CN215292503U - Tunnel structure passing through karst cavity - Google Patents
Tunnel structure passing through karst cavity Download PDFInfo
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- CN215292503U CN215292503U CN202121122434.0U CN202121122434U CN215292503U CN 215292503 U CN215292503 U CN 215292503U CN 202121122434 U CN202121122434 U CN 202121122434U CN 215292503 U CN215292503 U CN 215292503U
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- 239000010410 layer Substances 0.000 claims abstract description 31
- 239000011241 protective layer Substances 0.000 claims abstract description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 13
- 230000001681 protective effect Effects 0.000 claims abstract description 6
- 239000004567 concrete Substances 0.000 claims description 14
- 239000011248 coating agent Substances 0.000 claims description 6
- 238000000576 coating method Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 4
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 description 12
- 230000000149 penetrating effect Effects 0.000 description 6
- 239000011435 rock Substances 0.000 description 5
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004090 dissolution Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
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Abstract
The utility model discloses a tunnel structure passing through a karst cavity, which comprises a tunnel arranged in the karst cavity under the ground and passing through the karst cavity; a bottom plate is arranged in the karst cavity, the tunnel is arranged on the bottom plate, and a group of supporting piles are arranged at the bottom of the bottom plate; the supporting piles penetrate through deposits at the bottom of the karst cavity downwards and are embedded into the stable bedrock at the lower part of the deposits; two sides of the tunnel are provided with retaining walls; a protective layer is arranged between the two protective walls on the top surface of the tunnel; a buffer layer is arranged at the top of the protective layer; a group of drain pipes which are obliquely arranged are arranged in the retaining wall, one end of each drain pipe is positioned at the bottom of the buffer layer, and the other end of each drain pipe is positioned on the outer side of the retaining wall. The utility model can ensure the integral stability and the structure safety of the tunnel passing through the karst cavity; meanwhile, the external water pressure of the tunnel can be reduced, and the safety of the tunnel structure is facilitated.
Description
Technical Field
The utility model relates to a pass through tunnel structure of karst cavity belongs to tunnel engineering technical field.
Background
With the rapid development of economy in China, capital construction projects represented by railways and highways are also developed in different places, the number of underground projects is rapidly increased, and the faced special geological conditions are more and more complex, especially the karst geological conditions. In China, the coverage area of karst geology is large, the southwest area is an enrichment area of the karst, geological conditions are complex, the problem of geological disasters is particularly prominent, in recent years, with the continuous promotion of western development strategies and the rapid development of urban subways, the project of the karst area is greatly increased, the encountered complex karst geological disasters are more frequent, and the construction technical requirements are also continuously improved. The geological disasters mainly faced by the karst tunnel construction are karsts and additional influences brought by the karsts, and because underground engineering accidents caused by the karsts are frequent, serious threats are brought to engineering construction safety, and the engineering investment is greatly increased for treating the karsts.
The formation of the karst cavity is caused by continuous dissolution, stripping and collapse of the compatible rock due to the flowing of underground water or the infiltration of surface water for a long time, the stability of the cavity wall of the karst cavity disclosed by tunnel construction is closely related to the attitude and the inclination angle of a rock stratum, the stability of the top of the karst cavity is poor, and the stability of the side wall is good. When the tunnel passes through a karst cave and a karst cavity, the tunnel is usually processed by methods such as backfill grouting and bridge crossing, wherein the backfill grouting is filled with crushed stones, soil bodies and concrete and is usually used for processing small karst caves and karst cavities; the large karst cave and the karst cavity have large space and underground water, and a bridge is usually adopted for spanning in order to avoid a large amount of backfilling and facilitate drainage, but the large karst cavity has large span and high space, so that the bridge construction difficulty is large and the investment is high. Therefore, the prior art that the tunnel passes through the karst cavity still has certain engineering limitation, has narrow application range and needs to be further improved.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a tunnel structure that passes through karst cavity to adapt to the construction of not equidimension karst cavity, it is good to have tunnel stability, and construction convenience's characteristics are big, the investment is high not enough in order to overcome the prior art construction degree of difficulty.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the utility model relates to a tunnel structure passing through a karst cavity, which comprises a tunnel arranged in the karst cavity under the ground and passing through the karst cavity; a bottom plate is arranged in the karst cavity, the tunnel is arranged on the bottom plate, and a group of supporting piles are arranged at the bottom of the bottom plate; the supporting piles penetrate through deposits at the bottom of the karst cavity downwards and are embedded into the stable bedrock at the lower part of the deposits; two sides of the tunnel are provided with retaining walls; a protective layer is arranged between the two protective walls on the top surface of the tunnel; a buffer layer is arranged at the top of the protective layer; a group of drain pipes which are obliquely arranged are arranged in the retaining wall, one end of each drain pipe is positioned at the bottom of the buffer layer, and the other end of each drain pipe is positioned on the outer side of the retaining wall.
In the tunnel structure penetrating through the karst cavity, the bottom plate and the support pile are of an integral structure formed by pouring reinforced concrete at one time; the strength of the concrete is not lower than C30, and the supporting pile is a cylindrical pile with the pile diameter of 1-1.5 m; a group of supporting piles are arranged in a row-column mode; the distance between the supporting piles is 3-6 m; the depth of the lower end of the support pile embedded into the stable bedrock is not less than 2 m.
In the tunnel structure penetrating through the karst cavity, the thickness of the bottom plate is 1-2 m, and the tunnel body of the tunnel is lined on the top surface of the bottom plate.
In the tunnel structure penetrating through the karst cavity, the retaining walls on two sides of the tunnel 5 are of a C20 concrete structure, the cross section of each retaining wall is in a right trapezoid shape, the inner sides of the retaining walls are vertical, and the slope rate of the outer sides of the retaining walls is 1: 0.2, the width of the top of the retaining wall is not less than 1.5m, and the top surface of the retaining wall is about 1m higher than the buffer layer.
In the tunnel structure penetrating through the karst cavity, a protective layer is arranged at the upper part of the tunnel, the protective layer is of a C20 concrete structure, and the thickness of the protective layer is 1 m.
In the tunnel structure penetrating through the karst cavity, the buffer layer on the top surface of the protective layer is a coarse sand layer with the thickness of 1-1.5 m.
In the tunnel structure penetrating through the karst cavity, the drain pipe is a PVC pipe with the pipe diameter of 100mm, and the opening of the drain pipe is wrapped with geotextile; a set of drain pipe sets up according to interval 3 ~ 5m along tunnel length direction, and the drain pipe water inlet is located the buffer layer bottom, and the drain pipe delivery port is less than the water inlet and stretches out from the slope of the revetment outside.
Since the technical scheme is used, compared with the prior art, the utility model discloses following beneficial effect has:
1. the tunnel bottom is equipped with bottom plate and foundation support stake, and the support stake is deep into the karst cavity bottom bedrock certain degree of depth, can guarantee superstructure's overall stability, through row's number and interval of adjustment support stake, can adapt to the different span of karst cavity, through the length of adjustment support stake, can adapt to the tunnel and pass through the different height of facing the end of karst cavity.
2. Be equipped with the revetment in tunnel both sides, the revetment forms overall structure with the tunnel lining cutting, when protecting tunnel lining cutting structure, has increased the stability in tunnel.
3. A protective layer and a buffer layer are arranged at the top of the tunnel, so that the phenomenon that rockfall is generated to destroy a tunnel lining due to local damage of karst cavity surrounding rocks at the top of the tunnel is avoided.
4. The drain pipe is reserved in the retaining wall, and the drain pipe can discharge accumulated water which is leaked and gathered from the top of the karst cavity in the buffer layer at the upper part of the tunnel, so that the external water pressure of the tunnel is reduced, and the safety of the tunnel structure is facilitated.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
The figures are labeled as follows: 1-karst cavity, 2-tunnel, 3-support pile, 4-bottom plate, 5-tunnel, 6-retaining wall, 7-protective layer, 8-buffer layer, 9-drain pipe and 10-stable bedrock.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
The tunnel structure passing through the karst cavity of the utility model comprises a tunnel 5 arranged in the karst cavity 1 under the ground and passing through the karst cavity 1, as shown in figure 1; when the tunnel 5 is manufactured, firstly, a bottom plate 4 is arranged in the karst cavity 1, the tunnel 5 is arranged on the bottom plate 4, and a group of supporting piles 3 are arranged at the bottom of the bottom plate 4; the supporting piles 3 penetrate through the deposit 2 at the bottom of the karst cavity 1 downwards and are embedded into the stable bedrock 10 at the lower part of the deposit 2; two sides of the tunnel 5 are provided with retaining walls 6; a protective layer 7 is arranged between the two protective walls 6 on the top surface of the tunnel 5; a buffer layer 8 is arranged at the top of the protective layer 7; a group of drain pipes 9 which are obliquely arranged are arranged in the retaining wall 6, one end of each drain pipe 9 is positioned at the bottom of the corresponding buffer layer 8, and the other end of each drain pipe 9 is positioned on the outer side of the retaining wall 6. The bottom plate 4 and the supporting piles 3 are of an integral structure formed by pouring reinforced concrete at one time; the strength of the concrete is not lower than C30, and the supporting pile 3 is a cylindrical pile with the pile diameter of 1-1.5 m; a group of supporting piles 3 are arranged in a row-column mode; the distance between the support piles 3 and the support piles 3 is 3-6 m; the lower end of the support pile 3 is embedded into the stable bedrock 10 to a depth of not less than 2 m. The thickness of the bottom plate 4 is 1-2 m, and the tunnel body of the tunnel 5 is lined on the top surface of the bottom plate 4. The retaining wall 6 of 5 both sides in tunnel is C20 concrete structure, and the cross-sectional shape of retaining wall 6 is right trapezoid, and 6 inboard upright retaining walls, 6 outside slope rates of retaining wall are 1: 0.2, the top width of the retaining wall 6 is not less than 1.5m, and the top surface of the retaining wall 6 is about 1m higher than the buffer layer 8. The upper part of the tunnel 5 is provided with a protective layer 7, the protective layer 7 is of a C20 concrete structure, and the thickness of the protective layer 7 is 1 m. The top surface of the protective layer 7 is a buffer layer 8, and the buffer layer 8 is a coarse sand layer with the thickness of 1-1.5 m. The drain pipe 9 is a PVC pipe with the pipe diameter of 100mm, and the opening of the drain pipe 9 is wrapped with geotextile; a set of drain pipe 9 sets up according to interval 3 ~ 5m along 5 length direction in tunnel, and 9 water inlets of drain pipe are located 8 bottoms of buffer layer, and 9 delivery ports of drain pipe are less than the water inlet and stretch out from 6 outside slopes of dado.
In specific implementation, as shown in fig. 1, the system comprises main components such as support piles 3, a bottom plate 4, a tunnel 5, a retaining wall 6, a protective layer 7, a buffer layer 8, a drain pipe 9 and the like.
The bottom of the karst cavity 1 is generally provided with a deposit 2 with a certain thickness, support piles 3 and a bottom plate 4 are arranged at the bottom of the tunnel 5 according to the space arrangement condition of the tunnel 5, and the support piles 3 are connected with structural steel bars of the bottom plate 4 to form an integral structure. The supporting pile 3 adopts a reinforced concrete bored pile, the concrete strength is not lower than C30, the supporting pile adopts a round pile to facilitate mechanical construction, the pile diameter is 1-1.5 m, the horizontal and vertical interval and the row spacing between the pile and the pile are 3-6 m, and the depth of the stable bedrock at the lower part of the embedded accumulation 2 at the bottom of the supporting pile is not less than 2m so as to ensure the structural stability.
The body lining cutting of tunnel 5 arranges on bottom plate 4, and bottom plate 4 adopts reinforced concrete structure, and the concrete strength is not less than C25, and bottom plate thickness 1 ~ 2m, bottom plate 4 are according to 5 structural transverse joints of tunnel arrange the corresponding transverse joint that sets up of condition, and the transverse joint position should stagger the position of supporting pile.
5 both sides in tunnel set up C20 concrete revetment 6 protection, and the right trapezoid is adopted to the 6 shapes of revetment, and outer wall slope rate 1: 0.2, the inner wall is upright, the top width is not less than 1.5m, the protective wall 6 is higher than the buffer layer 8 by about 1m, and the transverse seam of the protective wall 6 is consistent with the transverse seam of the bottom plate 5.
The upper portion of 5 tunnel bodies in tunnel sets up inoxidizing coating 7, and inoxidizing coating 7 adopts C20 concrete, thickness 1m to set up buffer layer 8 on inoxidizing coating upper portion, buffer layer 8 adopts coarse sand, and thickness 1 ~ 1.5m avoids 1 upper portion rockfall of karst cavity to destroy tunnel 5.
The retaining wall 6 reserves drain pipe 9, and drain pipe 9 inserts 8 bottoms of buffer layer to outside slope can be discharged the ponding that sinks by karst cavity 1 top infiltration in the buffer layer 8. The drain pipe 9 adopts the PVC pipe, and the pipe diameter is 100mm, and interval 3 ~ 5m, drill way outsourcing geotechnological cloth avoids blockking up the inefficacy.
The utility model discloses the characteristics that large-scale karst cavity span is big, the space is high have mainly been solved and the tunnel is led to pass through the problem that the construction degree of difficulty is big, the investment is high when being under construction. The utility model provides a tunnel structure passing through a karst cavity, a bottom plate and a foundation support pile are arranged at the bottom of the tunnel, and the support pile penetrates into a bedrock at the bottom of the karst cavity to a certain depth, so that the integral stability of an upper structure is ensured; the two sides of the tunnel are provided with retaining walls which form an integral structure with the tunnel lining so as to protect the tunnel lining structure; a protective layer and a buffer layer are arranged at the top of the tunnel, so that the phenomenon that the tunnel lining is damaged by falling rocks generated by local damage of karst cavity surrounding rocks at the top of the tunnel is avoided; and meanwhile, a drain pipe is reserved in the retaining wall, accumulated water on the upper part of the tunnel can be drained through the drain pipe, the external water pressure of the tunnel is reduced, and the safety of the tunnel structure is facilitated.
Claims (7)
1. A tunnel structure passing through a karst cavity comprises a tunnel (5) arranged in the karst cavity (1) under the ground and passing through the karst cavity (1); the method is characterized in that: a bottom plate (4) is arranged in the karst cavity (1), the tunnel (5) is arranged on the bottom plate (4), and a group of supporting piles (3) are arranged at the bottom of the bottom plate (4); a supporting pile (3) downwards penetrates through a deposit (2) at the bottom of the karst cavity (1) and is embedded into a stable bedrock (10) at the lower part of the deposit (2); two sides of the tunnel (5) are provided with protecting walls (6); a protective layer (7) is arranged between the two protective walls (6) on the top surface of the tunnel (5); a buffer layer (8) is arranged at the top of the protective layer (7); a group of drain pipes (9) which are obliquely arranged are arranged in the retaining wall (6), one end of each drain pipe (9) is positioned at the bottom of the buffer layer (8), and the other end of each drain pipe (9) is positioned on the outer side of the retaining wall (6).
2. The karst cavity traversing tunnel structure according to claim 1, wherein: the bottom plate (4) and the support piles (3) are of an integral structure formed by pouring reinforced concrete at one time; the strength of the concrete is not lower than C30, and the supporting pile (3) is a cylindrical pile with the pile diameter of 1-1.5 m; a group of supporting piles (3) are arranged in a row-column mode; the distance between the supporting piles (3) and the supporting piles (3) is 3-6 m; the depth of the lower end of the support pile (3) embedded into the stable bedrock (10) is not less than 2 m.
3. The karst cavity traversing tunnel structure according to claim 1, wherein: the thickness of the bottom plate (4) is 1-2 m, and the tunnel body of the tunnel (5) is lined on the top surface of the bottom plate (4).
4. The karst cavity traversing tunnel structure according to claim 1, wherein: the retaining wall (6) of tunnel (5) both sides is C20 concrete structure, and the cross-sectional shape of retaining wall (6) is right trapezoid, and retaining wall (6) inboard is upright, and retaining wall (6) outside slope rate is 1: 0.2, the width of the top of the retaining wall (6) is not less than 1.5m, and the top surface of the retaining wall (6) is about 1m higher than the buffer layer (8).
5. The karst cavity traversing tunnel structure according to claim 1, wherein: the tunnel (5) upper portion sets up inoxidizing coating (7), inoxidizing coating (7) are C20 concrete structure, inoxidizing coating (7) thickness 1 m.
6. The karst cavity traversing tunnel structure according to claim 1, wherein: the buffer layer (8) on the top surface of the protective layer (7) is a coarse sand layer with the thickness of 1-1.5 m.
7. The karst cavity traversing tunnel structure according to claim 1, wherein: the drain pipe (9) is a PVC pipe with the pipe diameter of 100mm, and the opening of the drain pipe (9) is wrapped with geotextile; a set of drain pipe (9) set up according to interval 3 ~ 5m along tunnel (5) length direction, and drain pipe (9) water inlet is located buffer layer (8) bottom, and drain pipe (9) delivery port is less than the water inlet and stretches out from revetment (6) outside slope.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121122434.0U CN215292503U (en) | 2021-05-24 | 2021-05-24 | Tunnel structure passing through karst cavity |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121122434.0U CN215292503U (en) | 2021-05-24 | 2021-05-24 | Tunnel structure passing through karst cavity |
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| CN215292503U true CN215292503U (en) | 2021-12-24 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114294013A (en) * | 2021-12-27 | 2022-04-08 | 山东科技大学 | Karst tunnel treatment method based on secondary grouting |
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- 2021-05-24 CN CN202121122434.0U patent/CN215292503U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114294013A (en) * | 2021-12-27 | 2022-04-08 | 山东科技大学 | Karst tunnel treatment method based on secondary grouting |
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