged in a concrete pile body of the anti-sliding micro pile, a steel bar bundle is arranged at the center in the steel pipe, and the steel bar bundle is formed by twisting a plurality of steel bars into one strand; the construction method comprises the following steps: and steel pipes are placed in the holes, a plurality of steel bar bundles are placed in the steel pipes, and the steel pipe structures among different steel pipes are staggered.
And paving filling soil A and planting vine climbing for greening on the inclined plane on one side of the bearing platform.
And the upper end surface of the back pressure concrete wall body is a plane, and filling soil B is laid and greening is carried out.
The tunnel entering structure for stabilizing the mountain body under the large-bias terrain in the construction stage is as follows:
the exposed arc surface of the backfill cement soil of the cross section of the tunnel is a retaining arch, the upper end of the retaining arch is connected with a retaining arch cushion block, the retaining arch cushion block is arranged along the terrain of the mountain, the lower end of the retaining arch is connected with the upper end surface of a bearing platform, and the lower end of the bearing platform is anchored with the mountain through an anti-skidding miniature pile; and a back pressure concrete wall body is poured on the bias pressure outer side surface of the retaining arch, and the lower end of the back pressure concrete wall body is anchored with the upper end surface of the bearing platform through a connecting steel bar.
And a locking steel pipe is arranged in the arch protection cushion block, one end of the locking steel pipe is anchored into a mountain, and the other end of the locking steel pipe penetrates through the arch protection cushion block to be connected with the end part of the arch protection profile steel.
And a layer of reinforcing mesh is laid at the pile head at the end part of the connecting reinforcing steel bar at the lower part of the bearing platform.
The concrete pile body of the anti-sliding micro pile is internally provided with a steel pipe, the center in the steel pipe is provided with a steel bar bundle, and the steel bar bundle is formed by twisting a plurality of steel bars into one strand.
And the upper end surface of the back pressure concrete wall body is a plane, and filling soil B is laid and greening is carried out.
And (5) paving filling soil A on the plane on one side of the bearing platform and greening.
And planting climbing vines on the inclined plane on one side of the bearing platform for greening.
The structural principle of the utility model is as follows:
the back pressure concrete wall supports and bears bias pressure on a mountain body, and prevents soil or surrounding rocks on the mountain body from sinking, the lower end of the back pressure concrete wall is provided with a bearing platform support, the bearing platform is anchored on a mountain body inclined plane through the anchoring effect of the anti-sliding micro-piles to provide supporting force for the back pressure concrete wall, lateral pressure generated by the back pressure concrete wall due to the bias pressure overcomes lateral shearing force through connecting steel bars, and then the protection effect is achieved on a protection arch inside the back pressure concrete wall, the protection arch is prevented from cracking and deforming under the action of force, and finally the tunnel is protected from entering the tunnel.
The utility model has the advantages that:
1. according to the utility model, the bearing platform is arranged on one side of the bias mountain, the miniature anti-slide pile is arranged at the bottom of the bearing platform, the pile body and the bearing platform form an anti-slide system, and meanwhile, the anti-slide miniature pile and the upper back pressure concrete form a whole, so that the tunnel cracking deformation caused by extruding the tunnel by the surrounding rock can be greatly prevented, the tunnel safety is prevented from being endangered by the downward sliding of the mountain, the phenomena of sinking of the tunnel and the like are prevented, and the construction safety of the tunnel entering the tunnel under the large bias terrain is greatly improved.
2. According to the utility model, the top of the tunnel is backfilled with cement soil, then excavation is carried out, and the method belongs to zero excavation, and only simple surface cleaning is needed for artificial surrounding rock terrain construction without disturbance to mountain excavation.
3. According to the utility model, the cement soil is reversely pressed to form an artificial tunnel top filling layer, on one hand, the cement soil is firmer and anti-skidding than the original soil, so that the soil body landslide can be better prevented, and meanwhile, the cement soil has a better stress transfer effect than the common soil body, so that the set anti-skidding structural system can better control the deformation of the mountain body in the excavation process, and the mountain body is prevented from loosening, and further sliding is induced. Compared with the traditional method for protecting the tunnel in the bias terrain, the method for protecting the tunnel in the bias terrain by adopting the retaining wall and the pile protection structure belongs to an active supporting form, adopts a comprehensive system of the anti-sliding micro pile, the back pressure concrete wall, the cement soil, the tunnel structure and the mountain body, can prevent the mountain body from sliding in the early stage, fully utilizes the bearing capacity of the mountain body, reduces the bias load of the tunnel, and improves the safety and the economy. Meanwhile, after the tunnel construction is finished, a back pressure balance force can be applied to the tunnel structure, and internal forces such as bending moment and the like generated by the tunnel structure under the action of bias voltage are reduced, so that the safety, the durability and the economy are improved.
4. The method is suitable for tunnel entrance construction of most tunnels with large bias landforms, has high practicability and is widely popularized in the field.
5. The arch protection cushion block and the locking steel pipe structure provided by the utility model play a positive role in stabilizing the arch protection and can prevent the arch protection from loosening, falling and deforming.
6. The cross section structure of the miniature slide-resistant pile is a composite structure of concrete, a steel pipe and a steel bar bundle, and has extremely strong shear resistance, according to experimental measurement, the concrete and cage-shaped steel bar slide-resistant pile with the same diameter is adopted, and under the condition that the steel consumption is the same, the shear resistance of the miniature slide-resistant pile with the composite structure of the concrete, the steel pipe and the steel bar bundle is 2.5 times that of the miniature slide-resistant pile with the composite structure of the concrete, the steel pipe and the steel bar bundle is adopted, because the slide-resistant pile with the composite structure has a multilayer annular structure, each annular structure has strong shear resistance, the shear force can be smoothly transmitted to a steel bar strand of a core part through the multilayer structures, and the steel bar strand bears the main shear resistance. Therefore, compared with the condition that the concrete and cage type steel bar slide-resistant pile is easily damaged and cracked by shearing force gradually from the edge, the safety is higher.
Description of the drawings:
FIG. 1 is a schematic cross-sectional view of the tunnel of the present invention;
FIG. 2 is a schematic view of the connection structure of the arch protection steel frame and the pipe shed guide pipe;
FIG. 3 is a schematic cross-sectional structure of a slide-resistant micro-pile;
the serial numbers and component names in the figures are: 1. backfilling cement soil; 2. a bearing platform; 21. anti-skid micro-piles; 211. a steel pipe; 212. a tendon; 22. a reinforcing mesh; 3. filling soil A; 4. back-pressing the concrete wall; 41. connecting reinforcing steel bars; 5. filling soil B; 6. an arch protecting cushion block; 61. locking the steel pipe; 7. protecting an arch; 71. a pipe shed guide pipe; 72. fixing the steel bars; 73. and (4) arch protection section steel.
Detailed Description
Example 1
A tunnel cave-entering construction method for stabilizing a mountain body under large-bias terrain comprises the following steps:
(1) foundation and anti-skid treatment
(1-1) clearing the surface of a large bias mountain, leveling the field, then drilling holes by using the leveled field and adopting a down-the-hole drill, wherein a root canal drilling measure or a drilling measure after pre-grouting can be adopted according to a hole collapse condition in the drilling process;
(1-2) adopting pressure pouring cement mortar or fine stone concrete to pour into the hole to form the anti-sliding micro pile;
(1-3) breaking a pile head with the top not smaller than 50cm of the anti-sliding micro pile, exposing the steel pipe and the steel bar bundle, and laying a layer of steel bar mesh on the top of the pile head;
(1-4) embedding connecting reinforcing steel bars of the counter-pressure concrete and the bearing platform, and pouring the concrete bearing platform;
(2) mountain back pressure
(2-1) preparing cement slurry with strong fluidity;
(2-2) taking soil nearby, mixing cement slurry to prepare cement soil, carrying out back pressure on the cement soil, and making the exposed shape of the cement soil into arc-shaped back pressure concrete by adopting machinery;
(3) construction of arch protection and back pressure concrete wall
(3-1) constructing an arch protection cushion block, wherein the arch protection cushion block is arranged along the terrain;
(3-2) constructing a locking steel pipe, wherein one end of the locking steel pipe is anchored into the original rock mountain, and the other end of the locking steel pipe extends out of the arch protection cushion block by a connecting joint;
(3-3) installing an arch protection steel frame, reserving a guide pipe applied by a pipe shed at the lower end of the arch protection steel frame, effectively connecting the lock feet with the arch protection profile steel, and connecting construction spray concrete to form an arch protection;
and (3-4) installing an outer side template, and pouring a back pressure concrete wall body by using the inner side template formed by the protective arch and the installed outer side template.
(4) Construction of auxiliary measures for entering hole
(4-1) constructing a pipe shed construction sleeve arch, and installing a guide pipe in the sleeve arch;
(4-2) constructing the long pipe shed by using guide pipes in the cover arch and the protective arch;
(5) excavation of hidden tunnel of arch protection section
(5-1) excavating the original rock mountain body and backfilled cement soil by adopting a core soil method or a side wall pit guiding method, wherein the excavation footage is not more than one steel frame each time;
(5-2) immediately installing a primary support steel frame after excavating an exposed surface, and completing concrete spraying pouring;
(5-3) after the construction space is reserved, rapidly completing an inverted arch closed loop, and performing necessary foundation treatment on the sections with insufficient foundation bearing capacity;
a steel pipe is arranged in a concrete pile body of the anti-sliding micro pile, a steel bar bundle is arranged at the center in the steel pipe, and the steel bar bundle is formed by twisting a plurality of steel bars into one strand; the construction method comprises the following steps: and steel pipes are placed in the holes, a plurality of steel bar bundles are placed in the steel pipes, and the steel pipe structures among different steel pipes are staggered.
And paving filling soil A and planting vine climbing for greening on the inclined plane on one side of the bearing platform.
And the upper end surface of the back pressure concrete wall body is a plane, and filling soil B is laid and greening is carried out.
The application example is as follows:
the method is widely applied to large bias terrains of tunnels, and by adopting the tunnel entering method, continuous deformation caused by tunnel excavation can be greatly reduced, and the problems of loosening of mountain bodies in the excavation process, large bias load, continuous deformation and cracking of supports and the like caused by the loosening are avoided. Compared with the repeated control in the conventional large bias excavation process, the method can effectively reduce the construction period by more than half, reduce the engineering cost by more than 50 percent and greatly improve the safety.
Through inspection, compared with the common method for directly excavating the mountain, the construction method provided by the utility model has the advantages that the surrounding rock of the tunnel is the natural rock and the soil, and the micro-deformation of the tunnel is reduced by 70%.
Claims (4)
1. A tunnel cave-entering construction method for stabilizing a mountain body under large-bias terrain is characterized by comprising the following steps:
(1) foundation and anti-skid treatment
(1-1) clearing the surface of a large bias mountain, leveling the field, then drilling holes by using the leveled field and adopting a down-the-hole drill, wherein a root canal drilling measure or a drilling measure after pre-grouting can be adopted according to a hole collapse condition in the drilling process;
(1-2) adopting pressure pouring cement mortar or fine stone concrete to pour into the hole to form the anti-sliding micro pile;
(1-3) breaking a pile head with the top not smaller than 50cm of the anti-sliding micro pile, exposing the steel pipe and the steel bar bundle, and laying a layer of steel bar mesh on the top of the pile head;
(1-4) embedding connecting reinforcing steel bars of the counter-pressure concrete and the bearing platform, and pouring the concrete bearing platform;
(2) mountain back pressure
(2-1) preparing cement slurry with strong fluidity;
(2-2) taking soil nearby, mixing cement slurry to prepare cement soil, carrying out back pressure on the cement soil, and making the exposed shape of the cement soil into arc-shaped back pressure concrete by adopting machinery;
(3) construction of arch protection and back pressure concrete wall
(3-1) constructing an arch protection cushion block, wherein the arch protection cushion block is arranged along the terrain;
(3-2) constructing a locking steel pipe, wherein one end of the locking steel pipe is anchored into the original rock mountain, and the other end of the locking steel pipe extends out of the arch protection cushion block by a connecting joint;
(3-3) installing an arch protection steel frame, reserving a guide pipe applied by a pipe shed at the lower end of the arch protection steel frame, effectively connecting the lock feet with the arch protection profile steel, and connecting construction spray concrete to form an arch protection;
(3-4) installing an outer side template, and pouring a back pressure concrete wall body by using the inner side template formed by the arch protection and the installed outer side template;
(4) construction of auxiliary measures for entering hole
(4-1) constructing a pipe shed construction sleeve arch, and installing a guide pipe in the sleeve arch;
(4-2) constructing the long pipe shed by using guide pipes in the cover arch and the protective arch;
(5) excavation of hidden tunnel of arch protection section
(5-1) excavating the original rock mountain body and backfilled cement soil by adopting a core soil method or a side wall pit guiding method, wherein the excavation footage is not more than one steel frame each time;
(5-2) immediately installing a primary support steel frame after excavating an exposed surface, and completing concrete spraying pouring;
and (5-3) after the construction space is reserved, quickly completing an inverted arch closed loop, and performing necessary foundation treatment on the section with insufficient foundation bearing capacity.
2. A tunnel boring construction method for stabilizing mountain bodies under large bias terrains according to claim 1, wherein a steel pipe is arranged in the concrete pile body of the anti-slide micro pile, a steel bar bundle is arranged in the center of the steel pipe, and the steel bar bundle is formed by twisting a plurality of steel bars into one; the construction method comprises the following steps: and steel pipes are placed in the holes, a plurality of steel bar bundles are placed in the steel pipes, and the steel pipe structures among different steel pipes are staggered.
3. The tunnel cave-in construction method for stabilizing the mountain body under the large-bias terrain according to claim 1, wherein the slope on one side of the bearing platform is paved with filling soil A and planted with climbing vines for greening.
4. A tunnel boring construction method for stabilizing mountain bodies under large bias terrains according to claim 1, wherein the upper end face of the back pressure concrete wall body is a plane, and filling soil B is laid and afforested.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111635608.8A CN114233301B (en) | 2021-12-29 | 2021-12-29 | Tunnel hole entering construction method for stabilizing mountain under large-bias terrain |
Applications Claiming Priority (1)
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| CN115539073A (en) * | 2022-10-11 | 2022-12-30 | 新疆北新路桥集团股份有限公司 | Bias tunnel hole entering method |
| CN116906073A (en) * | 2023-08-01 | 2023-10-20 | 中铁大桥勘测设计院集团有限公司 | Tunnel entering structure capable of being used for abrupt tunnel on landscape slope and construction method |
| CN119981955A (en) * | 2025-04-15 | 2025-05-13 | 湖南省交通规划勘察设计院有限公司 | A tunnel construction method for steep rock and soil in complex terrain |
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| CN114233301B (en) | 2024-05-10 |
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