CN112855168B - Suspension cable bridge type tunnel construction method for crossing oversized karst cave - Google Patents
Suspension cable bridge type tunnel construction method for crossing oversized karst cave Download PDFInfo
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- CN112855168B CN112855168B CN202110006912.XA CN202110006912A CN112855168B CN 112855168 B CN112855168 B CN 112855168B CN 202110006912 A CN202110006912 A CN 202110006912A CN 112855168 B CN112855168 B CN 112855168B
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 239000000725 suspension Substances 0.000 title claims abstract description 33
- 239000004567 concrete Substances 0.000 claims abstract description 47
- 238000004873 anchoring Methods 0.000 claims abstract description 39
- 239000004575 stone Substances 0.000 claims abstract description 23
- 239000011435 rock Substances 0.000 claims abstract description 13
- 239000011378 shotcrete Substances 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- 238000009434 installation Methods 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 15
- 239000004745 nonwoven fabric Substances 0.000 claims description 15
- 239000000463 material Substances 0.000 claims description 12
- 239000011150 reinforced concrete Substances 0.000 claims description 8
- 239000011384 asphalt concrete Substances 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 5
- 238000005096 rolling process Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 239000011381 foam concrete Substances 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 2
- 239000003562 lightweight material Substances 0.000 claims description 2
- 230000035515 penetration Effects 0.000 description 4
- 230000002146 bilateral effect Effects 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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Abstract
The invention discloses a suspension cable bridge type tunnel construction method for crossing an oversized karst cave, which comprises the following specific implementation steps: step one, removing loose stones in the karst cavity rock wall, and protecting local serious areas by adopting sprayed concrete; step two, excavating a main cable anchoring area at the top of the tunnel; step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; step four, erecting a main cable and a sling, and installing a main girder; pouring a paving layer; pouring tunnel lining structural concrete; step seven, paving a tunnel waterproof layer; and step eight, pouring a rock fall preventing buffer layer. The construction method is scientific, reasonable, safe and reliable, and greatly improves the crossing capacity of the bridge in the construction of the oversized karst cave tunnel with higher top, deeper bottom and larger longitudinal span.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a suspension cable bridge type tunnel construction method for crossing an oversized karst cave.
Background
For tunnel crossing karst cave sections, a filling scheme is generally adopted, and a roadbed mode is adopted for passing. The conventional method is to fill the cavity slag or backfill karst cavities around the tunnel by adopting the grout rubble, but for the oversized karst cavity with higher top, deeper bottom and larger longitudinal span, the filling material consumption is huge, the drainage performance is poor, the construction period is long, the post-construction settlement is large, and the requirements of structure and operation safety are difficult to meet. If the conventional bridge span is adopted, the conventional bridge span has small span capability, larger pier height and larger in-hole construction risk, and has poor economy.
Disclosure of Invention
The invention aims to provide a suspension cable bridge type tunnel construction method for crossing an oversized karst cave, aiming at the defects in the prior art. In the construction of the oversized karst tunnel with higher top, deeper bottom and larger longitudinal span, the suspension bridge type tunnel is adopted for crossing, so that the defects of difficult material taking, poor drainage, long construction period, large settlement after construction, large risk, poor economical efficiency and the like of a large amount of filling materials can be effectively overcome, the construction efficiency of the karst tunnel is improved, the cost is reduced, and the risk is reduced.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
a construction method of a suspension bridge type tunnel crossing an oversized karst cave comprises the following construction steps:
step one, removing loose stones in the rock wall of a karst cavity, wherein local serious areas are protected by adopting sprayed concrete; preferably, the sprayed concrete is preferably C20 or C25 early strength concrete;
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);
step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method comprises the following steps:
1) And (3) constructing an anchorage main body: measuring and lofting the anchor position, excavating a foundation pit, rolling and flattening the bottom of the foundation pit, pouring C20 plain concrete with the thickness of 20cm as an anchor ground mould, binding anchor reinforcing steel bars, burying anchor pull rods, embedding prestressed corrugated pipes, installing a supporting anchor template, pouring anchor concrete, and preserving the health to finish the construction of an anchor main body;
2) Installing an anchorage anchoring device: dismantling all templates of the anchorage, curing anchorage concrete, installing and tensioning longitudinal and transverse prestress steel bundles of the anchorage, grouting, installing an anchorage anchoring device, tensioning 20% anchorage anchoring prestress steel bundles, grouting, filling anchorage counterweight cavities, pouring anchorage roof concrete, and backfilling an anchorage foundation pit;
step four, erecting a main cable, installing a sling and installing a main girder; the method comprises the following steps:
guide cable erection, traction system installation, catwalk system installation, main cable erection, cable clamp and sling erection, main girder installation section by section until full bridge penetration and catwalk system removal.
Pouring a paving layer;
pouring tunnel lining structural concrete;
step seven, paving a tunnel waterproof layer;
and step eight, pouring a rock fall preventing buffer layer.
The invention further describes that in the fourth step, the main beam adopts a concrete beam, a combined beam, a steel box beam or a steel truss beam. The ratio of the girder height of the girder to the main span of the suspension bridge is as follows: 1/100 to 1/220 of concrete beam is adopted; the combined beam adopts 1/125-1/200; the steel box girder adopts 1/180-1/330; the steel truss girder height is also determined according to the layer number of the bridge deck, and the truss height is generally between 5m and 15 m.
The invention further describes that in the fourth step, the main cable and the sling are symmetrically arranged left and right, and the distance between the main cables is determined according to the transverse width of the tunnel; slings are respectively arranged in the secondary linings at the two sides of the tunnel.
In the fifth step, the paving layer adopts a C40 reinforced concrete structure with the thickness of 10-15 cm, and a reinforcing mesh with the double-layer diameter of 12mm and the mesh spacing of 10 multiplied by 10cm is arranged inside the paving layer; or respectively comprises a 8-10 cm cement concrete leveling layer, a 4-6 cm thick asphalt concrete lower layer and a 3-5 cm thick fireproof asphalt concrete upper layer from bottom to top.
In the sixth step, the tunnel lining structure is a rectangular end surface or an arched end surface, and is poured by reinforced concrete or other light materials, wherein the pouring thickness is not less than 20cm; the other lightweight materials include foam concrete and lightweight steel structures.
The invention further describes that in the seventh step, the tunnel waterproof layer adopts an inner layer structure, an intermediate layer structure and an outer layer structure, and the tunnel waterproof layer sequentially comprises non-woven fabrics, waterproof boards and non-woven fabrics. Wherein the density of the non-woven fabric is not less than 300g/m 2 The method comprises the steps of carrying out a first treatment on the surface of the Waterproof coiled materials easy to weld are adopted for the waterproof board, and the thickness is not less than 1mm.
The invention further describes that in the step eight, the anti-falling stone buffer layer adopts a rubber buffer protection layer or a broken stone buffer layer; when the broken stone buffer layer is adopted, the side face is provided with constraint measures to stabilize broken stone; the constraint measure is to set up anti-drop net or side wall.
In the invention, the main cable, the sling, the main girder and the tunnel lining structural concrete form a cable type tunnel structural system, and are used as a stressed main structure to bear the functions of the dead weight of the structure, the impact of vehicles and falling rocks and the like. The anti-falling stone buffer layer can effectively protect the tunnel structure and reduce the larger impact influence of falling stone impact on the whole structure system.
The invention has the advantages that:
1. the construction method is scientific, reasonable, safe and reliable, and greatly improves the crossing capacity of the bridge in the construction of the oversized karst cave tunnel with higher top, deeper bottom and larger longitudinal span.
2. The construction method effectively overcomes the defects of difficult material taking, poor drainage, long construction period, large settlement after construction, large risk, poor economical efficiency and the like of a large amount of filling materials, improves the construction efficiency of karst tunnels, reduces the cost and reduces the risk.
3. The construction method has good effect, higher construction efficiency and stronger operability, and can meet the requirements of project implementation safety, high quality and the like.
4. The construction method of the invention can be popularized and applied to tunnel engineering in the fields of highways, railways, municipal administration, military and the like, has wide application range and has wide popularization and application value.
Drawings
FIG. 1 is a schematic diagram of a structure for spanning an oversized karst cave using a suspension bridge tunnel in accordance with the present invention.
Fig. 2 is a schematic cross-sectional structure of a suspension bridge crossing an oversized karst cave according to the present invention.
Reference numerals: the building block comprises a 1-karst cavity, a 2-tunnel, a 3-anchoring area, a 4-main cable, a 5-sling, a 6-main beam, a 7-paving layer, 8-tunnel lining structural concrete, a 9-waterproof layer and a 10-anti-falling stone buffer layer.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
Example 1:
a construction method of a suspension bridge type tunnel crossing an oversized karst cave comprises the following steps:
step one, removing loose stones in the rock wall of a karst cavity 1, wherein local serious areas are protected by adopting sprayed concrete; preferably, the sprayed concrete 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.
Step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method comprises the following steps:
1) And (3) constructing an anchorage main body: measuring and lofting the anchor position, excavating a foundation pit, rolling and flattening the bottom of the foundation pit, pouring C20 plain concrete with the thickness of 20cm as an anchor ground mould, binding anchor reinforcing steel bars, burying anchor pull rods, embedding prestressed corrugated pipes, installing a supporting anchor template, pouring anchor concrete, and preserving the health to finish the construction of an anchor main body;
2) Installing an anchorage anchoring device: dismantling all the anchor templates, curing the anchor concrete, installing and tensioning longitudinal and transverse prestressed steel bundles of the anchor, grouting, installing an anchor anchoring device, tensioning 20% anchor anchoring prestressed steel bundles, grouting, filling anchor counterweight cavities, pouring anchor roof concrete, and backfilling an anchor foundation pit.
Step four, erecting a main cable 4, installing a sling 5 and installing a main girder 6; the method comprises the following steps:
guide cable erection, traction system installation, catwalk system installation, main cable erection, cable clamp and sling erection, main girder installation section by section until full bridge penetration and catwalk system removal.
Pouring a paving layer 7;
preferably, the paving layer 7 adopts a 15cm thick C40 reinforced concrete structure, 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.
Pouring tunnel lining structural concrete 8;
preferably, the tunnel lining structure is an arched end face, reinforced concrete is adopted, and the pouring thickness is not less than 20cm.
Step seven, paving a tunnel waterproof layer 9;
preferably, a pair ofThe tunnel waterproof layer 9 adopts an inner, middle and outer three-layer structure, and is sequentially composed of non-woven fabrics, waterproof boards and non-woven fabrics. The density of the non-woven fabric is not less than 300g/m 2 The method comprises the steps of carrying out a first treatment on the surface of the Waterproof coiled materials easy to weld are adopted for the waterproof board, and the thickness is not less than 1mm.
Pouring a rock fall preventing buffer layer 10;
preferably, the anti-falling stone buffer layer 10 adopts a rubber buffer protection layer.
In this embodiment, the main beam 6 is a concrete beam. The ratio of the beam height of the concrete beam to the main span of the suspension bridge is as follows: 1/100 to 1/220. The main cable and the sling are arranged in bilateral symmetry, and the distance between the main cables is determined according to the transverse width of the tunnel; slings are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 2:
a construction method of a suspension bridge type tunnel crossing an oversized karst cave comprises the following steps:
step one, removing loose stones in the rock wall of a karst cavity 1, wherein local serious areas are protected by adopting sprayed concrete; preferably, the sprayed concrete 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.
Step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method comprises the following steps:
1) And (3) constructing an anchorage main body: measuring and lofting the anchor position, excavating a foundation pit, rolling and flattening the bottom of the foundation pit, pouring C20 plain concrete with the thickness of 20cm as an anchor ground mould, binding anchor reinforcing steel bars, burying anchor pull rods, embedding prestressed corrugated pipes, installing a supporting anchor template, pouring anchor concrete, and preserving the health to finish the construction of an anchor main body;
2) Installing an anchorage anchoring device: dismantling all the anchor templates, curing the anchor concrete, installing and tensioning longitudinal and transverse prestressed steel bundles of the anchor, grouting, installing an anchor anchoring device, tensioning 20% anchor anchoring prestressed steel bundles, grouting, filling anchor counterweight cavities, pouring anchor roof concrete, and backfilling an anchor foundation pit.
Step four, erecting a main cable 4, installing a sling 5 and installing a main girder 6; the method comprises the following steps:
guide cable erection, traction system installation, catwalk system installation, main cable erection, cable clamp and sling erection, main girder installation section by section until full bridge penetration and catwalk system removal.
Pouring a paving layer 7;
preferably, the paving layer 7 is composed of an 8cm cement concrete leveling layer, a 6cm thick asphalt concrete lower layer and a 4cm thick fireproof asphalt concrete upper layer from bottom to top.
Pouring tunnel lining structural concrete 8;
preferably, the tunnel lining structure is a rectangular end face, foam concrete casting is adopted, and the casting thickness is not less than 20cm.
Step seven, paving a tunnel waterproof layer 9;
preferably, the tunnel waterproof layer 9 adopts an inner, middle and outer three-layer structure, and is sequentially formed by non-woven fabrics, waterproof boards and non-woven fabrics. The density of the non-woven fabric is not less than 300g/m 2 The method comprises the steps of carrying out a first treatment on the surface of the Waterproof coiled materials easy to weld are adopted for the waterproof board, and the thickness is not less than 1mm.
Pouring a rock fall preventing buffer layer 10;
preferably, the anti-falling stone buffer layer 10 adopts a broken stone buffer layer; and the side surface of the broken stone buffer layer is provided with an anti-falling net to stabilize broken stone.
In this embodiment, the main beam 4 is a composite beam. The ratio of the beam height of the combined beam to the main span of the suspension bridge is as follows: 1/125-1/200. The main cable and the sling are arranged in bilateral symmetry, and the distance between the main cables is determined according to the transverse width of the tunnel; slings are respectively arranged in the secondary linings at the two sides of the tunnel.
Example 3:
a construction method of a suspension bridge type tunnel crossing an oversized karst cave comprises the following steps:
step one, removing loose stones in the rock wall of a karst cavity 1, wherein local serious areas are protected 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.
Step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method comprises the following steps:
1) And (3) constructing an anchorage main body: measuring and lofting the anchor position, excavating a foundation pit, rolling and flattening the bottom of the foundation pit, pouring C20 plain concrete with the thickness of 20cm as an anchor ground mould, binding anchor reinforcing steel bars, burying anchor pull rods, embedding prestressed corrugated pipes, installing a supporting anchor template, pouring anchor concrete, and preserving the health to finish the construction of an anchor main body;
2) Installing an anchorage anchoring device: dismantling all the anchor templates, curing the anchor concrete, installing and tensioning longitudinal and transverse prestressed steel bundles of the anchor, grouting, installing an anchor anchoring device, tensioning 20% anchor anchoring prestressed steel bundles, grouting, filling anchor counterweight cavities, pouring anchor roof concrete, and backfilling an anchor foundation pit.
Step four, erecting a main cable 4, installing a sling 5 and installing a main girder 6; the method comprises the following steps:
guide cable erection, traction system installation, catwalk system installation, main cable erection, cable clamp and sling erection, main girder installation section by section until full bridge penetration and catwalk system removal.
Pouring a paving layer 7;
preferably, the paving layer 7 adopts a 15cm thick C40 reinforced concrete structure, 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.
Pouring tunnel lining structural concrete 8;
preferably, the tunnel lining structure is an arched end face, reinforced concrete is adopted, and the pouring thickness is not less than 20cm.
Step seven, paving a tunnel waterproof layer 9;
preferably, the tunnel waterproof layer 9 is adoptedThe inner, middle and outer three-layer structure is sequentially composed of non-woven fabrics, waterproof boards and non-woven fabrics; the density of the non-woven fabric is not less than 300g/m 2 The method comprises the steps of carrying out a first treatment on the surface of the Waterproof coiled materials easy to weld are adopted for the waterproof board, and the thickness is not less than 1mm.
Pouring a rock fall preventing buffer layer 10;
preferably, the anti-falling stone buffer layer 10 adopts a rubber buffer protection layer.
In this embodiment, the main beam 4 is a steel box beam. The ratio of the beam height of the steel box beam to the main span of the suspension bridge is as follows: 1/180 to 1/330. The main cable and the sling are arranged in bilateral symmetry, and the distance between the main cables is determined according to the transverse width of the tunnel; slings are respectively arranged in the secondary linings at the two sides of the tunnel.
Claims (10)
1. A construction method of a suspension cable bridge type tunnel crossing an oversized karst cave is characterized by comprising the following steps of:
step one, removing loose stones in the rock wall of a karst cavity (1), and protecting local serious areas by adopting sprayed concrete;
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 (2.7-3.7);
step three, installing an anchorage in the anchoring area, and pouring concrete in the anchoring area; the method comprises the following steps:
1) And (3) constructing an anchorage main body: measuring and lofting the anchor position, excavating a foundation pit, rolling and flattening the bottom of the foundation pit, pouring C20 plain concrete with the thickness of 20cm as an anchor ground mould, binding anchor reinforcing steel bars, burying anchor pull rods, embedding prestressed corrugated pipes, installing a supporting anchor template, pouring anchor concrete, and preserving the health to finish the construction of an anchor main body;
2) Installing an anchorage anchoring device: dismantling all templates of the anchorage, curing anchorage concrete, installing and tensioning longitudinal and transverse prestress steel bundles of the anchorage, grouting, installing an anchorage anchoring device, tensioning 20% anchorage anchoring prestress steel bundles, grouting, filling anchorage counterweight cavities, pouring anchorage roof concrete, and backfilling an anchorage foundation pit;
step four, erecting a main cable (4), installing a sling (5) and installing a main girder (6); the method comprises the following steps:
guide cable erection, traction system installation, catwalk system installation, main cable erection, cable clamp and sling erection, main girder installation section by section until full bridge is communicated, and catwalk system removal;
pouring a paving layer (7);
pouring tunnel lining structural concrete (8);
step seven, paving a tunnel waterproof layer (9);
and step eight, pouring a rock fall preventing buffer layer (10).
2. The construction method of a suspension bridge type tunnel crossing an oversized karst cave according to claim 1, wherein in the fourth step, the main beam (6) is a concrete beam, a composite beam, a steel box beam or a steel truss beam.
3. The construction method of a suspension bridge type tunnel crossing an oversized karst cave according to claim 2, wherein the ratio of the girder height of the girder to the main span of the suspension bridge is: 1/100 to 1/220 of concrete beam is adopted; the combined beam adopts 1/125-1/200; the steel box girder adopts 1/180-1/330; the steel truss girder height is also determined according to the layer number of the bridge deck, and the truss height is generally between 5m and 15 m.
4. The construction method of the suspension cable bridge type tunnel crossing the oversized karst cave according to claim 1, wherein in the fourth step, the main cables (4) are symmetrically arranged left and right, and the main cable spacing is determined according to the transverse width of the tunnel.
5. The construction method of the suspension cable bridge type tunnel crossing the oversized karst cave according to claim 1, wherein in the fourth step, the suspension cables (5) are symmetrically arranged left and right and are respectively arranged in the secondary lining at two sides of the tunnel.
6. The construction method of the suspension cable bridge type tunnel crossing the oversized karst cave according to the claim 1, wherein in the fifth step, the paving layer (7) adopts a 10-15 cm thick C40 reinforced concrete structure, and a reinforcing mesh with a double-layer diameter of 12mm and a mesh spacing of 10 x 10cm is arranged inside the paving layer; or respectively comprises a 8-10 cm cement concrete leveling layer, a 4-6 cm thick asphalt concrete lower layer and a 3-5 cm thick fireproof asphalt concrete upper layer from bottom to top.
7. The construction method of a suspension cable bridge type tunnel crossing an oversized karst cave according to claim 1, wherein in the sixth step, the tunnel lining structure is a rectangular end surface or an arched end surface, and is poured by reinforced concrete or other light materials, and the pouring thickness is not less than 20cm; the other lightweight materials include foam concrete and lightweight steel structures.
8. The construction method of a suspension cable bridge type tunnel crossing an oversized karst cave according to claim 1, wherein in the seventh step, the tunnel waterproof layer (9) adopts an inner, middle and outer three-layer structure, and is sequentially composed of non-woven fabrics, waterproof boards and non-woven fabrics.
9. The construction method of a suspension bridge type tunnel crossing an oversized karst cave according to claim 8, wherein the density of the non-woven fabric is not less than 300g/m 2 The method comprises the steps of carrying out a first treatment on the surface of the Waterproof coiled materials easy to weld are adopted for the waterproof board, and the thickness is not less than 1mm.
10. The construction method of a suspension bridge type tunnel crossing an oversized karst cave according to claim 1, wherein in the eighth step, the anti-falling stone buffer layer (10) adopts a rubber buffer protection layer or a broken stone buffer layer; when the broken stone buffer layer is adopted, the side face is provided with constraint measures to stabilize broken stone; the constraint measure is to set up anti-drop net or side wall.
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| CN202187288U (en) * | 2011-08-15 | 2012-04-11 | 四川省交通运输厅公路规划勘察设计研究院 | Compound tunnel anchorage |
| CN204186393U (en) * | 2014-10-30 | 2015-03-04 | 四川省交通运输厅公路规划勘察设计研究院 | Mountainous area highway Tunnel-Type Anchorage of Suspension Bridge heavy stone used as an anchor and highway tunnel correlation structure |
| CN104328744A (en) * | 2014-11-27 | 2015-02-04 | 中铁四局集团有限公司 | Construction method of anchorage steel pull rod anchoring system of ground anchor type suspension bridge |
| CN105648917A (en) * | 2016-01-08 | 2016-06-08 | 长沙理工大学 | Cable-beam synchronization construction method for composite beam self-anchored suspension bridge |
| CN107869351A (en) * | 2017-11-15 | 2018-04-03 | 中国水利水电第十工程局有限公司 | A kind of method of the high narrow large-scale solution cavity Cavity treatment security protection of type |
| CN111119929A (en) * | 2019-12-29 | 2020-05-08 | 中铁二院工程集团有限责任公司 | Lattice type rockfall prevention structure of large-scale ultrahigh karst cavity tunnel and construction method |
| CN110904856A (en) * | 2019-12-30 | 2020-03-24 | 中国铁建投资集团有限公司 | Self-anchored suspension bridge position-changing anchor span closure method |
| CN111411994A (en) * | 2020-04-21 | 2020-07-14 | 中铁二院工程集团有限责任公司 | Bridge spanning separation type bearing structure penetrating through giant karst cave and construction method thereof |
| CN111809521A (en) * | 2020-06-08 | 2020-10-23 | 中铁五局集团有限公司 | Tunnel type anchorage structure for cable crane and construction method thereof |
| CN111894641A (en) * | 2020-08-10 | 2020-11-06 | 陕西省高速公路建设集团公司 | Treatment and construction process for tunnel to penetrate through super-huge water-containing cavity karst cave |
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