CN214660200U - Stiffening beam disposal structure of tunnel bottom karst cave - Google Patents
Stiffening beam disposal structure of tunnel bottom karst cave Download PDFInfo
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- CN214660200U CN214660200U CN202120656607.0U CN202120656607U CN214660200U CN 214660200 U CN214660200 U CN 214660200U CN 202120656607 U CN202120656607 U CN 202120656607U CN 214660200 U CN214660200 U CN 214660200U
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Abstract
The utility model discloses a structure is dealt with to stiffening beam of tunnel bottom solution cavity contains the tunnel, is located the solution cavity of tunnel level to one side and lower part, fills in tunnel lower part solution cavity from up be the lamella stone layer, metalling and concrete down in proper order, connect the stiffening beam between the inverted arch of concrete and tunnel, connect in the level to the spray concrete layer between solution cavity and the tunnel, connect in the level to the local stock between solution cavity and the rock mass and the cartridge stock of being connected between tunnel and the rock mass. The utility model is beneficial to ensuring the bearing of the bottom of the tunnel and the construction progress through the filling of the stone layer and the gravel layer to the solution cavity at the lower part of the tunnel; the arrangement of the reinforcing beam is beneficial to reinforcing the concrete filling layer below the tunnel inverted arch, and the reinforcing beam has buffering and weakening effects on asymmetric acting force; through the setting of shotcrete layer, strengthened being connected between solution cavity and the tunnel on the one hand, on the other hand has consolidated the contact of solution cavity boundary and rock mass.
Description
Technical Field
The utility model belongs to the technical field of the tunnel construction, in particular to stiffening beam of tunnel bottom solution cavity deals with structure.
Background
In the process of tunnel construction, special geology such as karst caves and the like are often encountered, and particularly in the southwest region, the styles and the situations of the karst caves are more complicated and changeable. The karst cave is an underground corrosion phenomenon formed by the chemical action and the mechanical destruction action of surface water and underground water on a soluble rock stratum. When the karst cave is in tunnel construction layer one side and below, be changeed and cause adverse effect to the tunnel construction, and because the large pertinence of needs of karst cave area is handled. The influence of the karst on the tunnel is mainly shown in that the structure is partially or completely suspended, so that the reliability of the tunnel in use is reduced; and the water gushes in seasonal karst caves, and unsafe and unstable factors are brought to tunnel construction and systems.
SUMMERY OF THE UTILITY MODEL
The utility model provides a structure is dealt with to stiffening beam of tunnel bottom solution cavity for fill, reinforcement and drainage scheduling technical problem when having level and lower part even intercommunication type solution cavity in solving tunnel construction.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the utility model provides a structure is dealt with to stiffening beam of tunnel bottom solution cavity, contains the tunnel, is located the solution cavity of tunnel level to one side and lower part, fills in tunnel lower part solution cavity from up being in proper order down for sheet stone layer, metalling and concrete, connect the stiffening beam between the inverted arch of concrete and tunnel, connect in the level to the injection concrete layer between solution cavity and the tunnel, connect in the level to the local stock between solution cavity and the rock mass and the cartridge stock of being connected between tunnel and the rock mass.
Further, the tunnel comprises a primary lining, a secondary lining, an arch center connected between the primary lining and the secondary lining, and drainage ditches arranged at two sides of the bottom in the tunnel; a reserved deformation layer and a waterproof layer are further arranged between the second lining and the arch center, and a reinforcing mesh is arranged between the arch center and the primary lining.
Furthermore, one side of the boundary of the karst cave at the lower part of the tunnel is far away from the tunnel, and the boundary of one side close to the tunnel does not exceed the outermost side boundary of the tunnel; the adjacent end of the part of the karst cave on one horizontal side of the tunnel and the tunnel does not exceed the top of the tunnel.
Furthermore, the sprayed concrete layer is arc-shaped, and concrete and a reserved grouting pipe reserved with pouring concrete are filled between the sprayed concrete layer and the primary lining of the tunnel.
Furthermore, the stiffening beam is the cuboid, and the stiffening beam contains along the annular horizontal muscle of tunnel, the long horizontal muscle that is connected and sets up along the tunnel axial with horizontal muscle and connects in horizontal muscle and the stirrup of long horizontal muscle.
Furthermore, the transverse horizontal ribs and the long horizontal ribs are arranged in a mesh shape, and tie bars are connected between adjacent mesh-shaped reinforcing steel bars.
Furthermore, the extension line of the filling boundary line of the lithotripsy layer at least exceeds the central line of the tunnel, the lower part and the upper part of the lithotripsy in the lithotripsy layer are large, and the thickness is not less than 15-30 cm; the thickness of the crushed stone layer is not less than 50mm, and the particle size of the crushed stone in the crushed stone layer is 3-5 cm.
Furthermore, a sprayed concrete layer is arranged between the part of the karst cave on the horizontal side of the tunnel and the rock body.
Further, the local anchor rod is connected to the top of the karst cave and the position of the broken belt, and the local anchor rod is symmetrically arranged at the corner.
Further, the drainage ditch is connected with the karst cave through a drainage connecting pipe; and a filter screen is arranged at the bottom of the drainage connecting pipe, and the drainage connecting pipe is arranged on the karst cave at intervals.
The beneficial effects of the utility model are embodied in:
1) the utility model is beneficial to ensuring the bearing of the bottom of the tunnel by filling the karst cave at the lower part of the tunnel through the stone layer and the gravel layer, wherein the filling particle diameter is smaller and smaller from bottom to top, thus being beneficial to further ensuring the construction progress under the condition of ensuring the stress;
2) the reinforcing beam is arranged, so that the concrete filling layer below the tunnel inverted arch can be reinforced, and the reinforcing beam has buffering and weakening effects on asymmetric acting force formed between the tunnel and the karst cave;
3) the utility model strengthens the connection between the karst cave and the tunnel and strengthens the contact between the karst cave boundary and the rock mass through the arrangement of the sprayed concrete layer;
in addition, the utility model further strengthens the karst cave and the rock mass around the tunnel through the local anchor rods, the explosive cartridge anchor rods and the like, and intensively discharges the water generated in the tunnel and the karst cave through the drainage ditch; additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.
Drawings
FIG. 1 is a schematic view of a reinforcing beam disposal structure of a cave at the bottom of a tunnel;
FIG. 2 is a schematic diagram of a tunnel and its connection structure;
FIG. 3 is a schematic cross-sectional view of the reinforcement beam transverse reinforcement;
FIG. 4 is a schematic cross-sectional view of the longitudinal reinforcement of the reinforcement beam;
fig. 5 is a schematic view of a planar reinforcing bar of the reinforcing beam.
Reference numerals: 1-tunnel, 2-karst cave, 3-rubble layer, 4-rubble layer, 5-reinforcing beam, 51-stirrup, 52-horizontal rib, 53-long horizontal rib, 54-high end, 55-horizontal end, 56-long end, 6-karst cave boundary line, 7-sprayed concrete layer, 8-concrete, 9-local anchor rod, 10-reserved grouting pipe, 11-primary lining, 12-arch frame, 13-secondary lining, 14-medicated roll anchor rod, 15-drainage ditch, 16-arch forming line, 17-design base line and 18-inverted arch.
Detailed Description
Taking a certain tunnel project in the south of the west as an example, a large karst cave 2 is uncovered at the bottom position of a lower step arch camber line 16 which is not excavated in a tunnel 1, and the size of the karst cave 2 is as follows: the longitudinal direction is about 11m, the width is about 23m, the depth is about 30m, the hollow cavern 2 extends to the outer side of the arch waist by about 14m and extends downwards by 30 m. The position of the karst cave 2 in the cave passes through the road at the top of the tunnel 1, no water flow is seen at the bottom of the karst cave 2, and part of blast cave slag covers the bottom of the cave.
As shown in fig. 1 to 5, determining the position of the karst cave 2 according to the ascertained karst cave boundary line 6; the karst cave 2 is far away from the tunnel 1 at one side of the boundary of the lower part of the tunnel 1, and the boundary of one side close to the tunnel 1 does not exceed the outermost boundary of the tunnel 1; the adjacent end of the part of the karst cave 2 on the horizontal side of the tunnel 1 and the tunnel 1 does not exceed the top of the tunnel 1. The utility model provides a structure is dealt with to stiffening beam of tunnel bottom solution cavity, contain tunnel 1, be located tunnel 1 level to one side and the solution cavity 2 of lower part, fill in 1 lower part solution cavity 2 in tunnel 1 from up being in proper order from the following for sheet stone layer 3, rubble layer 4 and concrete 8, connect stiffening beam 5 between the inverted arch 18 of concrete 8 and tunnel 1, connect in the level to the injection concrete layer 7 between solution cavity 2 and tunnel 1, connect in the level to local stock 9 between solution cavity 2 and the rock mass, and the cartridge anchor 14 of being connected between tunnel 1 and the rock mass. And a sprayed concrete layer 7 is arranged between the part of the karst cave 2 on the horizontal side of the tunnel 1 and the rock mass. The partial anchor rods 9 are connected to the top of the cavern 2 and the fracture zone, and the partial anchor rods 9 are symmetrically arranged about the corners.
As shown in fig. 1 and 2, the tunnel 1 includes a primary lining 11, a secondary lining 13, an arch 12 connected between the primary lining 11 and the secondary lining 13, and drainage gutters 15 provided at both sides of the bottom in the tunnel 1. A reserved deformation layer and a waterproof layer are further arranged between the second lining 13 and the arch center 12, and a reinforcing mesh is arranged between the arch center 12 and the primary lining 11.
In the embodiment, 350g/m of non-woven geotextile plus two layers of 1.5 mm-thick waterproof plates are laid between the secondary lining 13 and the steel arch frame 12 of the primary support; the section of the second liner 13 is about 12m, and two ends of the second liner adopt anti-seismic seams
As shown in fig. 3 to 5, fig. 1 is a schematic view showing the connection of reinforcing bars at the high end 54 and the transverse end 55 of the reinforcing beam 5, fig. 2 is a schematic view showing the connection of reinforcing bars at the high end 54 and the long end 56 of the reinforcing beam 5, and fig. 3 is a schematic view showing the plane of the transverse end 55 and the long end 56 of the reinforcing beam 5; in the figure, firstly, the reinforcement beams 5 are distributed along the circumferential direction of the hooping 51 of the tunnel 1, secondly, the reinforcement beams 5 are distributed along the transverse horizontal ribs on the long horizontal ribs 53, and thirdly, the reinforcement beams 5 are distributed along the axial direction of the hooping 51 of the tunnel 1. The stiffening beam 5 is the cuboid, and the stiffening beam 5 contains along the horizontal muscle 52 of tunnel 1 hoop, be connected and along the long horizontal muscle 53 of tunnel 1 axial setting and connect in horizontal muscle 52 and the stirrup 51 of long horizontal muscle 53 with horizontal muscle 52. The horizontal ribs 52 and the long horizontal ribs 53 are arranged in a mesh shape, and tie bars are connected between adjacent mesh-shaped reinforcing bars.
In this embodiment, when the reinforcing beam 5 is manufactured, the upper step arch camber line 16 is backfilled with rubbles, the excavation front of the section is skipped, after settlement observation, the excess rubbles are excavated and the reinforcing beam 5 is manufactured, and the remaining cavity is densely filled with C15 concrete 8.
In the embodiment, a C3O reinforced concrete 8 reinforcing beam 5 is arranged below the side wall inverted arch 18, the width of the beam is 4.7 meters, the height of the beam is 1.5 meters, the length of the beam is measured by 12 meters temporarily, and the beam can be adjusted properly according to the size of the karst cave 2. The reinforcement beam 5 must be seated on the intact stable bedrock and extend into the bedrock over a lap length of not less than 1 meter.
In the embodiment, the extension line of the filling boundary line of the flaky stone layer 3 at least exceeds the central line of the tunnel 1, the lower part of the flaky stone in the flaky stone layer 3 is large, the upper part of the flaky stone is small, and the thickness of the flaky stone layer is not less than 15-30 cm; the thickness of the gravel layer 4 is not less than 50mm, and the particle size of the gravel in the gravel layer 4 is 3-5 cm.
In this embodiment, according to the design baseline 17, the drainage ditch 15 on both sides of the tunnel is specified, and the drainage ditch 15 is connected with the karst cave 2 through a drainage connecting pipe. The bottom of the drainage connecting pipe is provided with a filter screen, and the drainage connecting pipe is arranged on the karst cave 2 at intervals. The annular drainage blind ditch is also arranged, adopts FH100 soft permeable semicircular drainage pipes and is uniformly paved along the longitudinal direction of the primary support surface, and one drainage blind ditch is arranged at the section of 2m, so that the local water quantity can be increased as required when the local water quantity is large; after the tunnel 1 is excavated, a strand-shaped water seepage part is formed, 1-3 FH100 soft permeable semicircular water drainage pipes are laid along the rock surface for drainage, in order to enable the semicircular water drainage pipes to be closely attached to the rock surface, concrete 8 with the thickness of 2-5 cm is sprayed on the tunnel 1 after the tunnel is excavated, and then the semicircular water drainage pipes are laid; leading through longitudinal drains to drains 15 or central gutters of the tunnel 1.
During on-site construction, the corresponding arch frame 12 at the karst cave 2 is firstly dismantled, the support is widened towards the left side, the karst cave 2 is backfilled by the stone blocks and the stone chips to form the stone layer 3, and the primary support is reinforced. The broken position of solution cavity 2 is strutted through local stock 9 and shotcrete layer 7, then carries out arch portion preliminary bracing bow member 12 and mainly plays the safety protection effect, adopts the parking area to strut the parameter, crosses solution cavity 2 toward the construction purpose of big pile number direction and is let the sufficient nature of backfill subside, and back end construction slag car also plays the rolling effect.
The sprayed concrete layer 7 is arc-shaped, and concrete 8 and a reserved grouting pipe 10 reserved with the poured concrete 8 are filled between the sprayed concrete layer 7 and the primary lining 11 of the tunnel 1. Wherein the leading pipe shed grouting is considered according to 15m, and T76 self-drilling type spiral pipe shed grouting is adopted. The guide pipe adopts 35 phi 133X 4 steel pipes, each T76 spiral pipe is 15m in length, the distance is 40cm, and 2 phi 22 steel bars are adopted for circumferential fixation. The sleeve arch adopts C25 sprayed concrete 8 with the thickness of 50cm, the distance and the angle of the guide pipes are strictly controlled, and the external insertion angle of the small guide pipe is 3-5 degrees.
When the corresponding arch centering 12 at the karst cave 2 is dismantled, the arch centering is widened by 3m towards the left side, primary support is adopted, and plugging is carried out at the later stage. After settlement is basically stable and is adjusted according to the arrangement of the subsequent construction period from half a year to one year, backfill materials within the lining range and below 50cm are excavated, a crushed stone layer 4 of 50cm is backfilled, rolling is carried out, then a reinforcing beam 5 is constructed, a primary lining 11 is constructed, primary support is manufactured by adopting Z5b support parameters, a C15 concrete 8 side wall is poured and backfilled to the lining pouring edge, then a lower step is constructed, a secondary lining 13 is constructed and cast, and therefore the disposal of the karst cave 2 is completed. In addition, the side wall and the vault cavity of the 2-section karst cave are backfilled. And in the later stage, the side wall and the vault cavity of the karst cave 2 section adopt corresponding karst cave 2 part design schemes.
The above description is only for the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be considered by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention.
Claims (10)
1. The utility model provides a structure is dealt with to stiffening beam of tunnel bottom solution cavity, a serial communication port, contain tunnel (1), be located tunnel (1) level to solution cavity (2) of one side and lower part, fill in tunnel (1) lower part solution cavity (2) from down up be sheet stone layer (3) in proper order, metalling (4) and concrete (8), connect stiffening beam (5) between inverted arch (18) of concrete (8) and tunnel (1), connect in level to injection concrete layer (7) between solution cavity (2) and tunnel (1), connect in the level to local stock (9) between solution cavity (2) and the rock mass, and medicated roll stock (14) of being connected between tunnel (1) and the rock mass.
2. A reinforced beam disposal structure for a tunnel bottom cavern according to claim 1, wherein the tunnel (1) comprises a primary lining (11), a secondary lining (13), an arch (12) connected between the primary lining (11) and the secondary lining (13), and drainage ditches (15) provided at both sides of the bottom in the tunnel (1); a reserved deformation layer and a waterproof layer are further arranged between the second lining (13) and the arch center (12), and a reinforcing mesh is arranged between the arch center (12) and the primary lining (11).
3. A reinforcing beam disposal structure of a tunnel bottom cavern as recited in claim 1, wherein the cavern (2) is far away from the tunnel (1) at the side of the boundary of the lower part of the tunnel (1), and the side adjacent to the tunnel (1) is not more than the outermost boundary of the tunnel (1); the adjacent end of the part of the karst cave (2) on the horizontal side of the tunnel (1) and the tunnel (1) does not exceed the top of the tunnel (1).
4. The structure of claim 1, wherein the shotcrete layer (7) is arc-shaped, and concrete (8) and a reserved grouting pipe (10) for pouring the concrete (8) are filled between the shotcrete layer (7) and the primary lining (11) of the tunnel (1).
5. A reinforcing beam disposal structure for a tunnel bottom cavern according to claim 1, wherein the reinforcing beam (5) is a rectangular parallelepiped, and the reinforcing beam (5) comprises a horizontal rib (52) extending along a circumferential direction of the tunnel (1), a long horizontal rib (53) connected to the horizontal rib (52) and arranged along an axial direction of the tunnel (1), and a stirrup (51) connected to the horizontal rib (52) and the long horizontal rib (53).
6. The structure of claim 5, wherein the horizontal ribs (52) and the long horizontal ribs (53) are arranged in a mesh shape, and tie bars are connected between adjacent mesh-shaped reinforcing bars.
7. A reinforcing beam disposal structure for a tunnel bottom cavern as recited in claim 1, wherein the extended line of the filling boundary of the stone layer (3) at least exceeds the central line of the tunnel (1) and the size of the stone layer (3) is not less than 15 to 30 cm; the thickness of the gravel layer (4) is not less than 50mm, and the particle size of the gravel in the gravel layer (4) is 3-5 cm.
8. A reinforcing beam handling structure of a tunnel bottom cavern in accordance with claim 1, characterized in that the cavern (2) is provided with a shotcrete layer (7) between the rock mass and the portion of the horizontal side of the tunnel (1).
9. A reinforcing beam disposal structure for a tunnel bottom cavern in accordance with claim 1, wherein the partial anchoring rods (9) are connected to the top of the cavern (2) and to the fracture zone, and the partial anchoring rods (9) are symmetrically disposed about the corners.
10. A reinforced beam disposal structure for a cave at the bottom of a tunnel according to claim 2, wherein the drainage ditch (15) is connected with the cave (2) through a drainage connection pipe; the bottom of the drainage connecting pipe is provided with a filter screen, and the drainage connecting pipe is arranged on the karst cave (2) at intervals.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202120656607.0U CN214660200U (en) | 2021-03-31 | 2021-03-31 | Stiffening beam disposal structure of tunnel bottom karst cave |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202120656607.0U CN214660200U (en) | 2021-03-31 | 2021-03-31 | Stiffening beam disposal structure of tunnel bottom karst cave |
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| CN214660200U true CN214660200U (en) | 2021-11-09 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113503166A (en) * | 2021-03-31 | 2021-10-15 | 广东冠粤路桥有限公司 | Reinforced disposal structure for karst cave at middle lower part of tunnel and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113503166A (en) * | 2021-03-31 | 2021-10-15 | 广东冠粤路桥有限公司 | Reinforced disposal structure for karst cave at middle lower part of tunnel and construction method thereof |
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