CN216477357U - Tunnel in-tunnel construction structure for stabilizing mountain under large bias terrain - Google Patents
Tunnel in-tunnel construction structure for stabilizing mountain under large bias terrain Download PDFInfo
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- CN216477357U CN216477357U CN202123355381.XU CN202123355381U CN216477357U CN 216477357 U CN216477357 U CN 216477357U CN 202123355381 U CN202123355381 U CN 202123355381U CN 216477357 U CN216477357 U CN 216477357U
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Abstract
The utility model particularly relates to a tunnel cave-in construction structure for stabilizing mountain under large bias terrain, the exposed arc surface of 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. The utility model provides a under bias voltage geological conditions, the safe and reliable construction that the tunnel entered the hole excavation has and can prevent that country rock extrusion tunnel from producing tunnel fracture deformation, prevents that the massif from gliding endangers tunnel safety, prevents the emergence of phenomenons such as tunnel settlement, has greatly improved the construction safety that the tunnel entered the hole under the big bias voltage topography.
Description
Technical Field
The utility model relates to a tunnel construction technical field specifically is a tunnel that stabilizes massif under big bias voltage topography advances hole construction structures.
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.
Disclosure of Invention
The utility model aims at providing a tunnel of stabilizing the massif under big bias voltage topography advances hole construction structures, has solved under bias voltage geological conditions, and the safe and reliable construction that the tunnel advances the hole excavation has and to prevent that country rock extrusion tunnel from producing tunnel fracture deformation, prevents that the massif from gliding endangers tunnel safety, prevents the emergence of phenomenons such as tunnel settlement, has greatly improved the construction safety that the tunnel advances the hole under the big bias voltage topography.
In order to achieve the above purpose, the technical scheme of the utility model is as follows:
a tunnel cave-in construction structure for stabilizing a mountain under large bias terrain is characterized in that an exposed arc surface of backfill cement soil of a tunnel cross section is an arch protector, the upper end of the arch protector is connected with an arch protector cushion block, the arch protector cushion block is arranged along the mountain terrain, the lower end of the arch protector 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-skid 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.
A tunnel cave-entering construction structure for stabilizing a mountain body under large-bias terrain comprises the following steps:
stabilize tunnel of massif and advance hole construction structures under big bias voltage topography, include the following step:
(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 of not less than 50cm of the anti-sliding micro pile, exposing the steel pipe and the steel bar bundle, and paving 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 structural principle of the invention 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 invention, 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 invention, 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 invention, 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 invention 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 view of the cross section structure of the tunnel entering hole 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 of the utility model;
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-in construction structure for stabilizing a mountain under large bias terrain is characterized in that an exposed arc surface of backfill cement soil 1 of the cross section of a tunnel is an arch protection 7, the upper end of the arch protection 7 is connected with an arch protection cushion block 6, the arch protection cushion block 6 is arranged along the mountain terrain, the lower end of the arch protection 7 is connected with the upper end surface of a bearing platform 2, and the lower end of the bearing platform 2 is anchored with the mountain through an anti-skid miniature pile 21; the back pressure concrete wall body 4 is poured on the bias pressure outer side surface of the retaining arch 7, and the lower end of the back pressure concrete wall body 4 and the upper end surface of the bearing platform 2 are anchored through the connecting steel bar 41.
A lock leg steel pipe 61 is arranged in the arch protection cushion block 6, one end of the lock leg steel pipe 61 is anchored into a mountain, and the other end of the lock leg steel pipe 61 penetrates through the arch protection cushion block 6 to be connected with the end part of the arch protection section steel 73.
A layer of reinforcing mesh 22 is laid at the end pile head of the connecting steel bar 41 at the lower part of the bearing platform 2.
A steel pipe 211 is arranged in the concrete pile body of the anti-sliding micro pile 21, a tendon 212 is arranged at the center in the steel pipe 211, and the tendon 212 is formed by twisting a plurality of strands of steel bars into one strand.
The upper end surface of the back pressure concrete wall 4 is a plane, and the filling soil B is laid and greened.
And (3) paving and filling soil A on the plane on one side of the bearing platform 2 for greening.
And planting climbing vines on the inclined plane on one side of the bearing platform 2 for greening.
Claims (7)
1. The utility model provides a tunnel of stabilizing massif advances hole construction structures under big bias voltage topography which characterized in that: the exposed arc surface of backfill cement soil (1) of the cross section of the tunnel is a retaining arch (7), the upper end of the retaining arch (7) is connected with a retaining arch cushion block (6), the retaining arch cushion block (6) is arranged along the terrain of a mountain, the lower end of the retaining arch (7) is connected with the upper end surface of a bearing platform (2), and the lower end of the bearing platform (2) is anchored with the mountain through an anti-skid miniature pile (21); and a back pressure concrete wall body (4) is poured on the bias pressure outer side surface of the protective arch (7), and the lower end of the back pressure concrete wall body (4) and the upper end surface of the bearing platform (2) are anchored through a connecting steel bar (41).
2. The tunnel boring construction structure for stabilizing mountains under high-bias terrains according to claim 1, wherein a locking steel pipe (61) is arranged in the arch protection cushion block (6), one end of the locking steel pipe (61) is anchored into the mountains, and the other end of the locking steel pipe (61) penetrates through the arch protection cushion block (6) to be connected with the end of the arch protection steel (73).
3. A tunnel boring construction structure for stabilizing mountain bodies under large bias landforms according to claim 1, wherein a layer of reinforcing mesh (22) is laid on the pile heads at the ends of the connecting bars (41) at the lower part of the cap (2).
4. A tunnel boring construction structure for stabilizing mountains under large-deviation terrain according to claim 1, wherein the steel pipes (211) are provided in the concrete pile bodies of the anti-skid micro piles (21), the tendons (212) are provided in the steel pipes (211) at the center, and the tendons (212) are formed by twisting a plurality of strands of steel bars into one strand.
5. A tunnel cave-in construction structure for stabilizing mountain bodies under large-bias terrains according to claim 1, characterized in that the upper end surface of the back-pressure concrete wall body (4) is a plane, and is paved with filling soil B for greening.
6. The tunnel boring construction structure for stabilizing mountains under large bias terrains according to claim 1, wherein the flat surface on one side of the bearing platform (2) is paved with filling soil A and greened.
7. The tunnel cave-in construction structure for stabilizing the mountain body under the large-bias terrain according to claim 1, wherein the slope at one side of the bearing platform (2) is planted with climbing vines for greening.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123355381.XU CN216477357U (en) | 2021-12-29 | 2021-12-29 | Tunnel in-tunnel construction structure for stabilizing mountain under large bias terrain |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123355381.XU CN216477357U (en) | 2021-12-29 | 2021-12-29 | Tunnel in-tunnel construction structure for stabilizing mountain under large bias terrain |
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| CN216477357U true CN216477357U (en) | 2022-05-10 |
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| CN202123355381.XU Active CN216477357U (en) | 2021-12-29 | 2021-12-29 | Tunnel in-tunnel construction structure for stabilizing mountain under large bias terrain |
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- 2021-12-29 CN CN202123355381.XU patent/CN216477357U/en active Active
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