CN214366089U - Cable-stayed bridge type tunnel structure for crossing over super-huge karst cave - Google Patents
Cable-stayed bridge type tunnel structure for crossing over super-huge karst cave Download PDFInfo
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- CN214366089U CN214366089U CN202120011641.2U CN202120011641U CN214366089U CN 214366089 U CN214366089 U CN 214366089U CN 202120011641 U CN202120011641 U CN 202120011641U CN 214366089 U CN214366089 U CN 214366089U
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Abstract
The utility model discloses a cable-stayed bridge type tunnel structure for crossing over an oversize karst cave, which comprises a tunnel arch part structure, a tunnel roadway system and a stay cable 5; wherein, the tunnel traffic lane system consists of a main beam (4) and a pavement layer (6); the tunnel arch part structure comprises a lining structure (7), a waterproof layer (8) and a rockfall prevention buffer layer (9); the whole tunnel structure is fixed in the karst cavity (1) by adopting a stay cable (5), the stay cable (5) adopts a double-faced cable, and the top of the stay cable (5) is provided with an anchorage (3) which is buried in the karst cavity (1); the bottom is connected with the main beam (4) and is arranged in the lining structure concrete (7) at the two sides of the tunnel. The utility model has the advantages of being scientific and reasonable in structure, safe and reliable has improved the leap over ability of bridge greatly in the great super-huge solution cavity tunnel construction of punishment top is higher, the bottom is darker and longitudinal span is great.
Description
Technical Field
The utility model belongs to the technical field of tunnel engineering, concretely relates to stride across an extremely large solution cavity draw bridge type tunnel structure to one side.
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
An object of the utility model is to the not enough that exists among the prior art, a stride across super-huge solution cavity draw bridge type tunnel structure to one side is provided. The utility model discloses higher, the bottom is darker and in the great super-huge karst cave tunnel construction of longitudinal span in punishment top, adopt to draw bridge type tunnel to stride across to one side, can effectively overcome a large amount of filling materials and get material difficult, the drainage is poor, the construction period is long, the postconstruction subsides greatly, the risk is big, the economic nature is relatively poor grade shortcoming, improves karst tunnel construction work efficiency, reduce cost, the reduction risk.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a cable-stayed bridge type tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system and stay cables; 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 stay cable, namely, the top of the stay cable is provided with an anchorage and is embedded in the karst cavity, and the bottom of the stay cable is connected with a main beam and is arranged in concrete of tunnel lining structures at two sides of the tunnel.
The utility model discloses explain further, the girder adopt concrete beam, combination beam, steel box girder or steel longeron. The beam height of the main beam and the main span-span ratio of the cable-stayed 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 discloses explain further, the suspension cable adopt two-sided cable, the cable face interval is confirmed according to the horizontal width size in tunnel, arranges the secondary lining of tunnel both sides in respectively.
The utility model further illustrates that the paving layer adopts a C40 reinforced concrete structure with the thickness of 10-15 cm, and a double-layer reinforcing mesh with the diameter of 12mm and the mesh spacing of 10 multiplied by 10cm is arranged inside the paving 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 discloses further explain, the tunnel lining structure be rectangle terminal surface or arch terminal surface to adopt reinforced concrete or other light material to pour, pour thickness and be not less than 20 cm; the other light materials comprise foam concrete and light steel structures.
The utility model discloses explain further, the waterproof layer adopt inside, in, outer three layer construction, be non-woven fabrics, waterproof board, non-woven fabrics in proper order. 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 explains that the rock fall 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.
The utility model discloses further explain, the size of the cable force of suspension cable 80% ~ 110% of former design value.
The utility model discloses a stride across super-huge karst cave draw bridge type tunnel structure's construction steps to one side includes:
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;
secondly, excavating a stay cable anchoring area at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the cable-stayed 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;
step four, hanging stay cables section by section, and pouring and installing a main beam; the method specifically comprises the following steps:
hanging a first stay cable, namely, installing a girder hanging basket on a cantilever, tensioning the cable force, controlling the cable force according to the elevation of a vertical mold, binding a girder steel bar, hanging a counterweight water tank on a template, synchronously tensioning the cable force to 100 percent, pouring concrete in the first section of the cantilever, synchronously releasing a counterweight, maintaining until the strength of the concrete reaches the designed value of 90 percent, tensioning a longitudinal and transverse prestressed steel beam, and migrating the hanging basket, and repeating the steps to the last stage;
fifthly, pouring a pavement layer;
sixthly, pouring concrete of the tunnel lining structure;
step seven, laying a tunnel waterproof layer;
step eight, pouring an anti-falling rock buffer layer;
and step nine, adjusting the cable force of the stay cable to enable the structure stress to reach the optimal state. And combining the actual elevation and stress conditions of each section behind the bridge, checking and analyzing the stress of the full bridge by referring to the original design values, and adjusting the cable force of the stay cable according to the checking and calculating result so that the bending moment, the shearing force, the axial force and the like all meet the requirements of the construction and operation stages.
The utility model discloses in, girder, suspension cable and tunnel lining structure concrete constitute cable tunnel structure system jointly, as the primary structure of atress, bear the effect of load such as structure dead weight, vehicle and falling rocks impact jointly. 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 utility model has the advantages that:
1. the utility model has the advantages of being scientific and reasonable in structure, safe and reliable has improved the leap over ability of bridge greatly in the great super-huge solution cavity tunnel construction of punishment top is higher, the bottom is darker and longitudinal span is great.
2. The utility model discloses a structure is effectively overcome a large amount of filling materials and is got material difficulty, the drainage is poor, construction period is long, the post-construction subsides shortcoming such as big, the risk is big, economic nature is relatively poor, improves karst tunnel construction work efficiency, reduce cost, reduction risk.
3. The utility model discloses a structural effect is good, the efficiency of construction is higher, maneuverability is stronger, can satisfy the project and implement aspect requirements such as safety, high-quality.
4. The utility model discloses a tunnel engineering in fields such as highway, railway, municipal administration, military affairs can be popularized and applied to the structure, and the range of application is wide, has wide popularization and application and worth.
Drawings
Fig. 1 is a schematic structural diagram of the super-huge karst cave spanned by adopting a cable-stayed bridge type tunnel in the utility model.
Fig. 2 is a schematic cross-sectional structure diagram of a cable-stayed bridge spanning over an extra-large karst cave in the utility model.
Reference numerals: 1-karst cavity, 2-tunnel, 3-anchorage, 4-main beam, 5-stay cable, 6-pavement layer, 7-tunnel lining structure, 8-waterproof layer and 9-rockfall prevention buffer layer.
Detailed Description
The present invention will be further explained with reference to the accompanying drawings.
Example 1:
as shown in fig. 1-2, a cable-stayed bridge type tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system and stay cables 5; the tunnel traffic lane system mainly comprises a main beam 4 and a pavement layer 6; the tunnel arch structure comprises a tunnel lining structure 7, a waterproof layer 8 and a rockfall prevention buffer layer 9 which are sequentially paved from inside to outside; the whole tunnel structure is fixed in a karst cavity 1 by adopting stay cables 5, namely, the top parts of the stay cables 5 are provided with anchors 3 which are buried in the karst cavity 1, and the bottom parts of the stay cables 5 are connected with a main beam 4 and are arranged in the concrete of tunnel lining structures 7 at two sides of the tunnel.
The construction steps of the cable-stayed bridge type tunnel structure spanning the super-huge karst cave of the embodiment are 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 stayed-cable anchoring area at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the cable-stayed bridge is 1: 2.7.
Thirdly, mounting an anchorage 3 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.
Step four, hanging stay cables 5 section by section, and pouring and installing a main beam 4; the method specifically comprises the following steps:
hanging a first stay cable, namely, suspending a girder basket for installing a cantilever, tensioning the cable force, controlling the cable force according to the elevation of a vertical mold, binding a girder steel bar, hanging a counterweight water tank on a template, synchronously tensioning the cable force to 100 percent, pouring concrete in the first section of the cantilever, synchronously releasing a counterweight, maintaining until the strength of the concrete reaches 90 percent of a designed value, tensioning a longitudinal and transverse prestressed steel beam, and migrating the basket, and repeating the steps to the last stage.
Fifthly, pouring a pavement layer 6;
preferably, the paving layer 6 is made of a C40 reinforced concrete structure with the thickness of 15cm, 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 paving layer.
Sixthly, pouring concrete 7 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 8;
preferably, the tunnel waterproof layer 8 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.
Step eight, pouring an anti-falling rock buffer layer 9;
preferably, the rock fall prevention buffer layer 9 is a rubber buffer protection layer.
And step nine, adjusting the cable force of the stay cable 5 to enable the structure stress to reach the optimal state. And combining the actual elevation and stress conditions of each section behind the bridge, checking and analyzing the stress of the full bridge by referring to the original design values, and adjusting the cable force of the stay cable according to the checking and calculating result so that the bending moment, the shearing force, the axial force and the like all meet the requirements of the construction and operation stages. The force of the stay cable 5 is usually adjusted to 80-110% of the original design value.
In this embodiment, the main beam 4 is a concrete beam. The beam height of the concrete beam and the main span-span ratio of the cable-stayed bridge are as follows: 1/100-1/220. The stay cables 5 adopt double-sided cables, the distance between cable surfaces is determined according to the transverse width of the tunnel, and the stay cables are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 2:
a cable-stayed bridge type tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system and a stay cable 5; the tunnel traffic lane system mainly comprises a main beam 4 and a pavement layer 6; the tunnel arch structure comprises a tunnel lining structure 7, a waterproof layer 8 and a rockfall prevention buffer layer 9 which are sequentially paved from inside to outside; the whole tunnel structure is fixed in a karst cavity 1 by adopting stay cables 5, namely, the top parts of the stay cables 5 are provided with anchors 3 which are buried in the karst cavity 1, and the bottom parts of the stay cables 5 are connected with a main beam 4 and are arranged in the concrete of tunnel lining structures 7 at two sides of the tunnel.
The construction steps of the cable-stayed bridge type tunnel structure spanning the super-huge karst cave of the embodiment are 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 stayed-cable anchoring area at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the cable-stayed bridge is 1: 3.
Thirdly, mounting an anchorage 3 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.
Step four, hanging stay cables 5 section by section, and pouring and installing a main beam 4; the method specifically comprises the following steps:
hanging a first stay cable, namely, suspending a girder basket for installing a cantilever, tensioning the cable force, controlling the cable force according to the elevation of a vertical mold, binding a girder steel bar, hanging a counterweight water tank on a template, synchronously tensioning the cable force to 100 percent, pouring concrete in the first section of the cantilever, synchronously releasing a counterweight, maintaining until the strength of the concrete reaches 90 percent of a designed value, tensioning a longitudinal and transverse prestressed steel beam, and migrating the basket, and repeating the steps to the last stage.
Fifthly, pouring a pavement layer 6;
preferably, the pavement layer 6 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 7 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 8;
preferably, the tunnel waterproof layer 8 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 waterproofThe plate is made of waterproof coiled materials easy to weld, and the thickness of the waterproof coiled materials is not less than 1 mm.
Step eight, pouring an anti-falling rock buffer layer 9;
preferably, the rock fall prevention buffer layer 9 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.
And step nine, adjusting the cable force of the stay cable 5 to enable the structure stress to reach the optimal state. And combining the actual elevation and stress conditions of each section behind the bridge, checking and analyzing the stress of the full bridge by referring to the original design values, and adjusting the cable force of the stay cable according to the checking and calculating result so that the bending moment, the shearing force, the axial force and the like all meet the requirements of the construction and operation stages. The force of the stay cable 5 is usually adjusted to 80-110% of the original design value.
In this embodiment, the main beam 4 is a composite beam. The beam height of the composite beam and the main span-span ratio of the cable-stayed bridge are as follows: 1/125-1/200. The stay cables 5 adopt double-sided cables, the distance between cable surfaces is determined according to the transverse width of the tunnel, and the stay cables are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 3:
a cable-stayed bridge type tunnel structure for crossing over an oversize karst cave comprises a tunnel arch structure, a tunnel roadway system and a stay cable 5; the tunnel traffic lane system mainly comprises a main beam 4 and a pavement layer 6; the tunnel arch structure comprises a tunnel lining structure 7, a waterproof layer 8 and a rockfall prevention buffer layer 9 which are sequentially paved from inside to outside; the whole tunnel structure is fixed in a karst cavity 1 by adopting stay cables 5, namely, the top parts of the stay cables 5 are provided with anchors 3 which are buried in the karst cavity 1, and the bottom parts of the stay cables 5 are connected with a main beam 4 and are arranged in the concrete of tunnel lining structures 7 at two sides of the tunnel.
The construction steps of the cable-stayed bridge type tunnel structure spanning the super-huge karst cave of the embodiment are 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 stayed-cable anchoring area at the top of the tunnel, wherein the ratio of the height of the anchoring area to the span of the cable-stayed bridge is 1: 3.7.
Thirdly, mounting an anchorage 3 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.
Step four, hanging stay cables 5 section by section, and pouring and installing a main beam 4; the method specifically comprises the following steps:
hanging a first stay cable, namely, suspending a girder basket for installing a cantilever, tensioning the cable force, controlling the cable force according to the elevation of a vertical mold, binding a girder steel bar, hanging a counterweight water tank on a template, synchronously tensioning the cable force to 100 percent, pouring concrete in the first section of the cantilever, synchronously releasing a counterweight, maintaining until the strength of the concrete reaches 90 percent of a designed value, tensioning a longitudinal and transverse prestressed steel beam, and migrating the basket, and repeating the steps to the last stage.
Fifthly, pouring a pavement layer 6;
preferably, the paving layer 6 is made of a C40 reinforced concrete structure with the thickness of 15cm, 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 paving layer.
Sixthly, pouring concrete 7 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 8;
preferably, the tunnel waterproof layer 8 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.
Step eight, pouring an anti-falling rock buffer layer 9;
preferably, the rock fall prevention buffer layer 9 is a rubber buffer protection layer.
And step nine, adjusting the cable force of the stay cable 5 to enable the structure stress to reach the optimal state. And combining the actual elevation and stress conditions of each section behind the bridge, checking and analyzing the stress of the full bridge by referring to the original design values, and adjusting the cable force of the stay cable according to the checking and calculating result so that the bending moment, the shearing force, the axial force and the like all meet the requirements of the construction and operation stages. The force of the stay cable 5 is usually adjusted to 80-110% of the original design value.
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 cable-stayed bridge are as follows: 1/180-1/330. The stay cables 5 adopt double-sided cables, the distance between cable surfaces is determined according to the transverse width of the tunnel, and the stay cables are respectively arranged in the secondary linings at the two sides of the tunnel.
Claims (10)
1. A cable-stayed bridge type tunnel structure for crossing over an oversize karst cave is characterized by comprising a tunnel arch part structure, a tunnel roadway system and a stay cable (5); the tunnel traffic lane system mainly comprises a main beam (4) and a pavement layer (6); the tunnel arch structure comprises a tunnel lining structure (7), a waterproof layer (8) and a rockfall prevention buffer layer (9) which are sequentially paved from inside to outside; the whole tunnel structure is fixed in a karst cavity (1) by adopting stay cables (5), namely, the top of each stay cable (5) is provided with an anchorage (3) which is buried in the karst cavity (1), the bottom of each stay cable (5) is connected with a main beam (4) and is arranged in concrete of tunnel lining structures (7) on two sides of the tunnel.
2. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the main beam (4) is a concrete beam, a composite beam, a steel box beam or a steel truss beam.
3. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 2, wherein the ratio of the height of the main beam (4) to the main span of the cable-stayed bridge 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 determined according to the number of layers of the bridge deck, and the truss height is generally between 5m and 15 m.
4. The cable-stayed bridge type tunnel structure spanning the oversized karst cave according to claim 1, wherein the stay cables (5) adopt double-sided cables, the distance between cable planes is determined according to the transverse width of the tunnel, and the cable planes are respectively arranged in secondary linings at two sides of the tunnel.
5. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the pavement layer (6) is of a C40 reinforced concrete structure with the thickness of 10-15 cm, and a double-layer reinforcing mesh with the diameter of 12mm and the mesh spacing of 10 x 10cm is 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.
6. The cable-stayed bridge tunnel structure spanning the oversized karst cave according to claim 1, wherein the tunnel lining structure (7) is a rectangular end face or an arched end face and is cast by 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.
7. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the waterproof layer (8) 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.
8. The inclined-pulling bridge tunnel structure spanning over oversized cavern according to claim 7, 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.
9. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the rockfall prevention buffer layer (9) 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.
10. The cable-stayed bridge tunnel structure spanning over the oversized karst cave according to claim 1, wherein the magnitude of the cable force of the stay cables (5) is 80-110% of the original design value.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114320405A (en) * | 2022-01-06 | 2022-04-12 | 重庆交通大学 | Tunnel ultra-shallow buried broken surrounding rock artificial arching support system and method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114320405A (en) * | 2022-01-06 | 2022-04-12 | 重庆交通大学 | Tunnel ultra-shallow buried broken surrounding rock artificial arching support system and method |
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