CN215444075U - Span cable bridge type tunnel structure of super-huge type solution cavity - Google Patents
Span cable bridge type tunnel structure of super-huge type solution cavity Download PDFInfo
- Publication number
- CN215444075U CN215444075U CN202120011573.XU CN202120011573U CN215444075U CN 215444075 U CN215444075 U CN 215444075U CN 202120011573 U CN202120011573 U CN 202120011573U CN 215444075 U CN215444075 U CN 215444075U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- layer
- cable
- main
- concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a suspended cable bridge type tunnel structure for crossing over an oversize karst cave, which comprises a tunnel arch part structure, a tunnel roadway system, a main cable (4) and a suspension cable (5); the tunnel traffic lane system consists of a main beam (6) and a pavement layer (7); the tunnel arch part structure comprises a lining structure (8), a waterproof layer (9) and a rockfall prevention buffer layer (10); the whole tunnel structure is characterized in that a main cable (4) and a sling (5) are fixed in a karst cavity, the main cable (4) and the sling (5) are arranged in a bilateral symmetry manner, and two ends of the main cable (4) are provided with anchoring areas (3) which are embedded in the karst cavity; the top of the sling (5) is connected with the main cable (4) through a clamping piece, and the bottom of the sling is connected with the main beam (6) and is arranged in the concrete of the tunnel lining structure at the two sides of the tunnel. The utility model has scientific and reasonable structure, safety and reliability, and greatly improves the spanning capability of the bridge in the construction of the oversize karst cave tunnel with higher top, deeper bottom and larger longitudinal span.
Description
Technical Field
The utility model belongs to the technical field of tunnel engineering, and particularly relates to a suspended cable bridge type tunnel structure spanning over an extra-large karst cave.
Background
For the tunnel crossing karst cave section, a filling scheme is generally adopted, and a roadbed form is adopted for passing. According to the conventional method, the karst cavities around the tunnel are backfilled by filling the hole slag or by adopting the grouted rubble, but for the super-huge karst hole with a higher top, a deeper bottom and a larger longitudinal span, the filling material consumption is huge, the drainage is poor, the construction period is long, the post-construction settlement is large, and the requirements on structure and operation safety are difficult to meet. If the conventional bridge span is adopted for spanning, the spanning capacity is small, the pier height is large, the construction risk in the hole is large, and the economical efficiency is poor.
Disclosure of Invention
The utility model aims to provide a suspended cable bridge type tunnel structure spanning over an oversize karst cave, aiming at the defects in the prior art. In the construction of the oversized karst cave tunnel with higher top, deeper bottom and larger longitudinal span, the utility model adopts the span-cable bridge type tunnel to span, can effectively overcome the defects of difficult material taking, poor drainage, long construction period, large post-construction settlement, large risk, poor economy and the like of a large amount of filling materials, improves the construction efficiency of the karst tunnel, reduces the cost and reduces the risk.
In order to achieve the purpose, the utility model adopts the following technical scheme:
a suspended cable bridge type tunnel structure for crossing over an oversize karst cave comprises a tunnel arch part structure, a tunnel roadway system, a main cable and a suspension cable; the tunnel traffic lane system mainly comprises a main beam and a pavement layer; the tunnel arch structure comprises a tunnel lining structure, a waterproof layer and a rock fall prevention buffer layer which are sequentially paved from inside to outside; the whole tunnel structure is fixed in a karst cavity by adopting a main cable and a sling, namely the main cable and the sling are arranged symmetrically left and right, and two ends of the main cable are provided with anchoring areas which are embedded in the karst cavity; the top of the sling is connected with the main cable through the clamping piece, and the bottom of the sling is connected with the main beam and is arranged in the concrete of the tunnel lining structure at the two sides of the tunnel.
The utility model further discloses that the main beam is a concrete beam, a composite beam, a steel box beam or a steel truss beam. The beam height of the main beam and the main span-diameter ratio of the suspension bridge are as follows: 1/100-1/220 concrete beams are adopted; the composite beam is 1/125-1/200; the steel box girder is 1/180-1/330; the height of the steel truss girder is determined according to the number of layers of the bridge deck, and the truss height is generally between 5m and 15 m.
The utility model further discloses that the main cables and the suspension cables are symmetrically arranged left and right, and the distance between the main cables is determined according to the transverse width of the tunnel; the suspension ropes are respectively arranged in the secondary linings at the two sides of the tunnel.
The utility model further discloses that the pavement layer is of a C40 reinforced concrete structure with the thickness of 10-15 cm, and double layers of reinforcing steel bar nets with the diameter of 12mm and the mesh spacing of 10 multiplied by 10cm are arranged inside the pavement layer; or the fireproof asphalt concrete leveling layer is composed of a cement concrete leveling layer with the thickness of 8-10 cm, an asphalt concrete lower surface layer with the thickness of 4-6 cm and a fireproof asphalt concrete upper surface layer with the thickness of 3-5 cm from bottom to top.
The utility model further discloses that the tunnel lining structure is a rectangular end face or an arched end face, and is cast by adopting reinforced concrete or other light materials, and the casting thickness is not less than 20 cm; the other light materials comprise foam concrete and light steel structures.
The utility model further discloses that the tunnel waterproof layer adopts an inner layer structure, a middle layer structure and an outer layer structure, and is sequentially made of non-woven fabrics, waterproof boards and non-woven fabrics. Wherein the density of the non-woven fabric is not less than 300g/m2(ii) a The waterproof board adopts waterproof coiled materials which are easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
The utility model further discloses that the falling rock prevention buffer layer adopts a rubber buffer protection layer or a broken stone buffer layer; when the broken stone buffer layer is adopted, the side surface is provided with a restraining measure to stabilize the broken stone; the constraint measure is to arrange an anti-falling net or a side wall.
In the utility model, the main cable, the sling, the main beam and the tunnel lining structure concrete jointly form a cable type tunnel structure system, and the cable type tunnel structure system is used as a stressed main structure and commonly bears the effects of the dead weight of the structure, the impact of vehicles and falling rocks and other loads. The rock fall prevention buffer layer can effectively protect a tunnel structure and reduce the impact influence of rock fall impact on the whole structure system.
The construction steps of the suspended cable bridge type tunnel structure spanning the super-huge type karst cave comprise:
firstly, removing loose stones existing in the rock wall of a karst cavity, and protecting local serious areas by adopting sprayed concrete; preferably, the shotcrete is C20 or C25 early strength concrete;
step two, excavating a main cable anchoring area at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the suspension bridge is 1 (2.7-3.7);
thirdly, mounting an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method specifically comprises the following steps:
1) and (3) construction of an anchorage main body: measuring and lofting anchorage positions, excavating a foundation pit, grinding and flattening the whole foundation pit bottom, pouring 20 cm-thick C20 plain concrete as an anchorage ground model, binding anchorage steel bars, embedding anchorage pull rods, embedding prestressed corrugated pipes, installing and supporting anchorage templates, pouring anchorage concrete, maintaining and finishing the construction of an anchorage main body;
2) installing an anchorage anchoring device: dismantling all templates of the anchorage, completing the maintenance of the anchorage concrete, installing and tensioning the longitudinal and transverse prestressed steel beams and grouting, installing the anchorage anchoring device, tensioning 20 percent of the anchorage anchoring prestressed steel beams and grouting, filling the anchorage counterweight cavity, pouring the anchorage top plate concrete, and backfilling the anchorage foundation pit;
fourthly, erecting a main cable, installing a sling and installing a main beam; the method specifically comprises the following steps:
the method comprises the steps of erecting a guide cable, installing a traction system, installing a catwalk system, erecting a main cable, erecting a cable clamp and a sling, installing a main beam section by section until the main beam is communicated with a full bridge, and removing the catwalk system.
Fifthly, pouring a pavement layer;
sixthly, pouring concrete of the tunnel lining structure;
step seven, laying a tunnel waterproof layer;
and step eight, pouring the anti-falling rock buffer layer.
The utility model has the advantages that:
1. the utility model has scientific and reasonable structure, safety and reliability, and greatly improves the spanning capability of the bridge in the construction of the oversize karst cave tunnel with higher top, deeper bottom and larger longitudinal span.
2. The structure of the utility model effectively overcomes the defects of difficult material taking, poor drainage, long construction period, large post-construction settlement, large risk, poor economy and the like of a large amount of filling materials, improves the construction efficiency of the karst tunnel, reduces the cost and reduces the risk.
3. The utility model has the advantages of good structural effect, higher construction efficiency and stronger operability, and can meet the requirements of project implementation safety, high quality and the like.
4. The structure of the utility model can be popularized and applied to tunnel engineering in the fields of highways, railways, municipal administration, military affairs and the like, has wide application range and has wide popularization and application values.
Drawings
Fig. 1 is a schematic structural diagram of spanning an oversized karst cave by using a suspension cable bridge type tunnel in the utility model.
Fig. 2 is a schematic cross-sectional structure diagram of a suspension bridge spanning an oversized cavern in the utility model.
Reference numerals: 1-karst cavity, 2-tunnel, 3-anchoring area, 4-main cable, 5-sling, 6-main beam, 7-paving layer, 8-tunnel lining structure, 9-waterproof layer and 10-rockfall prevention buffer layer.
Detailed Description
The utility model is further described below with reference to the accompanying drawings.
Example 1:
as shown in the figure, the suspended cable bridge type tunnel structure for crossing over the super-huge karst cave comprises a tunnel arch part structure, a tunnel roadway system, a main cable 4 and a suspension cable 5; the tunnel traffic lane system mainly comprises a main beam 6 and a pavement layer 7; the tunnel arch structure comprises a tunnel lining structure 8, a waterproof layer 9 and a rockfall prevention buffer layer 10 which are sequentially paved from inside to outside; the whole tunnel structure is characterized in that a main cable 4 and a sling 5 are fixed in a karst cavity 1, namely the main cable 4 and the sling 5 are arranged in bilateral symmetry, and two ends of the main cable 4 are provided with anchoring areas 3 which are embedded in the karst cavity 1; the top of the sling 5 is connected with the main cable 4 through a clamping piece, and the bottom of the sling 5 is connected with the main beam 6 and is arranged in the concrete of the tunnel lining structures 8 at the two sides of the tunnel.
The construction process of the embodiment is as follows:
firstly, removing loose stones existing in the rock wall of a karst cavity 1, and protecting local serious areas by adopting sprayed concrete; preferably, the shotcrete is C20 early strength concrete.
And step two, excavating a main cable anchoring area 3 at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the suspension bridge is 1: 2.7.
Thirdly, mounting an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method specifically comprises the following steps:
1) and (3) construction of an anchorage main body: measuring and lofting anchorage positions, excavating a foundation pit, grinding and flattening the whole foundation pit bottom, pouring 20 cm-thick C20 plain concrete as an anchorage ground model, binding anchorage steel bars, embedding anchorage pull rods, embedding prestressed corrugated pipes, installing and supporting anchorage templates, pouring anchorage concrete, maintaining and finishing the construction of an anchorage main body;
2) installing an anchorage anchoring device: dismantling all templates of the anchorage, maintaining the anchorage concrete, installing and tensioning the longitudinal and transverse prestressed steel beams and grouting, installing the anchorage anchoring device, tensioning 20 percent of the anchorage anchoring prestressed steel beams and grouting, filling the anchorage counterweight cavity, pouring the anchorage top plate concrete and backfilling the anchorage foundation pit.
Fourthly, erecting a main cable 4, installing a sling 5 and installing a main beam 6; the method specifically comprises the following steps:
the method comprises the steps of erecting a guide cable, installing a traction system, installing a catwalk system, erecting a main cable, erecting a cable clamp and a sling, installing a main beam section by section until the main beam is communicated with a full bridge, and removing the catwalk system.
Fifthly, pouring a pavement layer 7;
preferably, the paving layer 7 is made of a C40 reinforced concrete structure with the thickness of 15cm, and is internally provided with double layers of reinforcing steel bar nets with the diameter of 12mm and the mesh spacing of 10 multiplied by 10 cm.
Sixthly, pouring concrete of the tunnel lining structure;
preferably, the tunnel lining structure is an arch-shaped end face, reinforced concrete is adopted, and the casting thickness is not less than 20 cm.
Step seven, laying a tunnel waterproof layer 9;
preferably, the tunnel waterproof layer 9 adopts an inner layer structure, a middle layer structure and an outer layer structure, and is sequentially made of non-woven fabrics, waterproof boards and non-woven fabrics. The density of the non-woven fabric is not less than 300g/m2(ii) a The waterproof board adopts waterproof coiled materials which are easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
Eighthly, pouring the anti-falling rock buffer layer 10;
preferably, the rock fall prevention buffer layer 10 is a rubber buffer protection layer.
In this embodiment, the main beam 6 is a concrete beam. The beam height of the concrete beam and the main span-span ratio of the suspension bridge are as follows: 1/100-1/220. The main cables and the suspension ropes are symmetrically arranged left and right, and the distance between the main cables is determined according to the transverse width of the tunnel; the suspension ropes are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 2:
a span wire bridge tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system, a main cable 4 and a sling 5; the tunnel traffic lane system mainly comprises a main beam 6 and a pavement layer 7; the tunnel arch structure comprises a tunnel lining structure 8, a waterproof layer 9 and a rockfall prevention buffer layer 10 which are sequentially paved from inside to outside; the whole tunnel structure is characterized in that a main cable 4 and a sling 5 are fixed in a karst cavity 1, namely the main cable 4 and the sling 5 are arranged in bilateral symmetry, and two ends of the main cable 4 are provided with anchoring areas 3 which are embedded in the karst cavity 1; the top of the sling 5 is connected with the main cable 4 through a clamping piece, and the bottom of the sling 5 is connected with the main beam 6 and is arranged in the concrete of the tunnel lining structures 8 at the two sides of the tunnel.
The construction process of the embodiment is as follows:
firstly, removing loose stones existing in the rock wall of a karst cavity 1, and protecting local serious areas by adopting sprayed concrete; preferably, the shotcrete is C25 early strength concrete.
And step two, excavating a main cable anchoring area 3 at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the suspension bridge is 1:3.
Thirdly, mounting an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method specifically comprises the following steps:
1) and (3) construction of an anchorage main body: measuring and lofting anchorage positions, excavating a foundation pit, grinding and flattening the whole foundation pit bottom, pouring 20 cm-thick C20 plain concrete as an anchorage ground model, binding anchorage steel bars, embedding anchorage pull rods, embedding prestressed corrugated pipes, installing and supporting anchorage templates, pouring anchorage concrete, maintaining and finishing the construction of an anchorage main body;
2) installing an anchorage anchoring device: dismantling all templates of the anchorage, maintaining the anchorage concrete, installing and tensioning the longitudinal and transverse prestressed steel beams and grouting, installing the anchorage anchoring device, tensioning 20 percent of the anchorage anchoring prestressed steel beams and grouting, filling the anchorage counterweight cavity, pouring the anchorage top plate concrete and backfilling the anchorage foundation pit.
Fourthly, erecting a main cable 4, installing a sling 5 and installing a main beam 6; the method specifically comprises the following steps:
the method comprises the steps of erecting a guide cable, installing a traction system, installing a catwalk system, erecting a main cable, erecting a cable clamp and a sling, installing a main beam section by section until the main beam is communicated with a full bridge, and removing the catwalk system.
Fifthly, pouring a pavement layer 7;
preferably, the pavement layer 7 is composed of a cement concrete leveling layer with the thickness of 8cm, an asphalt concrete lower surface layer with the thickness of 6cm and a fireproof asphalt concrete upper surface layer with the thickness of 4cm from bottom to top respectively.
Sixthly, pouring concrete of the tunnel lining structure;
preferably, the tunnel lining structure is a rectangular end face, and is cast by adopting foam concrete, wherein the casting thickness is not less than 20 cm.
Step seven, laying a tunnel waterproof layer 9;
preferably, the tunnel waterproof layer 9 adopts an inner layer structure, a middle layer structure and an outer layer structure, and is sequentially made of non-woven fabrics, waterproof boards and non-woven fabrics. The density of the non-woven fabric is not less than 300g/m2(ii) a The waterproof board adopts waterproof coiled materials which are easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
Eighthly, pouring the anti-falling rock buffer layer 10;
preferably, the rock fall prevention buffer layer 10 is a broken stone buffer layer; and an anti-falling net is arranged on the side surface of the broken stone buffer layer to stabilize the broken stone.
In this embodiment, the main beam 4 is a composite beam. The beam height of the combined beam and the main span-span ratio of the suspension bridge are as follows: 1/125-1/200. The main cables and the suspension ropes are symmetrically arranged left and right, and the distance between the main cables is determined according to the transverse width of the tunnel; the suspension ropes are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 3:
a span wire bridge tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system, a main cable 4 and a sling 5; the tunnel traffic lane system mainly comprises a main beam 6 and a pavement layer 7; the tunnel arch structure comprises a tunnel lining structure 8, a waterproof layer 9 and a rockfall prevention buffer layer 10 which are sequentially paved from inside to outside; the whole tunnel structure is characterized in that a main cable 4 and a sling 5 are fixed in a karst cavity 1, namely the main cable 4 and the sling 5 are arranged in bilateral symmetry, and two ends of the main cable 4 are provided with anchoring areas 3 which are embedded in the karst cavity 1; the top of the sling 5 is connected with the main cable 4 through a clamping piece, and the bottom of the sling 5 is connected with the main beam 6 and is arranged in the concrete of the tunnel lining structures 8 at the two sides of the tunnel.
The construction process of the embodiment is as follows:
firstly, removing loose stones existing in the rock wall of a karst cavity 1, and protecting local serious areas by adopting sprayed concrete; preferably, the shotcrete is preferably C20 or C25 early strength concrete.
And step two, excavating a main cable anchoring area 3 at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the suspension bridge is 1: 3.7.
Thirdly, mounting an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method specifically comprises the following steps:
1) and (3) construction of an anchorage main body: measuring and lofting anchorage positions, excavating a foundation pit, grinding and flattening the whole foundation pit bottom, pouring 20 cm-thick C20 plain concrete as an anchorage ground model, binding anchorage steel bars, embedding anchorage pull rods, embedding prestressed corrugated pipes, installing and supporting anchorage templates, pouring anchorage concrete, maintaining and finishing the construction of an anchorage main body;
2) installing an anchorage anchoring device: dismantling all templates of the anchorage, maintaining the anchorage concrete, installing and tensioning the longitudinal and transverse prestressed steel beams and grouting, installing the anchorage anchoring device, tensioning 20 percent of the anchorage anchoring prestressed steel beams and grouting, filling the anchorage counterweight cavity, pouring the anchorage top plate concrete and backfilling the anchorage foundation pit.
Fourthly, erecting a main cable 4, installing a sling 5 and installing a main beam 6; the method specifically comprises the following steps:
the method comprises the steps of erecting a guide cable, installing a traction system, installing a catwalk system, erecting a main cable, erecting a cable clamp and a sling, installing a main beam section by section until the main beam is communicated with a full bridge, and removing the catwalk system.
Fifthly, pouring a pavement layer 7;
preferably, the paving layer 7 is made of a C40 reinforced concrete structure with the thickness of 15cm, and is internally provided with double layers of reinforcing steel bar nets with the diameter of 12mm and the mesh spacing of 10 multiplied by 10 cm.
Sixthly, pouring concrete of the tunnel lining structure;
preferably, the tunnel lining structure is an arch-shaped end face, reinforced concrete is adopted, and the casting thickness is not less than 20 cm.
Step seven, laying a tunnel waterproof layer 9;
preferably, the tunnel waterproof layer 9 adopts an inner layer structure, a middle layer structure and an outer layer structure, and is sequentially made of non-woven fabrics, waterproof boards and non-woven fabrics; the density of the non-woven fabric is not less than 300g/m2(ii) a The waterproof board adopts waterproof coiled materials which are easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
Eighthly, pouring the anti-falling rock buffer layer 10;
preferably, the rock fall prevention buffer layer 10 is a rubber buffer protection layer.
In this embodiment, the main beam 4 is a steel box beam. The beam height of the steel box girder and the main span-span ratio of the suspension bridge are as follows: 1/180-1/330. The main cables and the suspension ropes are symmetrically arranged left and right, and the distance between the main cables is determined according to the transverse width of the tunnel; the suspension ropes are respectively arranged in the secondary linings at the two sides of the tunnel.
Claims (10)
1. A suspended cable bridge type tunnel structure for crossing over an oversize karst cave is characterized by comprising a tunnel arch part structure, a tunnel roadway system, a main cable (4) and a suspension cable (5); the tunnel traffic lane system mainly comprises a main beam (6) and a pavement layer (7); the tunnel arch structure comprises a tunnel lining structure (8), a waterproof layer (9) and a rockfall prevention buffer layer (10) which are sequentially paved from inside to outside; the whole tunnel structure is characterized in that a main cable (4) and a sling (5) are fixed in a karst cavity (1), namely the main cable (4) and the sling (5) are arranged in bilateral symmetry, and two ends of the main cable (4) are provided with anchoring areas (3) which are buried in the karst cavity (1); the top of the sling (5) is connected with the main cable (4) through a clamping piece, and the bottom of the sling (5) is connected with the main beam (6) and is arranged in the concrete of the tunnel lining structures (8) at the two sides of the tunnel.
2. The structure of a suspended-cable bridge tunnel spanning an oversized cavern according to claim 1, characterized in that the main beam (6) is a concrete beam, a composite beam, a steel box beam or a steel truss beam.
3. The structure of a suspended-cable bridge tunnel spanning an oversized cavern according to claim 2, wherein the ratio of the height of the main beam (6) to the main span of the suspended-cable bridge tunnel structure is as follows: 1/100-1/220 concrete beams are adopted; the composite beam is 1/125-1/200; the steel box girder is 1/180-1/330; the height of the steel truss girder is between 5m and 15 m.
4. A suspended-cable bridge tunnel structure spanning over an oversized cavern according to claim 1, characterized in that the main cables (4) are arranged in bilateral symmetry.
5. The structure of the suspended-cable bridge type tunnel spanning over the oversized cavern according to the claim 1, characterized in that the suspension cables (5) are arranged in bilateral symmetry and are respectively arranged in the secondary linings at the two sides of the tunnel.
6. The suspended-cable bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the pavement layer (7) is of a C40 reinforced concrete structure with the thickness of 10-15 cm, and double layers of reinforcing steel bar nets with the diameter of 12mm and the mesh spacing of 10 x 10cm are arranged inside the pavement layer; or the fireproof asphalt concrete leveling layer is composed of a cement concrete leveling layer with the thickness of 8-10 cm, an asphalt concrete lower surface layer with the thickness of 4-6 cm and a fireproof asphalt concrete upper surface layer with the thickness of 3-5 cm from bottom to top.
7. The suspended-cable bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the tunnel lining structure (8) is a rectangular end face or an arched end face and is cast by reinforced concrete or foam concrete, and the casting thickness is not less than 20 cm.
8. The suspension cable bridge type tunnel structure spanning over the oversized cavern according to claim 1, wherein the tunnel waterproof layer (9) adopts an inner layer structure, a middle layer structure and an outer layer structure, and is sequentially made of non-woven fabrics, waterproof boards and non-woven fabrics.
9. Suspended cable bridge tunnel structure spanning oversized cavern according to claim 8Characterized in that the density of the non-woven fabric is not less than 300g/m2(ii) a The waterproof board adopts waterproof coiled materials which are easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
10. The structure of a suspended-cable bridge tunnel spanning over an oversized karst cave according to claim 1, wherein the rockfall prevention buffer layer (10) adopts a rubber buffer protection layer or a gravel buffer layer; when the broken stone buffer layer is adopted, the side surface is provided with a restraining measure to stabilize the broken stone; the constraint measure is to arrange an anti-falling net or a side wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120011573.XU CN215444075U (en) | 2021-01-05 | 2021-01-05 | Span cable bridge type tunnel structure of super-huge type solution cavity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120011573.XU CN215444075U (en) | 2021-01-05 | 2021-01-05 | Span cable bridge type tunnel structure of super-huge type solution cavity |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN215444075U true CN215444075U (en) | 2022-01-07 |
Family
ID=79681781
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120011573.XU Active CN215444075U (en) | 2021-01-05 | 2021-01-05 | Span cable bridge type tunnel structure of super-huge type solution cavity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215444075U (en) |
-
2021
- 2021-01-05 CN CN202120011573.XU patent/CN215444075U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101748667B (en) | Side slope lattice foundation cantilever structure composite road | |
| CN101215815B (en) | Method for building integrated cantilever structure composite road adapted for precipitous mountainous area | |
| CN102031760A (en) | Anti-rockfall method for subgrade in rock deposit zone | |
| CN103711056B (en) | Steel tool-type temporary construction road and construction method thereof | |
| CN210262555U (en) | Light soil road structure | |
| CN107700299B (en) | Overpass lower-layer ground road structure and construction method thereof | |
| CN114892552A (en) | Box girder type bridge reconstruction construction method | |
| CN109184699A (en) | Existing river construction is worn under open trench tunnel | |
| CN214366089U (en) | Cable-stayed bridge type tunnel structure for crossing over super-huge karst cave | |
| CN204530425U (en) | Prestressed steel truss bridge | |
| CN112855168B (en) | Suspension cable bridge type tunnel construction method for crossing oversized karst cave | |
| CN209669718U (en) | A kind of existing hangar tunnel combination stone cut off wall structure of rockfall protection | |
| CN215444075U (en) | Span cable bridge type tunnel structure of super-huge type solution cavity | |
| CN210315101U (en) | Prestressed EPS roadbed widening structure | |
| CN112030721A (en) | Bridge head roadbed reinforcing structure | |
| CN107313338B (en) | Turnout beam structure of transition section of high-speed railway bridge and tunnel and construction method thereof | |
| CN112855169B (en) | Cable-stayed bridge type tunnel construction method for crossing oversized karst cave | |
| CN112049011B (en) | Reverse construction method for large-span prestressed cast-in-place bridge | |
| CN213681533U (en) | Municipal works road bed | |
| CN212077512U (en) | Short roadbed transition section structure between highway bridges and tunnels | |
| CN210315650U (en) | Anchor rod reinforced composite retaining wall | |
| CN113137243A (en) | Reinforcing method for corrosion-resistant interchange roadway of loose coal cylinder | |
| CN104929101A (en) | Bottom expanding-multisection side expanding anti-pull prestressed anchoring gravel pile and construction method | |
| CN219410378U (en) | Rock slope overhanging type road structure | |
| CN216193941U (en) | Novel abutment structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |