CN113217022B - Construction method of weak surrounding rock tunnel cave collapse foam concrete backfill structure - Google Patents
Construction method of weak surrounding rock tunnel cave collapse foam concrete backfill structure Download PDFInfo
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- CN113217022B CN113217022B CN202110528177.9A CN202110528177A CN113217022B CN 113217022 B CN113217022 B CN 113217022B CN 202110528177 A CN202110528177 A CN 202110528177A CN 113217022 B CN113217022 B CN 113217022B
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- 238000010276 construction Methods 0.000 title claims abstract description 56
- 239000011381 foam concrete Substances 0.000 title claims abstract description 53
- 239000011435 rock Substances 0.000 title claims abstract description 48
- 230000002787 reinforcement Effects 0.000 claims abstract description 51
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 22
- 239000010959 steel Substances 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 21
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 239000004567 concrete Substances 0.000 claims description 20
- 238000007789 sealing Methods 0.000 claims description 19
- 238000007493 shaping process Methods 0.000 claims description 19
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 4
- 238000005516 engineering process Methods 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 5
- 239000002360 explosive Substances 0.000 description 5
- 239000011378 shotcrete Substances 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 3
- 230000006978 adaptation Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 206010035148 Plague Diseases 0.000 description 1
- 241000607479 Yersinia pestis Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000011800 void material 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
- 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 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/14—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 OR ROCK 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 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
- 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
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention relates to a construction method of a weak surrounding rock tunnel cave-collapse 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) The side wall of the tunnel is small-sized and has no water karst cave; 7) Constructing a vault crack; 8) Backfilling a small-sized water-free karst cave of a tunnel vault; 9) Constructing a pre-buried steel frame of the supporting wall; 10 Supporting wall and lining construction; 11 Secondary lining construction; 12 Back pressure backfilling; 13 A tunnel roadbed is constructed. The beneficial effects of the invention are as follows: the manual hole digging pile protection wall adopts an assembly type, and a water drain valve is arranged on the manual hole digging pile protection wall, so that the water drain valve can be opened and closed at any time according to the water quantity of the periphery of the hole, the safety of the hole digging construction process is ensured, and the construction efficiency can be improved by using an assembly type technology.
Description
Technical Field
The invention relates to a construction method of a weak surrounding rock tunnel cave-collapse foam concrete backfill structure, which is mainly suitable for tunnel construction at weak surrounding rock, and comprises the backfill construction of small-sized anhydrous karst cave foam concrete around the tunnel.
Background
At present, the design and construction problems of weak surrounding rock tunnels in large-scale tunnel construction in China always plague wide tunnel constructors. Weak surrounding rock tunnels are usually characterized in that surrounding rock is deformed greatly, even the structure is destroyed, and safety accidents such as collapse and the like occur; the construction progress is slow, severely restricts the construction period of engineering. The main reasons for the problems are the lack of knowledge on the deformation mechanism, development evolution rule and the like of tunnel surrounding rocks, especially weak surrounding rocks, the lack of pertinence of the adopted control technology and method and the like.
The mechanical characteristics and the deformation rule of the weak surrounding rock are theoretical basis 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 binding force, easy softening in water, softer rock structural surface, easy slumping and the like, so that in the construction process of the weak surrounding rock tunnel, a reasonable and practical construction mode is required to be selected according to the stress adjustment characteristics of the surrounding rock and the deformation rule thereof, the construction scheme is optimized, the excessive deformation of the surrounding rock of the control tunnel can be controlled, the subsidence of the ground surface building can be reduced, and the 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 efficiency of the weak surrounding rock tunnel and fully exert the advantages of the foam concrete, it is highly desirable to invent a simple and effective construction method for the collapse cavity foam concrete backfill structure of the weak surrounding rock tunnel.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, provides a construction method of a weak surrounding rock tunnel collapse pit foam concrete backfill structure, improves construction quality and construction efficiency of a bridge head foam concrete lightweight embankment, and has good technical and economic benefits.
The weak surrounding rock tunnel cave-collapse foam concrete backfill structure comprises a supporting wall, an embedded steel frame, a pile foundation bearing platform, an assembled pile casing, foam concrete, a precast slab and an artificial hole digging pile, wherein the artificial hole digging pile is arranged at the bottom of the pile foundation bearing platform, a supporting wall is arranged on the upper portion of the pile foundation bearing platform, the embedded steel frame is arranged in the supporting wall, the assembled pile casing is arranged in the artificial hole digging pile, a tunnel is arranged on one side of the supporting 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 a vault side small karst cave.
As preferable: the pile is characterized in that an assembled pile casing is arranged on the inner wall of the manual hole digging pile, a cushion block is arranged at the bottom of the manual hole digging pile, a reinforcement cage shaping jig is arranged on the cushion block and consists of a bottom plate and an embedded sleeve, the embedded sleeve is distributed on the bottom plate, a longitudinal main reinforcement is arranged on the embedded sleeve, a reinforcement cage is arranged in the manual hole digging pile and consists of a longitudinal main reinforcement and a spiral reinforcement, and a pile foundation bearing platform is arranged on the upper portion of the reinforcement cage.
As preferable: the assembled pile casing is formed by assembling four arc-shaped plates, two ends of each arc-shaped plate are respectively provided with an ear plate, bolt holes are formed in the ear plates, and the arc-shaped plates are connected through ear plate bolts; the middle part of the arc plate is provided with a water drain valve and a fixed anchor rod.
As preferable: the wall anchor rod is arranged on the embedded steel frame, the embedded steel frame is welded and fixed with the tunnel arch frame, the tunnel arch frame is positioned in the sprayed concrete, the secondary lining is arranged on the inner side of the sprayed concrete, the back pressure backfill is arranged on the outer side of the supporting wall, and the explosive cartridges are arranged on the top and the two sides of the supporting wall to be connected with the anchor rod.
As preferable: pile foundation cushion cap one side sets up the precast beam, and the precast beam lower part sets up the 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 course on the rubble concrete, and rubble concrete both sides set up escape canal, and secondary lining bottom both sides set up the drain pipe.
As preferable: the tunnel bottom karst cave is arranged at the lower part of the precast slab, a second small conduit is arranged on the precast slab, and foam concrete is arranged in the tunnel bottom karst cave.
As preferable: the tunnel arch side is provided with an arch side small karst cave, an arch side precast slab is supported at the arch side small 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 arranged at the arch side small karst cave in a penetrating way through the arch side precast slab, and foam concrete is poured into the arch side small karst cave.
As preferable: the tunnel vault has vault space, and tunnel vault space department installs the top shrouding, and the top sealing board is fixed in on the weak surrounding rock through the fixing screw, is equipped with first small duct in top sealing board department, pours foam concrete in the vault space.
As preferable: the tunnel vault has vault small-size karst cave, and the vault sets up prefabricated roof, and prefabricated roof is fixed in on the weak surrounding rock through hanging the stock, beats on the prefabricated roof to be equipped with vault cavity slip casting stock, has the foam concrete in the vault small-size karst cave.
The construction method of the weak surrounding rock tunnel cave collapse foam concrete backfill structure comprises the following steps:
1) And (3) construction and manufacturing: prefabricated pile casings, reinforcement cage shaping jig frames, top sealing plates, arch side prefabricated plates and prefabricated top plates are prefabricated in factories and transported to a construction site for assembly;
2) And (3) excavating a manual hole digging pile: after a certain depth is excavated, installing an assembled pile casing, splicing each arc-shaped plate of the assembled pile casing through lug plate bolts, fixing each arc-shaped plate in a pile hole through a fixed anchor rod, and opening or closing a water drain valve on the arc-shaped plate according to the Kong Naliu water condition;
3) Binding a reinforcement cage: installing a reinforcement cage shaping jig after installing a cushion block at the bottom of a pile hole of the manual hole digging pile, then installing the bottom of a longitudinal main reinforcement into a pre-buried sleeve of the reinforcement cage shaping jig, binding spiral reinforcement to form a reinforcement cage, and pouring concrete after water drainage is stable;
4) And (3) construction of a bearing platform: constructing a pile foundation bearing platform of concrete at the top of the manual hole digging pile;
5) Backfilling the small karst cave at the bottom of the tunnel: a precast beam and a precast slab are arranged on one side of the pile foundation bearing platform, a second small guide pipe is arranged on the precast slab, and foam concrete is backfilled into a karst cave at the bottom of the tunnel;
6) Small-size anhydrous karst cave in tunnel lateral wall: an arch side precast slab is supported at the arch side small karst cave, temporary supports are arranged at the lower parts of the arch side precast slabs, arch side hollow grouting anchor rods are driven into the arch side small karst cave through the arch side precast slabs, and foam concrete is poured into the arch side small karst cave;
7) Vault crack construction: a top sealing plate is arranged at a vault gap of the tunnel, the top sealing plate is fixed on surrounding rock through a fixed screw, a first small conduit is driven into the top sealing plate, and foam concrete is poured into the vault gap through the first small conduit;
8) Backfilling the small-sized anhydrous karst cave of the vault of the tunnel: if the vault has a small karst cave, arranging a prefabricated top plate on the vault, fixing the prefabricated top plate on surrounding rock through hanging anchor rods, driving a vault hollow grouting anchor rod into the prefabricated top plate, and pouring foam concrete into the vault small karst cave through the vault hollow grouting anchor rod;
9) And (3) constructing a support wall embedded steel frame: firstly, installing a steel frame net sheet in a tunnel arch, then constructing a tunnel arch framework, and simultaneously welding or binding the tunnel arch framework and an embedded steel frame in a supporting wall;
10 Supporting wall and lining construction: embedding a drain pipe in the arch foot, pouring concrete synchronously with the support wall and the lining, pouring a part of concrete into the support wall, driving a roll anchor rod into surrounding rock around the periphery of the lining, and driving a wall anchor rod into the support wall by the lining;
11 Secondary lining construction: constructing a waterproof board and geotextile outside the primary lining, then constructing a secondary lining, and constructing a drainage ditch at the arch springing;
12 Back pressure backfill: back-pressure backfill soil is constructed outside the supporting wall;
13 Construction of tunnel roadbed: then, constructing rubble concrete at the bottom of the tunnel, constructing a roadbed cushion layer at the upper part of the tunnel, and finally constructing the pavement.
The beneficial effects of the invention are as follows:
1. the manual hole digging pile protection wall adopts an assembly type, and a water drain valve is arranged on the manual hole digging pile protection wall, so that the water drain valve can be opened and closed at any time according to the water quantity of the periphery of the hole, the safety of the hole digging construction process is ensured, and the construction efficiency can be improved by using an assembly type technology.
2, the manual hole digging pile reinforcement cage is bound in the hole through the reinforcement cage shaping jig, so that the quality and efficiency of reinforcement cage binding construction can be improved.
3. The hollow grouting anchor rod replaces the traditional small guide pipe, so that the anchoring strength of the precast slab on weak surrounding rock can be improved, and grouting cannot be influenced.
4. The supporting wall reinforcement cage and the tunnel arch skeleton are installed simultaneously and cast simultaneously to be formed, so that the integrity of the supporting wall reinforcement cage and the tunnel arch skeleton can be guaranteed.
5. Foam concrete is backfilled in the small-sized anhydrous karst cave at the bottom of the tunnel, and a precast beam plate is arranged at the top of the karst cave, so that the strength of a tunnel foundation is ensured, and the foam concrete can also ensure the integral settlement of the karst cave and surrounding rock.
6. Foam concrete is backfilled in the vault gap, the small water-free karst cave and the small water-free karst cave at the vault side, so that the strength of surrounding rock can be improved, and the construction quality of a tunnel is ensured.
Drawings
FIG. 1 is a schematic diagram of a weak surrounding rock tunnel cave-collapse foam concrete backfill structure of the invention;
FIG. 2 is a schematic diagram of an assembled pile casing structure for a hole digging pile according to the present invention;
fig. 3 is a schematic view of a three-dimensional structure of a reinforcement cage shaping jig;
fig. 4 is a plan view of the reinforcement cage shaping jig;
FIG. 5 is a schematic diagram of a pre-buried steel frame structure;
FIG. 6 is a schematic diagram of the original void and bottom small-sized anhydrous karst cave foam concrete backfill structure of the vault;
FIG. 7 is a plan view of a precast beam and precast slab;
FIG. 8 is a schematic view of a three-dimensional structure of a support wall;
FIG. 9 is a schematic diagram of a foam concrete backfill structure for a small water-free karst cave on a tunnel sidewall and a small water-free karst cave on a tunnel vault.
Reference numerals illustrate: 1. soft surrounding rock, 2, supporting wall, 3, pre-embedded steel frame, 4, grouting guide pipe, 5, explosive cartridge anchor rod, 6, injection concrete, 7, secondary lining, 8, explosive cartridge connecting anchor rod, 9, wall body anchor rod, 10, pile foundation bearing platform, 11, reinforcement cage, 12, assembled pile casing, 13, reinforcement cage shaping jig frame, 14, cushion block, 15, precast beam ground anchor, 16, precast beam, 17, reinforced concrete cushion layer, 18, sheet stone concrete, 19, roadbed cushion layer, 20, drainage ditch, 21, drain pipe, 22, pre-embedded sleeve, 23, longitudinal main rib, 24, water leakage valve, 25, fixing anchor rod, 26, ear plate bolt, 27, ear plate, 28, vault gap, 29, first small guide pipe, 30, fixing screw rod, 31, top sealing plate, 32, tunnel bottom karst cavity, 33, foam concrete, 34, 35, second small guide pipe, 36, vault small karst cavity, 37, precast pile, 38, hanging, 39, vault side support arch, 41, side support arch, 42, side support arch, 46, temporary back pressure side, and pile 47.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that various modifications and adaptations of the invention can be made without departing from the principles of the invention and these modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
Example 1
The weak surrounding rock tunnel cave-collapse foam concrete backfill structure is characterized in that an artificial hole digging pile is constructed by adopting an assembled pile casing, a reinforced concrete supporting wall is arranged on the weak surrounding rock side, a precast slab closed foam concrete backfill is adopted for a cave side karst cave, a precast slab closed foam concrete backfill is adopted for a vault small-size anhydrous karst cave, a precast slab closed foam concrete backfill is adopted for an anchor rod hanging precast slab, and a precast beam slab closed foam concrete backfill is adopted for a bottom small karst cave. As shown in fig. 1-2, the structure comprises weak surrounding rock 1, a supporting wall 2, a pre-buried 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 precast slab 34, hanging anchor rods 38, a tunnel 45, a manual hole digging pile 46 and the like, wherein the manual hole digging pile 46 is arranged at the bottom of the pile foundation bearing platform 10, the supporting wall 2 is arranged at the upper part of the pile foundation bearing platform 10, the pre-buried steel frame 3 is arranged in the supporting wall 2, the assembled pile casing 12 is arranged in the manual hole digging pile 46, a tunnel is arranged at one side of the supporting wall, the precast beam and the precast slab are arranged at the bottom of the tunnel, and foam concrete 33 is poured in a vault gap 28, a tunnel bottom karst cave 32, a vault small karst cave 36 and a vault-side small karst cave 42.
As shown in fig. 2-4, the inner wall of the manual hole digging pile 46 is provided with an assembled pile casing 12, the bottom of the manual hole digging pile 46 is provided with a cushion block 14, the cushion block 14 is provided with a reinforcement cage shaping jig 13, the reinforcement cage shaping jig 13 consists of a bottom plate and an embedded sleeve 22, the embedded sleeve 22 is distributed on the bottom plate, the embedded sleeve 22 is provided with a longitudinal main rib 23, the manual hole digging pile 46 is internally provided with a reinforcement cage 11, the reinforcement cage 11 consists of the longitudinal main rib 23 and spiral reinforcement, and the upper part of the reinforcement cage 11 is provided with a pile foundation bearing platform 10. The assembled pile casing 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 water drain valve 24 and a fixed anchor rod 25.
As shown in fig. 5, an embedded steel frame 3 is arranged in the support wall 2, wall anchor rods 9 are 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 on the top and two sides of the support wall to connect the anchor rods 8; a grouting conduit 4 and a cartridge anchor rod 5 are arranged on the periphery of the tunnel arch; the reinforced concrete cushion 17 is arranged at the bottom of the tunnel 45.
As shown in fig. 6 to 8, the back pressure backfill 47 is provided outside the support wall 2. The pile foundation cushion cap 10 one side sets up precast beam 16, sets up precast beam earth anchor 15 below the precast beam 16, sets up precast slab 34 on the precast beam 16, sets up the rubble concrete 18 on the precast slab 34, sets up road bed course 19 on the rubble concrete 18, and the rubble concrete 18 both sides set up escape canal 20, and secondary lining 7 bottom both sides set up drain pipe 21. The tunnel bottom karst cave 32 is arranged at the lower part of the precast slab 34, the second small guide pipe 35 is arranged on the precast slab, and foam concrete 33 is arranged in the tunnel bottom karst cave 32. A top sealing plate 31 is arranged at the vault gap, the top sealing plate 31 is fixed on surrounding rock through a fixed screw, a small duct 29 is driven into the top sealing plate 31, and foam concrete 33 is poured into the vault gap 28 through the small duct 29.
As shown in fig. 9, an arch side precast slab 43 is supported at the arch side small-sized water-free karst 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-sized water-free karst cave 42 through the arch side precast slab 43, and foam concrete 33 is poured into the arch side small-sized water-free karst cave 42. The vault is provided with a small karst cave, a prefabricated top plate 39 is arranged on the vault, the prefabricated top plate 39 is fixed on surrounding rock through a hanging anchor rod 38, a vault hollow grouting anchor rod 37 is driven into the prefabricated top plate 39, and foam concrete 33 is poured 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 weak surrounding rock tunnel cave-collapse foam concrete backfill structure, which comprises the following steps:
(1) And (3) construction and manufacturing: the assembled pile casing 12, the reinforcement cage shaping jig 13, the top sealing plate 31, the arch side precast slabs 43, the precast top plates 39 and the like are prefabricated in factories and are transported to a construction site for assembly.
(2) And (3) excavating a manual hole digging pile: after a certain depth is excavated, the assembled pile casing 12 is installed, each arc-shaped plate of the assembled pile casing 12 is spliced through the lug plate bolts 26, each arc-shaped plate is fixed in the pile hole through the fixed anchor rod, and the water drain valve 24 on the arc-shaped plate is opened or closed according to the Kong Naliu water condition.
(3) Binding a reinforcement cage: installing a reinforcement cage shaping jig 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 shaping jig 13, then binding spiral reinforcement to form a reinforcement cage 11, and pouring concrete after water drainage is stable.
(4) And (3) construction of a bearing platform: and constructing a pile foundation bearing platform of concrete at the top of the manual hole digging pile.
(5) Backfilling the small karst cave 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 in the tunnel bottom karst cave 32 at the bottom of the tunnel.
(6) Small-size anhydrous karst cave in tunnel lateral wall: an arch side precast slab 43 is supported at the arch side small 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 karst cave 42 through the arch side precast slab 43, and foam concrete 33 is poured into the arch side small karst cave 42.
(7) Vault crack construction: a top sealing plate 31 is installed at the arch gap, the top sealing plate 31 is fixed on surrounding rock through a fixed screw rod, a first small duct 29 is driven into the top sealing plate 31, and foam concrete 33 is poured into the arch gap 28 through the first small duct 29.
(8) Backfilling the small-sized anhydrous karst cave of the vault of the tunnel: the vault is provided with a small karst cave, a prefabricated top plate 39 is arranged on the vault, the prefabricated top plate 39 is fixed on surrounding rock through a hanging anchor rod 38, a vault hollow grouting anchor rod 37 is driven into the prefabricated top plate 39, and foam concrete 33 is poured into the vault small karst cave 36 through the vault hollow grouting anchor rod 37.
(9) And (3) constructing a support wall embedded steel frame: firstly, installing a steel frame net sheet in a tunnel arch, then constructing a tunnel arch framework, and simultaneously welding or binding the tunnel arch framework and an embedded steel frame 3 in a supporting wall.
(10) Supporting wall and lining construction: the drain pipe 21 is embedded in the arch foot, the support wall 2 and the lining are synchronously poured, after a part of the support wall 2 is poured, the lining is filled with the explosive cartridge anchor rod 5 in the surrounding rock at the periphery of the lining, and the lining is filled with the wall anchor rod 9 in the support wall.
(11) And (3) secondary lining construction: the waterproof board and geotextile are constructed outside the primary lining, then the secondary lining 7 is constructed, and the drainage ditch 20 is constructed at the arch springing.
(12) Back pressure backfilling: and back-pressure backfill 47 is constructed outside the support wall.
(13) And (3) constructing a tunnel roadbed: then, a rubble concrete 18 is applied to the bottom of the tunnel, a roadbed cushion 19 is applied to the top of the tunnel, and finally, pavement construction is performed.
According to the soft surrounding rock tunnel cave-collapse foam concrete backfilling and construction method, the pile casing factory is prefabricated, the water drain valve is assembled and arranged on site, the surrounding rock side supporting wall pre-buried steel frame and the lining are constructed synchronously, the small anhydrous karst cave on the side wall of the tunnel is backfilled by adopting the prefabricated plate closed foam concrete, the small anhydrous karst cave on the vault of the tunnel is backfilled by adopting the anchor rod hanging prefabricated plate closed foam concrete, the small karst cave on the bottom of the tunnel is backfilled by adopting the prefabricated beam plate closed foam concrete, and the construction quality and the construction efficiency can be improved.
Claims (1)
1. The construction method of the weak surrounding rock tunnel cave-collapse foam concrete backfill structure is characterized by comprising the following steps of:
1) And (3) construction and manufacturing: the prefabricated pile casing (12), the reinforcement cage shaping jig frame (13), the top sealing plate (31), the arch side precast slab (43) and the precast top slab (39) are prefabricated in factories and transported to a construction site for assembly;
2) And (3) excavating a manual hole digging pile: after a certain depth is excavated, an assembled pile casing (12) is installed, each arc-shaped plate of the assembled pile casing (12) is spliced through an ear plate bolt (26), each arc-shaped plate is fixed in a pile hole through a fixed anchor rod (25), and a water drain valve (24) on the arc-shaped plate is opened or closed according to the Kong Naliu water condition; the assembled pile casing (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); a water drain valve (24) and a fixed anchor rod (25) are arranged in the middle of the arc-shaped plate;
3) Binding a reinforcement cage: installing a cushion block (14) at the bottom of a pile hole of the manual hole digging pile (46), installing a reinforcement cage shaping jig (13), then installing the bottom of a longitudinal main reinforcement (23) into a pre-embedded sleeve (22) of the reinforcement cage shaping jig (13), binding spiral reinforcement to form a reinforcement cage (11), and pouring concrete after drainage is stable; the inner wall of the manual hole digging pile (46) is provided with an assembled pile casing (12), the bottom of the manual hole digging pile (46) is provided with a cushion block (14), the cushion block (14) is provided with a reinforcement cage shaping jig (13), the reinforcement cage shaping jig (13) consists of a bottom plate and pre-buried sleeves (22), the pre-buried sleeves (22) are distributed on the bottom plate, the pre-buried sleeves (22) are provided with longitudinal main ribs (23), the manual hole digging pile (46) is internally provided with a reinforcement cage (11), the reinforcement cage (11) consists of longitudinal main ribs (23) and spiral reinforcement bars, and the upper part of the reinforcement cage (11) is provided with a pile foundation bearing platform (10);
4) And (3) construction of a bearing platform: constructing a pile foundation bearing platform (10) of concrete at the top of the manual hole digging pile;
5) Backfilling the small karst cave at the bottom of the tunnel: a precast beam (16) and a precast slab (34) are arranged on one side of the pile foundation bearing platform (10), a second small guide pipe (35) is arranged on the precast slab (34), and foam concrete (33) is backfilled in a tunnel bottom karst cave (32) at the bottom of a tunnel (45);
6) Small-size anhydrous karst cave in tunnel lateral wall: an arch side precast slab (43) is supported at the arch side small 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 karst cave (42) through the arch side precast slab (43), and foam concrete (33) is poured into the arch side small karst cave (42);
7) Vault crack construction: a top sealing plate (31) is arranged at a vault gap of a tunnel, the top sealing plate (31) is fixed on surrounding rock through a fixed screw (30), a first small duct (29) is driven into the top sealing plate (31), and foam concrete (33) is poured into the vault gap (28) through the first small duct (29);
8) Backfilling the small-sized anhydrous karst cave of the vault of the tunnel: if the vault has a small karst cave, arranging a prefabricated top plate (39) on the vault, fixing the prefabricated top plate (39) on 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) And (3) constructing a support wall embedded steel frame: firstly, installing a steel frame net sheet in a tunnel arch, then constructing a tunnel arch framework, and simultaneously welding or binding the tunnel arch framework and an embedded steel frame (3) in a supporting wall (2);
10 Supporting wall and lining construction: embedding a drain pipe (21) in the arch foot, pouring concrete synchronously between the support wall (2) and the lining, pouring a part of the support wall (2), driving a cartridge anchor rod (5) into surrounding rock around the periphery of the lining, and driving a wall anchor rod (9) into the support wall (2) by the lining;
11 Secondary lining construction: constructing a waterproof board and geotextile outside the primary lining, then constructing a secondary lining (7), and constructing a drainage ditch (20) at the arch springing;
12 Back pressure backfill: back pressure backfill soil (47) is constructed outside the supporting wall (2);
13 Construction of tunnel roadbed: then, a rubble concrete (18) is constructed at the bottom of the tunnel, a roadbed cushion layer (19) is constructed at the upper part of the tunnel, and finally, pavement construction is performed.
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| CN116378677B (en) * | 2023-05-29 | 2023-08-29 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method and tunnel structure of full-span filling karst cave section |
| CN117948163B (en) * | 2024-03-26 | 2024-06-11 | 洛阳展尚建筑工程有限公司 | Supporting frame for preventing tunnel from collapsing |
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| CN109209397B (en) * | 2018-11-26 | 2019-09-10 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography method for tunnel construction |
| CN111119904B (en) * | 2019-12-18 | 2021-03-30 | 浙江大学城市学院 | Construction method of soft surrounding rock karst section tunnel |
| CN111485901B (en) * | 2020-04-15 | 2021-08-10 | 中国电建集团成都勘测设计研究院有限公司 | Method for building side-span non-filling type long and narrow shallow bottom karst cave section tunnel |
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