CN113217022A - Construction method of weak surrounding rock tunnel collapse hole foam concrete backfill structure - Google Patents
Construction method of weak surrounding rock tunnel collapse hole foam concrete backfill structure Download PDFInfo
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- CN113217022A CN113217022A CN202110528177.9A CN202110528177A CN113217022A CN 113217022 A CN113217022 A CN 113217022A CN 202110528177 A CN202110528177 A CN 202110528177A CN 113217022 A CN113217022 A CN 113217022A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention relates to a construction method of a soft surrounding rock tunnel collapse hole foam concrete backfill structure, which comprises the following steps: 1) constructing and manufacturing; 2) excavating a manual hole digging pile; 3) binding a reinforcement cage; 4) constructing a bearing platform; 5) backfilling a small karst cave at the bottom of the tunnel; 6) a small anhydrous karst cave is formed in the side wall of the tunnel; 7) constructing a crack of the vault; 8) backfilling small anhydrous karst caves at the arch top of the tunnel; 9) constructing a pre-buried steel frame of the supporting wall; 10) constructing a support wall and a lining; 11) secondary lining construction; 12) back pressure backfilling; 13) and (5) constructing a tunnel roadbed. The invention has the beneficial effects that: the manual hole digging pile retaining wall is in an assembly type, the water drain valve is arranged on the manual hole digging pile retaining wall, the water drain valve can be opened and closed at any time according to the condition of water volume around the hole, the safety of the hole digging construction process is guaranteed, and the construction efficiency can be improved due to the use of the assembly type technology.
Description
Technical Field
The invention relates to a construction method of a collapse foam concrete backfill structure of a weak surrounding rock tunnel, which is mainly suitable for tunnel construction at the weak surrounding rock and comprises small-sized anhydrous karst cave foam concrete backfill construction around the tunnel.
Background
At present, China is in large-scale tunnel construction, and the design and construction problems of the weak surrounding rock tunnel always puzzles the vast tunnel constructors. The weak surrounding rock tunnel usually shows that the surrounding rock has large deformation, even damages the structure, and has safety accidents such as collapse; the construction progress is slow, and the construction period of the project is severely limited. The main reasons for these problems are that the knowledge of deformation mechanism, development and evolution law of tunnel surrounding rocks, especially weak surrounding rocks, is insufficient, and the adopted control technology and method are lack of pertinence.
The mechanical characteristics and the deformation rule of the weak surrounding rock are theoretical foundations for realizing safe and rapid construction of the weak surrounding rock tunnel. The weak surrounding rock has the engineering geological characteristics of low strength, poor bearing capacity, poor adhesive force, easy softening in water, weak rock mass structural plane, easy collapse and the like, so that in the construction process of the weak surrounding rock tunnel, a practical construction mode must be reasonably selected according to the stress adjustment characteristics and the deformation rule of the surrounding rock, the construction scheme is optimized, a certain effect on controlling excessive deformation of the tunnel surrounding rock and reducing settlement of earth surface buildings can be achieved through selection of the construction scheme, and meanwhile, safe and rapid construction of the weak surrounding rock tunnel can be realized.
In view of this, in order to ensure the construction quality and the construction efficiency of the weak surrounding rock tunnel and fully exert the advantages of the foam concrete, the invention is urgently needed to provide a simple and effective construction method of the soft surrounding rock tunnel collapse hole foam concrete backfill structure.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, provides a construction method of a weak surrounding rock tunnel cave collapse foam concrete backfill structure, improves the construction quality and the construction efficiency of a bridgehead foam concrete light embankment, and has better technical and economic benefits.
The soft surrounding rock tunnel cave collapse foam concrete backfill structure comprises a support wall, a pre-buried steel frame, a pile foundation bearing platform, an assembled protective cylinder, foam concrete, a precast slab and a manual hole digging pile, wherein the manual hole digging pile is arranged at the bottom of the pile foundation bearing platform, the support wall is arranged at the upper part of the pile foundation bearing platform, the pre-buried steel frame is arranged in the support wall, the assembled protective cylinder is arranged in the manual hole digging pile, a tunnel is arranged on one side of the support wall, the precast beam and the precast slab are arranged at the bottom of the tunnel, and foam concrete is poured in a vault gap, a tunnel bottom karst cave, a vault small karst cave and an arch side small karst cave.
Preferably, the method comprises the following steps: the manual hole digging pile inner wall sets up the assembled and protects a section of thick bamboo, and manual hole digging pile bottom sets up the cushion, sets up reinforcement cage regularization bed-jig on the cushion, and reinforcement cage regularization bed-jig comprises bottom plate and pre-buried sleeve, and pre-buried sleeve distributes on the bottom plate, is equipped with vertical main muscle on the pre-buried sleeve, sets up the reinforcement cage in the manual hole digging pile, and the reinforcement cage comprises vertical main muscle and spiral reinforcement, and reinforcement cage upper portion sets up pile foundation cushion cap.
Preferably, the method comprises the following steps: the assembled protective cylinder is formed by assembling four arc-shaped plates, two ends of each arc-shaped plate are respectively provided with an ear plate, the ear plates are provided with bolt holes, and the arc-shaped plates are connected through ear plate bolts; the middle part of the arc plate is provided with a drain valve and a fixed anchor rod.
Preferably, the method comprises the following steps: the wall anchor rods are arranged on the embedded steel frames, the embedded steel frames and the tunnel arch frames are welded and fixed, the tunnel arch frames are located in the sprayed concrete, the secondary lining is arranged on the inner side of the sprayed concrete, back-pressure backfill soil is arranged on the outer side of the supporting wall, and the top and the two sides of the supporting wall are provided with explosive cartridges to be connected with the anchor rods.
Preferably, the method comprises the following steps: pile foundation cushion cap one side sets up the precast beam, and the precast beam lower part sets up precast beam earth anchor, sets up the prefabricated plate on the precast beam, sets up the rubble concrete on the prefabricated plate, sets up the road bed cushion layer on the rubble concrete, and rubble concrete both sides set up the escape canal, and secondary lining bottom both sides set up the drain pipe.
Preferably, the method comprises the following steps: the lower part of the precast slab is provided with a tunnel bottom karst cave, the precast slab is provided with a second small conduit, and foam concrete is arranged in the tunnel bottom karst cave.
Preferably, the method comprises the following steps: the tunnel arch side is provided with an arch side small-sized karst cave, an arch side prefabricated plate is erected at the arch side small-sized karst cave, a temporary support is arranged at the lower part of the arch side prefabricated plate, an arch side hollow grouting anchor rod is arranged at the arch side small-sized karst cave penetrating through the arch side prefabricated plate, and foam concrete is poured into the arch side small-sized karst cave.
Preferably, the method comprises the following steps: the tunnel vault has the vault space, and tunnel vault space department installation top shrouding, top shrouding pass through the set screw and be fixed in on the weak country rock, have beaten at top shrouding department and be equipped with first little pipe, pour into foam concrete in the vault space.
Preferably, the method comprises the following steps: the vault of the tunnel is provided with a vault small karst cave, the vault is provided with a prefabricated top plate, the prefabricated top plate is fixed on weak surrounding rocks through a hanging anchor rod, the prefabricated top plate is provided with a vault hollow grouting anchor rod, and foam concrete is poured into the vault small karst cave.
The construction method of the soft surrounding rock tunnel collapse hole foam concrete backfill structure comprises the following steps:
1) construction and preparation: the assembled protective cylinder, the steel reinforcement cage shaping jig frame, the top sealing plate, the arch side prefabricated plate and the prefabricated top plate are prefabricated in a factory and transported to a construction site for assembly;
2) excavating a manual hole digging pile: excavating a certain depth, installing an assembly type pile casing, splicing arc plates of the assembly type pile casing through lug plate bolts, fixing each arc plate in a pile hole through a fixed anchor rod, and opening or closing a water drain valve on each arc plate according to the flowing water condition in the hole;
3) binding a reinforcement cage: installing a cushion block at the bottom of a pile hole of the manual hole digging pile, then installing a reinforcement cage shaping jig frame, then installing the bottom of a longitudinal main reinforcement into a pre-embedded sleeve of the reinforcement cage shaping jig frame, then binding a spiral reinforcement to form a reinforcement cage, and pouring concrete after stable drainage;
4) and (3) bearing platform construction: constructing a pile foundation bearing platform of concrete on the top of the manual hole digging pile;
5) backfilling small karst caves at the bottom of the tunnel: mounting a precast beam and a precast slab on one side of the pile foundation bearing platform, mounting a second small guide pipe on the precast slab, and backfilling foam concrete into a tunnel bottom karst cave at the bottom of the tunnel;
6) small-size anhydrous solution cavity of tunnel lateral wall: an arch side precast slab is erected at the arch side small-sized karst cave, a temporary support is arranged at the lower part of the arch side precast slab, an arch side hollow grouting anchor rod is driven into the arch side small-sized karst cave through the arch side precast slab, and foam concrete is poured into the arch side small-sized karst cave;
7) and (3) vault crack construction: installing a top sealing plate at the gap of the vault of the tunnel, fixing the top sealing plate on surrounding rocks through a fixing screw rod, driving a first small guide pipe into the top sealing plate, and pouring foam concrete into the gap of the vault through the first small guide pipe;
8) backfilling a small anhydrous karst cave at the arch top of the tunnel: if the vault is provided with the small karst cave, arranging a prefabricated top plate on the vault, fixing the prefabricated top plate on the surrounding rock through a hanging anchor rod, driving a vault hollow grouting anchor rod on the prefabricated top plate, and pouring foam concrete into the vault small karst cave through the vault hollow grouting anchor rod;
9) constructing a pre-buried steel frame of the supporting wall: firstly, installing a steel frame net piece in a tunnel arch, then constructing an arch-shaped tunnel framework, and simultaneously welding or binding the arch-shaped tunnel framework and an embedded steel frame in a supporting wall for construction;
10) and (3) construction of a supporting wall and a lining: pre-burying a drain pipe at the arch foot, synchronously pouring concrete on the supporting wall and the lining, after a part of the supporting wall is poured, driving a cartridge anchor rod into surrounding rock on the periphery of the lining, and driving a wall anchor rod into the supporting wall by the lining;
11) secondary lining construction: constructing a waterproof plate and geotextile on the outer side of the primary lining, then constructing a secondary lining, and constructing a drainage ditch at the arch springing;
12) back pressure backfilling: constructing back pressure backfill on the outer side of the support wall;
13) and (3) tunnel roadbed construction: then, the stone concrete is constructed at the bottom of the tunnel, and a roadbed cushion is constructed at the upper part of the stone concrete, and finally, pavement construction is carried out.
The invention has the beneficial effects that:
1. the manual hole digging pile retaining wall is in an assembly type, the water drain valve is arranged on the manual hole digging pile retaining wall, the water drain valve can be opened and closed at any time according to the condition of water volume around the hole, the safety of the hole digging construction process is guaranteed, and the construction efficiency can be improved due to the use of the assembly type technology.
2 through reinforcement cage regularization bed-jig manual hole digging pile reinforcement cage of downthehole ligature, can improve the quality and the efficiency of reinforcement cage ligature construction.
3. The hollow grouting anchor rod replaces the traditional small guide pipe, so that the anchoring strength of the prefabricated plate on the weak surrounding rock can be improved, and the grouting can not be influenced.
4. The support wall steel reinforcement cage and the tunnel arch-shaped framework are simultaneously installed and simultaneously poured and formed, and integrity of the support wall steel reinforcement cage and the tunnel arch-shaped framework can be guaranteed.
5. Foam concrete is backfilled in the small-sized anhydrous karst cave at the bottom of the tunnel, and the prefabricated beam slab is arranged at the top of the karst cave, so that the strength of the tunnel foundation is ensured, and the foam concrete can also ensure the integral settlement of the karst cave and surrounding rocks.
6. Foam concrete is backfilled in the arch crown gap, the small-sized waterless karst cave and the small-sized waterless karst cave at the arch side, so that the strength of surrounding rocks can be improved, and the construction quality of the tunnel is ensured.
Drawings
FIG. 1 is a schematic diagram of a soft surrounding rock tunnel collapse hole foam concrete backfill structure;
FIG. 2 is a schematic view of an assembly casing structure adopted by the bored pile of the present invention;
FIG. 3 is a schematic three-dimensional structure diagram of a reinforcement cage shaping jig;
FIG. 4 is a plan view of a steel reinforcement cage shaping jig;
FIG. 5 is a schematic view of a pre-buried steel frame structure;
FIG. 6 is a schematic diagram of a vault original gap and a bottom small waterless karst cave foam concrete backfill structure;
FIG. 7 is a plan view of precast girders and precast slabs;
FIG. 8 is a schematic three-dimensional structure of a support wall;
FIG. 9 is a schematic view of a tunnel side wall small waterless karst cave and a tunnel vault small waterless karst cave foam concrete backfill structure.
Description of reference numerals: 1. the concrete pile comprises soft surrounding rock, 2 parts of supporting walls, 3 parts of embedded steel frames, 4 parts of grouting guide pipes, 5 parts of cartridge anchor rods, 6 parts of sprayed concrete, 7 parts of secondary lining, 8 parts of cartridge connecting anchor rods, 9 parts of wall anchor rods, 10 parts of pile foundation bearing platform, 11 parts of reinforcement cage, 12 parts of assembled protective barrel, 13 parts of reinforcement cage forming jig frame, 14 parts of cushion block, 15 parts of precast beam ground anchor, 16 parts of precast beam, 17 parts of reinforced concrete cushion layer, 18 parts of stone concrete, 19 parts of roadbed cushion layer, 20 parts of drainage ditch, 21 parts of drainage pipe, 22 parts of embedded sleeve, 23 parts of longitudinal main rib, 24 parts of drainage valve, 25 parts of fixed anchor rod, 26 parts of lug plate bolt, 27 parts of lug plate, 28 parts of vault gap, 29 parts of first small guide pipe, 30 parts of fixed screw rod, 31 parts of top sealing plate, 32 parts of tunnel bottom karst cave, 33 parts of foam concrete, 34 parts of precast slab, 35 parts of second small vault guide pipe, 36 parts of vault small karst cave, and vault, 37. The method comprises the following steps of vault hollow grouting anchor rods, 38 suspension anchor rods, 39 prefabricated top plates, 41 arch side guide pipes, 42 arch side small karst caves, 43 arch side prefabricated plates, 44 temporary supports, 45 tunnels, 46 manual hole digging piles and 47 back pressure backfill.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Example one
According to the soft surrounding rock tunnel collapse hole foam concrete backfill structure, an artificial hole digging pile is constructed by adopting an assembled protective cylinder, a reinforced concrete support wall is arranged on the side of the soft surrounding rock, a cave side karst cave is backfilled by adopting precast slabs to seal foam concrete, a vault small waterless karst cave is backfilled by adopting anchor rod hanging precast slabs to seal foam concrete, and a bottom small karst cave is backfilled by adopting precast beam slabs to seal foam concrete. As shown in fig. 1-2, the structure of the prefabricated concrete pile comprises soft surrounding rock 1, a supporting wall 2, an embedded steel frame 3, sprayed concrete 6, a pile foundation bearing platform 10, a reinforcement cage 11, an assembled pile casing 12, a reinforcement cage shaping jig 13, a top sealing plate 31, foam concrete 33, a prefabricated plate 34, a hanging anchor rod 38, a tunnel 45, a manual digging pile 46 and the like, wherein the bottom of the pile foundation bearing platform 10 is provided with the manual digging pile 46, the upper part of the pile foundation bearing platform 10 is provided with the supporting wall 2, the embedded steel frame 3 is arranged in the supporting wall 2, the assembled pile casing 12 is arranged in the manual digging pile 46, one side of the supporting wall is provided with the tunnel, the bottom of the tunnel is provided with prefabricated beams and prefabricated plates, and foam concrete 33 is poured in a vault gap 28, a tunnel bottom karst 32, a vault small karst cave 36 and an arch side small karst cave 42.
As shown in fig. 2-4, an assembled pile casing 12 is disposed on an inner wall of an artificial bored pile 46, a cushion block 14 is disposed at the bottom of the artificial bored pile 46, a reinforcement cage finalized jig 13 is disposed on the cushion block 14, the reinforcement cage finalized jig 13 is composed of a bottom plate and an embedded sleeve 22, the embedded sleeve 22 is distributed on the bottom plate, a longitudinal main reinforcement 23 is disposed on the embedded sleeve 22, a reinforcement cage 11 is disposed in the artificial bored pile 46, the reinforcement cage 11 is composed of the longitudinal main reinforcement 23 and a spiral reinforcement, and a pile foundation bearing platform 10 is disposed on an upper portion of the reinforcement cage 11. The assembled protective cylinder 12 is formed by assembling four arc-shaped plates, two ends of each arc-shaped plate are respectively provided with an ear plate 27, the ear plates 27 are provided with bolt holes, and the arc-shaped plates are connected through ear plate bolts 26; the middle part of the arc plate is provided with a drain valve 24 and a fixed anchor rod 25.
As shown in fig. 5, an embedded steel frame 3 is arranged in the supporting wall 2, a wall anchor rod 9 is arranged on the embedded steel frame 3, the embedded steel frame 3 is welded and fixed with a tunnel arch, the tunnel arch is positioned in the sprayed concrete 6, a secondary lining 7 is arranged on the inner side of the sprayed concrete 6, and explosive cartridges are arranged at the top and two sides of the supporting wall and connected with anchor rods 8; a grouting guide pipe 4 and a cartridge anchor rod 5 are arranged on the periphery of the tunnel arch; the bottom of the tunnel 45 is provided with a reinforced concrete cushion layer 17.
As shown in fig. 6-8, the outside of the support wall 2 is provided with back pressure backfill 47. The method is characterized in that a precast beam 16 is arranged on one side of a pile foundation bearing platform 10, a precast beam ground anchor 15 is arranged below the precast beam 16, a precast slab 34 is arranged on the precast beam 16, rubble concrete 18 is arranged on the precast slab 34, a road bed cushion layer 19 is arranged on the rubble concrete 18, drainage ditches 20 are arranged on two sides of the rubble concrete 18, and drainage pipes 21 are arranged on two sides of the bottom of a secondary lining 7. The lower part of the precast slab 34 is provided with a tunnel bottom karst cave 32, the precast slab is provided with a second small guide pipe 35, and the tunnel bottom karst cave 32 is internally provided with foam concrete 33. A top sealing plate 31 is installed at the arch crown gap, the top sealing plate 31 is fixed on surrounding rocks through a fixing screw, a small guide pipe 29 is driven into the top sealing plate 31, and foam concrete 33 is filled into the arch crown gap 28 through the small guide pipe 29.
As shown in fig. 9, an arch-side prefabricated slab 43 is erected at the arch-side small waterless cave 42, a temporary support 44 is arranged at the lower part, an arch-side hollow grouting anchor 41 is driven into the arch-side small waterless cave 42 through the arch-side prefabricated slab 43, and foam concrete 33 is poured into the arch-side small waterless cave 42. And if the vault has a small karst cave, arranging a prefabricated top plate 39 on the vault, fixing the prefabricated top plate 39 on the surrounding rock through a hanging anchor rod 38, driving a vault hollow grouting anchor rod 37 on the prefabricated top plate 39, and pouring foam concrete 33 into the vault small karst cave 36 through the vault hollow grouting anchor rod 37.
Example two
The invention also provides a construction method of the soft surrounding rock tunnel collapse hole foam concrete backfill structure, which comprises the following steps:
(1) construction and preparation: and the assembled protective cylinder 12, the reinforcement cage shaping jig frame 13, the top sealing plate 31, the arch side prefabricated plate 43, the prefabricated top plate 39 and the like are prefabricated in factories and transported to a construction site for assembly.
(2) Excavating a manual hole digging pile: the assembled casing 12 is installed after a certain depth is excavated, each arc plate of the assembled casing 12 is spliced through the ear plate bolt 26, each arc plate is fixed in a pile hole through a fixed anchor rod, and the water release valve 24 on each arc plate is opened or closed according to the flowing water condition in the hole.
(3) Binding a reinforcement cage: installing a reinforcement cage forming jig frame 13 after installing a cushion block 14 at the bottom of a pile hole of the manual hole digging pile 46, then installing the bottom of a longitudinal main reinforcement into a pre-embedded sleeve of the reinforcement cage forming jig frame 13, then binding a spiral reinforcement to form a reinforcement cage 11, and pouring concrete after drainage is stable.
(4) And (3) bearing platform construction: and constructing a concrete pile foundation bearing platform at the top of the manual hole digging pile.
(5) Backfilling small karst caves at the bottom of the tunnel: and a precast beam 16 and a precast slab 34 are arranged on one side of the pile foundation bearing platform, a second small guide pipe 35 is arranged on the precast slab 34, and foam concrete 33 is backfilled into the tunnel bottom karst cave 32 at the bottom of the tunnel.
(6) Small-size anhydrous solution cavity of tunnel lateral wall: an arch side prefabricated plate 43 is erected at the arch side small-sized karst cave 42, a temporary support 44 is arranged at the lower part of the arch side prefabricated plate 43, an arch side hollow grouting anchor rod 41 is driven to the arch side small-sized karst cave 42 through the arch side prefabricated plate 43, and foam concrete 33 is poured into the arch side small-sized karst cave 42.
(7) And (3) vault crack construction: a top sealing plate 31 is installed at the vault gap, the top sealing plate 31 is fixed on surrounding rocks through fixing screws, a first small guide pipe 29 is driven into the top sealing plate 31, and foam concrete 33 is poured into the vault gap 28 through the first small guide pipe 29.
(8) Backfilling a small anhydrous karst cave at the arch top of the tunnel: and if the vault has a small karst cave, arranging a prefabricated top plate 39 on the vault, fixing the prefabricated top plate 39 on the surrounding rock through a hanging anchor rod 38, driving a vault hollow grouting anchor rod 37 on the prefabricated top plate 39, and pouring foam concrete 33 into the vault small karst cave 36 through the vault hollow grouting anchor rod 37.
(9) Constructing a pre-buried steel frame of the supporting wall: firstly, a steel frame net piece is installed in a tunnel arch, then an arch-shaped framework of the tunnel is constructed, and the arch-shaped framework of the tunnel and an embedded steel frame 3 in a supporting wall are simultaneously welded or bound for construction.
(10) And (3) construction of a supporting wall and a lining: the drainage pipe 21 is pre-buried at the arch foot, the concrete is synchronously poured on the supporting wall 2 and the lining, after a part of the supporting wall 2 is poured, the explosive roll anchor rod 5 is driven into the surrounding rock on the periphery of the lining, and the wall anchor rod 9 is driven into the supporting wall by the lining.
(11) Secondary lining construction: and (3) constructing a waterproof plate and geotextile on the outer side of the primary lining, then constructing a secondary lining 7, and constructing a drainage ditch 20 at the arch springing position.
(12) Back pressure backfilling: and constructing back pressure backfill 47 on the outer side of the support wall.
(13) And (3) tunnel roadbed construction: subsequently, a stone slab concrete 18 is constructed on the bottom of the tunnel, and a roadbed cushion 19 is constructed on the upper portion thereof, and finally, pavement construction is performed.
According to the soft surrounding rock tunnel cave collapse foam concrete backfilling and construction method, a pile casing is prefabricated in a factory, a water drain valve is assembled and arranged on site, a surrounding rock side supporting wall embedded steel frame and lining are constructed synchronously, a small waterless karst cave in the side wall of a tunnel is backfilled by sealing foam concrete with a precast slab, a small waterless karst cave in the vault of the tunnel is backfilled by sealing foam concrete with an anchor rod hanging precast slab, and a small karst cave in the bottom of the tunnel is backfilled by sealing foam concrete with a precast beam slab, so that the construction quality and the construction efficiency can be improved.
Claims (1)
1. A construction method of a soft surrounding rock tunnel collapse hole foam concrete backfill structure is characterized by comprising the following steps:
1) construction and preparation: the prefabricated steel reinforcement cage forming type formwork (13), the top sealing plate (31), the arch side prefabricated plate (43) and the prefabricated top plate (39) are prefabricated in factories and transported to a construction site for assembly;
2) excavating a manual hole digging pile: excavating a certain depth, then installing an assembly type pile casing (12), splicing arc plates of the assembly type pile casing (12) through lug plate bolts (26), fixing each arc plate in a pile hole through a fixing anchor rod (25), and opening or closing a water drain valve (24) on each arc plate according to the water flowing condition in the hole;
3) binding a reinforcement cage: installing a cushion block (14) at the bottom of a pile hole of a manual hole digging pile (46), installing a reinforcement cage forming jig frame (13), then installing the bottom of a longitudinal main reinforcement (23) into an embedded sleeve (22) of the reinforcement cage forming jig frame (13), then binding a spiral reinforcement to form a reinforcement cage (11), and pouring concrete after stable drainage;
4) and (3) bearing platform construction: constructing a pile foundation bearing platform (10) of concrete on the top of the manual hole digging pile;
5) backfilling small karst caves at the bottom of the tunnel: a precast beam (16) and a precast slab (34) are installed on one side of the pile foundation bearing platform (10), a second small guide pipe (35) is installed on the precast slab (34), and foam concrete (33) is backfilled into a tunnel bottom karst cave (32) at the bottom of the tunnel (45);
6) small-size anhydrous solution cavity of tunnel lateral wall: an arch side precast slab (43) is erected at the arch side small-sized karst cave (42), a temporary support (44) is arranged at the lower part of the arch side precast slab (43), an arch side hollow grouting anchor rod (41) is driven into the arch side small-sized karst cave (42) through the arch side precast slab (43), and foam concrete (33) is poured into the arch side small-sized karst cave (42);
7) and (3) vault crack construction: installing a top sealing plate (31) at a gap of a tunnel vault, fixing the top sealing plate (31) on surrounding rocks through a fixing screw rod (30), driving a first small guide pipe (29) at the top sealing plate (31), and pouring foam concrete (33) into the vault gap (28) through the first small guide pipe (29);
8) backfilling a small anhydrous karst cave at the arch top of the tunnel: if the vault has the small karst cave, arranging a prefabricated top plate (39) on the vault, fixing the prefabricated top plate (39) on the surrounding rock through a hanging anchor rod (38), driving a vault hollow grouting anchor rod (37) on the prefabricated top plate (39), and filling foam concrete (33) into the vault small karst cave (36) through the vault hollow grouting anchor rod (37);
9) constructing a pre-buried steel frame of the supporting wall: firstly, a steel frame net is installed in a tunnel arch, then a tunnel arch framework is constructed, and the tunnel arch framework and a pre-buried steel frame (3) in a supporting wall (2) are simultaneously welded or bound for construction;
10) and (3) construction of a supporting wall and a lining: pre-burying a drain pipe (21) at an arch foot, synchronously pouring concrete on the supporting wall (2) and the lining, after a part of the supporting wall (2) is poured, driving a coil anchor rod (5) into surrounding rock outside the lining, and driving a wall anchor rod (9) into the supporting wall (2) by the lining;
11) secondary lining construction: constructing a waterproof plate and geotextile on the outer side of the primary lining, then constructing a secondary lining (7), and constructing a drainage ditch (20) at the arch springing position;
12) back pressure backfilling: constructing back pressure backfill (47) on the outer side of the support wall (2);
13) and (3) tunnel roadbed construction: subsequently, a stone concrete (18) is constructed on the bottom of the tunnel, and a roadbed cushion (19) is constructed on the upper part of the stone concrete, and finally, pavement construction is carried out.
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