CN111794755B - Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave - Google Patents
Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave Download PDFInfo
- Publication number
- CN111794755B CN111794755B CN202010612141.4A CN202010612141A CN111794755B CN 111794755 B CN111794755 B CN 111794755B CN 202010612141 A CN202010612141 A CN 202010612141A CN 111794755 B CN111794755 B CN 111794755B
- Authority
- CN
- China
- Prior art keywords
- reinforcing
- karst cave
- range
- area
- constructing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 230000002787 reinforcement Effects 0.000 title claims abstract description 90
- 238000003672 processing method Methods 0.000 title claims abstract description 31
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 20
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 194
- 239000002131 composite material Substances 0.000 claims description 29
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000005553 drilling Methods 0.000 claims description 12
- 239000011435 rock Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 10
- 235000019994 cava Nutrition 0.000 claims description 9
- 238000010276 construction Methods 0.000 description 25
- 238000009412 basement excavation Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 6
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000004927 clay Substances 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/01—Flat foundations
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the field of tunnel engineering, in particular to a tunnel bottom combined type reinforcement processing method for passing through a large-scale full-filling karst cave, which is characterized in that an area to be reinforced is divided into at least two areas in the longitudinal direction of a tunnel, wherein the two areas comprise a first reinforcement area and a second reinforcement area; the following steps are carried out in sequence: s1, constructing a lower reinforcing structure in a lower beaded small karst cave range on a first reinforcing area, and constructing an upper reinforcing structure in an upper full-filling karst cave range on a second reinforcing area; s2, constructing an upper reinforcing structure in the range of the upper full-filling karst cave for the first reinforcing area, and constructing a lower reinforcing structure in the range of the lower beaded small karst cave for the second reinforcing area. The tunnel bottom combined type reinforcement processing method for penetrating through the large-scale full-filling karst cave can increase the working area and shorten the tunnel bottom reinforcement time.
Description
Technical Field
The invention relates to tunnel engineering, in particular to a tunnel bottom composite reinforcement processing method for penetrating through a large-scale full-filling karst cave.
Background
After the twenty-first century, the construction of the traffic infrastructure of China enters a new era, and high-standard railways, high-grade roads and the like are increasingly constructed. In western regions of China, due to the fact that terrain conditions are difficult, most sections of lines pass through in a tunnel form due to the fact that design standards are high, the speed per hour is high, and turning radius is large for high-standard railways and high-grade highways, particularly high-standard railways; meanwhile, in the southwest area of China, compatible rock strata are widely distributed, karst develops, and the scale, the form, the size and the position of the compatible rock strata are different, so that tunnel construction inevitably penetrates through the karst strata in a large amount.
When railway, highway tunnel fill solution cavity, the tunnel subbase foundation is weak, for guaranteeing stable in structure during the operation, prevents to subside too big influence operation safety, generally need consolidate the processing to the tunnel end. Especially when the tunnel passes through a large full-filling karst cave, small beaded karst caves exist below the bottom boundary of the general filling karst cave, as shown in the attached figure 1. In geological drilling, due to the arrangement of drilling hole sites, small beaded caverns at the lower part cannot be revealed, namely, the small beaded caverns at the lower part are difficult to survey at many times. If no measures are taken, in the later-stage operation process, due to the action of repeated dynamic loads of the train, the string-bead-shaped karst cave at the lower part is often damaged and collapsed after being transferred to the foundation, the tunnel bottom structure is settled and cracked, and the operation safety is influenced.
Therefore, the inventor of the application finds that when the beaded cave exists at the bottom of the tunnel of the full-filling karst cave, the beaded cave at the lower part needs to be reinforced, and if the construction is carried out according to the traditional method, the construction amount of the reinforced structure is greatly increased, so that the engineering time is inevitably greatly prolonged.
Disclosure of Invention
The invention aims to: aiming at the prior art: when the beaded karst hole exists at the bottom of the full-filling karst hole, the beaded karst hole at the lower part is usually damaged, and if the beaded karst hole is reinforced, the problem that the engineering time consumption is greatly prolonged is caused, and the tunnel bottom composite reinforcement treatment method for passing through the large full-filling karst hole is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a tunnel bottom composite reinforcement processing method for penetrating through a large-scale full-filling karst cave is characterized in that an area to be reinforced is divided into at least two areas in the longitudinal direction of a tunnel, wherein the two areas comprise a first reinforcement area and a second reinforcement area;
the following steps are carried out in sequence:
s1, constructing a lower reinforcing structure in a lower beaded small karst cave range on a first reinforcing area, and constructing an upper reinforcing structure in an upper full-filling karst cave range on a second reinforcing area;
s2, constructing an upper reinforcing structure in the range of the upper full-filling karst cave for the first reinforcing area, and constructing a lower reinforcing structure in the range of the lower beaded small karst cave for the second reinforcing area. According to the tunnel bottom combined type reinforcement processing method for penetrating through the large-scale full-filling karst cave, the reinforcement of the filling body at the tunnel bottom and the small beaded karst cave below the lower boundary of the filling karst cave can be simultaneously carried out in different areas, and the upper filling body is not required to be reinforced after the reinforcement processing of the small beaded karst cave below the lower boundary of the filling karst cave is finished. Thereby increasing the working surface and shortening the tunnel bottom strengthening time.
As an alternative scheme of the invention, a lower reinforcing structure is constructed by grouting through sleeve valve pipes, and the lower reinforcing structure is used for reinforcing small beaded karst caves in a lower rock body of the karst cave. Because the small beaded karst cave is positioned in a rock mass at the lower part of the karst cave, the adoption of the jet grouting pile is not feasible, and if a miniature pile or a pile-raft structure is adopted, the pile length is greatly increased, and the investment is increased. Therefore, the sleeve valve pipe is adopted, and the characteristic that quantitative grouting can be carried out on the sleeve valve pipe is utilized, so that the small beaded karst cave is reinforced.
As an alternative of the present invention, the upper reinforcing structure comprises a piled raft foundation structure, a jet grouting pile, a steel pipe pile or a micro pile. The karst cave obturator is mostly clay, rubble soil, can adopt jet grouting pile, miniature stake, steel-pipe pile or stake raft structure to consolidate. The upper reinforcing structure is combined with the lower reinforcing structure formed by grouting the sleeve valve pipe, so that the construction operation is facilitated, and the cost is greatly increased.
As an alternative of the invention, the upper reinforcing structure comprises a piled raft foundation structure;
the step S1 includes:
grouting and reinforcing sleeve valve pipes in the range of the bead-shaped small karst cave at the lower part of the first reinforcing area, excavating pile holes of the piled raft foundation structure in the second reinforcing area, fixing the sleeve valve pipes, grouting and pre-burying pipes, and then grouting pile foundations;
the step S2 includes:
excavating pile holes of a pile-raft foundation structure for the first reinforced area, then pouring pile foundations, and constructing a raft plate; and simultaneously, grouting and reinforcing sleeve valve pipes in the range of the lower beaded small karst cave in the second reinforcing area, and constructing a raft.
As an alternative of the present invention, the upper reinforcing structure comprises a jet grouting pile;
the step S1 includes:
grouting and reinforcing sleeve valve pipes in the range of the lower beaded small karst cave in the first reinforcing area, and constructing rotary jet grouting piles in the range of the upper full-filled karst cave in the second reinforcing area;
the step S2 includes:
and (3) constructing a rotary jet grouting pile in the range of the upper full-filling karst cave for the first reinforcing area, and constructing sleeve valve pipe grouting reinforcement in the range of the lower beaded small karst cave for the second reinforcing area.
As an alternative of the present invention, the upper reinforcing structure includes a steel pipe pile;
the step S1 includes:
grouting and reinforcing sleeve valve pipes in the range of the lower beaded small karst cave in the first reinforcing area, and simultaneously performing steel pipe piles in the range of the upper full-filled karst cave in the second reinforcing area;
the step S2 includes:
and (3) constructing a steel pipe pile in the range of the upper full-filling karst cave for the first reinforcing area, and constructing sleeve valve pipe grouting reinforcement in the range of the lower beaded small karst cave for the second reinforcing area.
As an alternative of the invention, said upper reinforcing structure comprises micro-piles;
the step S1 includes:
grouting and reinforcing sleeve valve pipes in the range of the lower beaded small karst cave in the first reinforcing area, and simultaneously grouting and reinforcing micro-piles in the range of the upper full-filled karst cave in the second reinforcing area;
the step S2 includes:
and (3) constructing a micro pile in the range of the upper full-filling karst cave for the first reinforcing area, and constructing sleeve valve pipe grouting reinforcement in the range of the lower beaded small karst cave for the second reinforcing area.
As an optional scheme of the present invention, the method further comprises the following steps:
s21, paving cushion layers on the top of the first reinforcing area and the top of the second reinforcing area.
As an alternative of the present invention, step S2 further includes the following operations: filling the sleeve valve tube bore hole formed on the second reinforced area.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the tunnel bottom combined type reinforcement processing method for penetrating through the large-scale full-filling karst cave, provided by the invention, the time consumption of tunnel bottom reinforcement construction can be greatly shortened, and the construction efficiency can be improved.
2. The upper reinforcing structure and the lower reinforcing structure adopt different reinforcing forms, and the upper reinforcing structure is combined with a lower structure formed by grouting the sleeve valve pipe, so that the construction operation is facilitated, and the cost is greatly increased.
Drawings
FIG. 1 is a schematic structural diagram of the fully-filled cavern with small beaded caverns at the bottom.
FIG. 2 is a schematic illustration of the relative positions of a first reinforcing section and a second reinforcing section provided by an embodiment of the present invention.
Fig. 3(a) is a schematic view of the reinforcement processing method provided in embodiment 1 of the present invention at the first reinforcement area at step S1.
Fig. 3(b) is a schematic diagram of the reinforcement processing method provided in embodiment 1 of the present invention at the second reinforcement area in step S1.
Fig. 4(a) is a schematic view of the reinforcement processing method provided in embodiment 1 of the present invention at the first reinforcement area at step S2.
Fig. 4(b) is a schematic diagram of the reinforcement processing method provided in embodiment 1 of the present invention at the second reinforcement area in step S2.
Fig. 5 is a schematic view of a composite reinforcing structure provided in example 1 of the present invention.
Fig. 6(a) is a schematic view of the reinforcement processing method provided in embodiment 2 of the present invention at the first reinforcement area at step S1.
Fig. 6(b) is a schematic diagram of the reinforcement processing method provided in embodiment 2 of the present invention at the second reinforcement area in step S1.
Fig. 7(a) is a schematic view of the reinforcement processing method provided in embodiment 2 of the present invention at the first reinforcement area at step S2.
Fig. 7(b) is a schematic view of the reinforcement processing method provided in embodiment 2 of the present invention at the second reinforcement area at step S2.
Fig. 8 is a schematic view of a composite reinforcing structure provided in example 2 of the present invention.
Fig. 9(a) is a schematic view of the reinforcement processing method provided in embodiment 3 of the present invention at the first reinforcement area at step S1.
Fig. 9(b) is a schematic view of the reinforcement processing method provided in embodiment 3 of the present invention at the second reinforcement area at step S1.
Fig. 10(a) is a schematic view of the reinforcement processing method provided in embodiment 3 of the present invention at the first reinforcement area at step S2.
Fig. 10(b) is a schematic view of the reinforcement processing method provided in embodiment 3 of the present invention at the second reinforcement area at step S2.
Fig. 11 is a schematic view of a composite reinforcing structure provided in example 3 of the present invention.
Fig. 12(a) is a schematic view of the reinforcement processing method provided in embodiment 4 of the present invention at the first reinforcement area at step S1.
Fig. 12(b) is a schematic diagram of the reinforcement processing method provided in embodiment 4 of the present invention at the second reinforcement area in step S1.
Fig. 13(a) is a schematic view of the reinforcement processing method provided in embodiment 4 of the present invention at the first reinforcement area at step S2.
Fig. 13(b) is a schematic diagram of the reinforcement processing method provided in embodiment 4 of the present invention at the second reinforcement area at step S2.
Fig. 14 is a schematic view of a composite reinforcing structure provided in example 4 of the present invention.
Icon: 1-a tunnel; 20-primary support; 3-filling the karst cave completely; 4-small beaded karst caves; 2-the area to be consolidated; 2A-a first reinforcement zone; 2B-a second reinforcement zone; 31-drilling a sleeve valve pipe; 30-sleeve valve tube; 40 d-embedding a pipe; 40 b-pile foundation; 40 a-raft; 80-secondary lining; 50-jet grouting pile; 51-a cushion layer; 60-steel pipe piles; 70-micropile.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
Please refer to fig. 1, fig. 2, fig. 3(a), fig. 3(b), fig. 4(a), fig. 4(b) and fig. 5.
The embodiment of the invention provides a tunnel bottom composite reinforcing structure for penetrating through a large-scale full-filling karst cave 3, which comprises an upper reinforcing structure and a lower reinforcing structure. Wherein, the upper reinforcing structure is positioned in the range of the full-filling karst cave 3 at the bottom of the tunnel and is used for reinforcing the full-filling karst cave 3 part at the bottom of the tunnel. The lower part reinforcing structure is positioned in the range of the beaded small karst cave 4 at the lower part and is used for reinforcing the beaded small karst cave 4 part in the tunnel bottom rock body.
The upper reinforcing structure comprises a piled raft foundation structure, and the lower reinforcing structure is a structure formed through grouting construction of sleeve valve pipes 30.
The embodiment of the invention also provides a tunnel bottom composite reinforcing construction method for penetrating through the large-scale full-filling karst cave 3, which is used for constructing and forming the composite reinforcing structure and is carried out after the excavation of the tunnel 1 is finished and the primary support 20 is constructed. In the method, a location to be reinforced construction treatment is divided into two regions including a first reinforcing region 2A and a second reinforcing region 2B in a longitudinal direction of the tunnel 1, and then steps S1, S2, and S3 are sequentially performed in the first reinforcing region 2A and the second reinforcing region 2B:
s1, constructing a lower reinforcing structure in the range of a lower beaded small karst cave 4 for a first reinforcing area 2A, and constructing an upper reinforcing structure in the range of an upper full-filled karst cave 3 for a second reinforcing area 2B;
specifically, in step S1 in this embodiment, sleeve valve pipe drilling holes 31 are made in the first reinforcement area 2A, sleeve valve pipes 30 in the range of the lower beaded small karst cave 4 are grouted and reinforced, pile holes of the piled raft foundation structure are firstly dug in the second reinforcement area 2B, then sleeve valve pipes 30 are fixed, and the pre-buried pipes 40d are grouted, and then the pile foundation 40B is poured;
s2, constructing an upper reinforcing structure within the range of an upper full-filling karst cave 3 for the first reinforcing area 2A, and constructing a lower reinforcing structure within the range of a lower beaded small karst cave 4 for the second reinforcing area 2B;
specifically, in S2 in this embodiment, for the first reinforcement area 2A, pile holes of a piled raft foundation structure are excavated, then pile foundations 40b are poured, and then raft plates 40a are constructed; simultaneously, sleeve valve pipe drill holes 31 are formed in the second reinforcing area 2B, sleeve valve pipes 30 in the range of the lower beaded small karst cave 4 are grouted and reinforced, then the sleeve valve pipe drill holes 31 formed in the step S2 in the second reinforcing area 2B are filled, and then the raft 40a is constructed;
and S3, constructing a secondary lining 80 in the length range of the tunnel 1 corresponding to the first reinforced area 2A and the second reinforced area 2B.
And repeating the steps S1, S2 and S3 until the full-length excavation of the designed section of the tunnel 1 by the construction method is completed.
The tunnel bottom composite reinforcing structure passing through the large-scale full-filling karst cave 3 provided by the embodiment of the invention has the beneficial effects that:
different reinforcing measures are respectively adopted based on different properties of the tunnel bottom filling body and the small beaded karst cave 4 below the lower boundary of the filling karst cave. As most filling bodies of the karst cave are clay, gravel soil and the like, the rotary jet grouting pile 50, the micro pile 70, the steel pipe pile 60 or a pile-raft foundation structure is adopted for reinforcement; and the small tunnel-bottom beaded cave 4 is positioned in the rock mass below the filling cave, and the adoption of the jet grouting pile 50 in the rock mass is infeasible, and if a micro pile 70 or a pile raft structure is adopted, the pile length must be greatly increased, and the investment is increased, so that the reinforcing mode of segmented grouting is realized by utilizing the sleeve valve pipe 30 based on the characteristic of the lower beaded cave.
The tunnel bottom composite reinforcing construction method for penetrating through the large-scale full-filling karst cave 3 provided by the embodiment of the invention has the beneficial effects that:
the reinforcing of the filling body at the bottom of the tunnel and the small beaded cave 4 below the lower boundary of the full-filling karst cave 3 can be simultaneously carried out in different regions, and the reinforcing of the filling body at the upper part is not required after the reinforcing treatment of the small beaded cave 4 below the lower boundary of the full-filling karst cave is completed, so that the operation surface is increased, and the reinforcing time of the bottom of the tunnel is shortened.
Example 2
Please refer to fig. 1, fig. 2, fig. 6(a), fig. 6(b), fig. 7(a), fig. 7(b) and fig. 8.
The embodiment of the invention provides a tunnel bottom composite reinforcing structure for penetrating through a large-scale full-filling karst cave 3, which comprises an upper reinforcing structure and a lower reinforcing structure. Wherein, the upper reinforcing structure is positioned in the range of the full-filling karst cave 3 at the bottom of the tunnel and is used for reinforcing the full-filling karst cave 3 part at the bottom of the tunnel. The lower part reinforcing structure is positioned in the range of the beaded small karst cave 4 at the lower part and is used for reinforcing the beaded small karst cave 4 part in the tunnel bottom rock body.
The upper reinforcing structure comprises a jet grouting pile 50 structure, and the lower reinforcing structure is a structure formed through grouting construction of the sleeve valve pipe 30.
The embodiment of the invention also provides a tunnel bottom composite reinforcing construction method for penetrating through the large-scale full-filling karst cave 3, which is used for constructing and forming the composite reinforcing structure and is carried out after the excavation of the tunnel 1 is finished and the primary support 20 is constructed. In the method, a location to be reinforced construction treatment is divided into two regions including a first reinforced zone 2A and a second reinforced zone 2B in a longitudinal direction of the tunnel 1, and then step S1, step S2, step S21 and step S3 are sequentially performed in the first reinforced zone 2A and the second reinforced zone 2B:
s1, constructing a lower reinforcing structure in the range of a lower beaded small karst cave 4 for a first reinforcing area 2A, and constructing an upper reinforcing structure in the range of an upper full-filled karst cave 3 for a second reinforcing area 2B;
specifically, in step S1 in this embodiment, the sleeve valve pipe drilling holes 31 are made in the first reinforcing area 2A, the sleeve valve pipes 30 in the range of the lower beaded small karst cave 4 are grouted and reinforced, and the jet grouting piles 50 in the range of the upper full-filling karst cave 3 are made in the second reinforcing area 2B;
s2, constructing an upper reinforcing structure within the range of an upper full-filling karst cave 3 for the first reinforcing area 2A, and constructing a lower reinforcing structure within the range of a lower beaded small karst cave 4 for the second reinforcing area 2B;
specifically, in step S2 in this embodiment, the first reinforcing area 2A is provided with the jet grouting pile 50 in the range of the upper full-filling karst cave 3, and the second reinforcing area 2B is provided with the sleeve valve pipe drilling hole 31, and the sleeve valve pipe 30 in the range of the lower small beaded karst cave 4 is grouted and reinforced, and then the sleeve valve pipe drilling hole 31 formed in the second reinforcing area 2B in step S2 is filled;
s21, paving cushion layers 51 on the top of the first reinforcing area 2A and the top of the second reinforcing area 2B;
and S3, constructing a secondary lining 80 in the length range of the tunnel 1 corresponding to the first reinforced area 2A and the second reinforced area 2B.
And repeating the steps S1, S2, S21 and S3 until the full-length excavation of the construction method design section of the tunnel 1 is completed.
Example 3
Please refer to fig. 1, fig. 2, fig. 9(a), fig. 9(b), fig. 10(a), fig. 10(b) and fig. 11.
The embodiment of the invention provides a tunnel bottom composite reinforcing structure for penetrating through a large-scale full-filling karst cave 3, which comprises an upper reinforcing structure and a lower reinforcing structure. Wherein, the upper reinforcing structure is positioned in the range of the full-filling karst cave 3 at the bottom of the tunnel and is used for reinforcing the full-filling karst cave 3 part at the bottom of the tunnel. The lower part reinforcing structure is positioned in the range of the beaded small karst cave 4 at the lower part and is used for reinforcing the beaded small karst cave 4 part in the tunnel bottom rock body.
The upper reinforcing structure comprises a steel pipe pile 60 structure, and the lower reinforcing structure is formed by grouting construction of the sleeve valve pipe 30.
The embodiment of the invention also provides a tunnel bottom composite reinforcing construction method for penetrating through the large-scale full-filling karst cave 3, which is used for constructing and forming the composite reinforcing structure and is carried out after the excavation of the tunnel 1 is finished and the primary support 20 is constructed. In the method, a location to be reinforced construction treatment is divided into two regions including a first reinforced zone 2A and a second reinforced zone 2B in a longitudinal direction of the tunnel 1, and then step S1, step S2, step S21 and step S3 are sequentially performed in the first reinforced zone 2A and the second reinforced zone 2B:
s1, constructing a lower reinforcing structure in the range of a lower beaded small karst cave 4 for a first reinforcing area 2A, and constructing an upper reinforcing structure in the range of an upper full-filled karst cave 3 for a second reinforcing area 2B;
specifically, in step S1 in this embodiment, sleeve valve pipe drilling 31 is performed on the first reinforcement area 2A, grouting reinforcement is performed on the sleeve valve pipes 30 in the range of the lower beaded small karst cave 4, and simultaneously, steel pipe piles 60 in the range of the upper full-filled karst cave 3 are performed on the second reinforcement area 2B;
s2, constructing an upper reinforcing structure within the range of an upper full-filling karst cave 3 for the first reinforcing area 2A, and constructing a lower reinforcing structure within the range of a lower beaded small karst cave 4 for the second reinforcing area 2B;
specifically, in step S2 in this embodiment, the steel pipe pile 60 in the range of the upper full-filled cavern 3 is formed in the first reinforcement region 2A, the sleeve valve pipe drill hole 31 is formed in the second reinforcement region 2B, the sleeve valve pipe 30 in the range of the lower small beaded cavern 4 is grouted and reinforced, and then the sleeve valve pipe drill hole 31 formed in the second reinforcement region 2B in step S2 is filled;
s21, paving cushion layers 51 on the top of the first reinforcing area 2A and the top of the second reinforcing area 2B;
and S3, constructing a secondary lining 80 in the length range of the tunnel 1 corresponding to the first reinforced area 2A and the second reinforced area 2B.
And repeating the steps S1, S2, S21 and S3 until the full-length excavation of the construction method design section of the tunnel 1 is completed.
Example 4
Please refer to fig. 1, fig. 2, fig. 12(a), fig. 12(b), fig. 13(a), fig. 13(b) and fig. 14.
The embodiment of the invention provides a tunnel bottom composite reinforcing structure for penetrating through a large-scale full-filling karst cave 3, which comprises an upper reinforcing structure and a lower reinforcing structure. Wherein, the upper reinforcing structure is positioned in the range of the full-filling karst cave 3 at the bottom of the tunnel and is used for reinforcing the full-filling karst cave 3 part at the bottom of the tunnel. The lower part reinforcing structure is positioned in the range of the beaded small karst cave 4 at the lower part and is used for reinforcing the beaded small karst cave 4 part in the tunnel bottom rock body.
The upper reinforcing structure includes a micro-pile 70 structure, and the lower reinforcing structure is a structure formed through grouting construction of the sleeve valve pipe 30.
The embodiment of the invention also provides a tunnel bottom composite reinforcing construction method for penetrating through the large-scale full-filling karst cave 3, which is used for constructing and forming the composite reinforcing structure and is carried out after the excavation of the tunnel 1 is finished and the primary support 20 is constructed. In the method, a location to be reinforced construction treatment is divided into two regions including a first reinforced zone 2A and a second reinforced zone 2B in a longitudinal direction of the tunnel 1, and then step S1, step S2, step S21 and step S3 are sequentially performed in the first reinforced zone 2A and the second reinforced zone 2B:
s1, constructing a lower reinforcing structure in the range of a lower beaded small karst cave 4 for a first reinforcing area 2A, and constructing an upper reinforcing structure in the range of an upper full-filled karst cave 3 for a second reinforcing area 2B;
specifically, in step S1 in this embodiment, sleeve valve tube drilling 31 is performed on the first reinforcement area 2A, grouting reinforcement is performed on the sleeve valve tubes 30 within the range of the lower beaded small karst cave 4, and the micropiles 70 within the range of the upper full-filled karst cave 3 are performed on the second reinforcement area 2B;
s2, constructing an upper reinforcing structure within the range of an upper full-filling karst cave 3 for the first reinforcing area 2A, and constructing a lower reinforcing structure within the range of a lower beaded small karst cave 4 for the second reinforcing area 2B;
specifically, in step S2 in this embodiment, the micropiles 70 in the range of the upper full-filling karst cave 3 are formed on the first reinforcing region 2A, the sleeve valve tube holes 31 are formed on the second reinforcing region 2B, the sleeve valve tubes 30 in the range of the lower small beaded karst cave 4 are grouted and reinforced, and then the sleeve valve tube holes 31 formed in the second reinforcing region 2B in step S2 are filled;
s21, paving cushion layers 51 on the top of the first reinforcing area 2A and the top of the second reinforcing area 2B;
and S3, constructing a secondary lining 80 in the length range of the tunnel 1 corresponding to the first reinforced area 2A and the second reinforced area 2B.
And repeating the steps S1, S2, S21 and S3 until the full-length excavation of the construction method design section of the tunnel 1 is completed.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. A tunnel bottom combined type reinforcement processing method for penetrating through a large-scale full-filling karst cave (3) is characterized in that an area (2) to be reinforced is divided into at least two areas in the longitudinal direction of a tunnel (1), wherein the two areas comprise a first reinforcement area (2A) and a second reinforcement area (2B);
the following steps are carried out in sequence:
s1, constructing a lower reinforcing structure within the range of a lower beaded small karst cave (4) for a first reinforcing area (2A), and constructing an upper reinforcing structure within the range of an upper full-filled karst cave (3) for a second reinforcing area (2B);
s2, an upper reinforcing structure within the range of the upper full-filling karst cave (3) is constructed for the first reinforcing area (2A), and a lower reinforcing structure within the range of the lower beaded small karst cave (4) is constructed for the second reinforcing area (2B).
2. The tunnel bottom composite reinforcement processing method for penetrating through the large-scale full-filling karst cave (3) according to claim 1, characterized in that a lower reinforcement structure is constructed by grouting through sleeve valve pipes (30), and the lower reinforcement structure is used for reinforcing small beaded karst caves (4) in a rock body below the karst cave.
3. The tunnel bottom composite reinforcement treatment method for traversing large-scale full-filling karst caves (3) according to claim 2, wherein the upper reinforcement structure comprises a piled raft foundation structure, a jet grouting pile (50), a steel pipe pile (60) or a micro pile (70).
4. The tunnel bottom composite reinforcement treatment method for traversing large-scale full-filling karst caves (3) according to claim 3, wherein the upper reinforcement structure comprises a piled raft foundation structure;
the step S1 includes:
grouting and reinforcing sleeve valve pipes (30) in the range of the bead-shaped small karst cave (4) at the lower part of the first reinforcing area (2A), excavating pile holes of a piled raft foundation structure, fixing sleeve valve pipes (30), grouting and pre-burying pipes (40d) and then grouting pile foundations (40B) in the second reinforcing area (2B);
the step S2 includes:
excavating pile holes of the pile-raft foundation structure for the first reinforcement area (2A), then pouring pile foundations and constructing a raft (40 a); and meanwhile, drilling sleeve valve pipes (31) in the second reinforcing area (2B), grouting and reinforcing the sleeve valve pipes (30) in the range of the lower beaded small karst cave (4), and constructing a raft (40 a).
5. The tunnel bottom composite reinforcement processing method for traversing large-scale full-filled karst caves (3) according to claim 3, wherein the upper reinforcement structure comprises a jet grouting pile (50);
the step S1 includes:
grouting and reinforcing sleeve valve pipes (30) in the range of the lower beaded small karst cave (4) on the first reinforcing area (2A), and constructing jet grouting piles (50) in the range of the upper full-filled karst cave (3) on the second reinforcing area (2B);
the step S2 includes:
and (3) constructing a rotary jet grouting pile (50) in the range of the upper full-filling karst cave (3) for the first reinforcing area (2A), constructing a sleeve valve pipe drilling hole (31) for the second reinforcing area (2B), and constructing a sleeve valve pipe (30) in the range of the lower beaded small karst cave (4) for grouting reinforcement.
6. The tunnel bottom composite reinforcement processing method for traversing large-scale full-filled karst caves (3) according to claim 3, wherein the upper reinforcement structure comprises steel pipe piles (60);
the step S1 includes:
grouting and reinforcing sleeve valve pipes (30) in the range of the lower beaded small karst cave (4) in the first reinforcing area (2A), and simultaneously constructing steel pipe piles (60) in the range of the upper full-filling karst cave (3) in the second reinforcing area (2B);
the step S2 includes:
and (3) constructing a steel pipe pile (60) in the range of the upper full-filling karst cave (3) for the first reinforcing area (2A), constructing sleeve valve pipe drill holes (31) for the second reinforcing area (2B), and constructing sleeve valve pipes (30) in the range of the lower beaded small karst cave (4) for grouting reinforcement.
7. The tunnel bottom composite reinforcement processing method for traversing large-scale full-filled karst caves (3) according to claim 3, wherein the upper reinforcement structure comprises micro-piles (70);
the step S1 includes:
grouting and reinforcing sleeve valve pipes (30) in the range of the lower beaded small karst cave (4) on the first reinforcing area (2A), and simultaneously constructing micro-piles (70) in the range of the upper full-filling karst cave (3) on the second reinforcing area (2B);
the step S2 includes:
and (3) constructing a micro pile (70) in the range of the upper full-filling karst cave (3) on the first reinforcing area (2A), constructing a sleeve valve pipe drilling hole (31) on the second reinforcing area (2B), and constructing a sleeve valve pipe (30) in the range of the lower beaded small karst cave (4) for grouting reinforcement.
8. The tunnel bottom composite reinforcement processing method for penetrating through the large-scale full-filled karst cave (3) according to any one of claims 5 to 7, characterized by further comprising the following steps:
s21, paving a cushion layer (51) on the top of the first reinforcing area (2A) and the top of the second reinforcing area (2B).
9. The tunnel bottom composite reinforcement processing method for penetrating through a large-scale full-filled cavern (3) according to any one of claims 4 to 7, wherein the step S2 further comprises the following operations:
filling the sleeve valve bore hole (31) formed on the second reinforcement region (2B).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010612141.4A CN111794755B (en) | 2020-06-30 | 2020-06-30 | Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010612141.4A CN111794755B (en) | 2020-06-30 | 2020-06-30 | Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111794755A CN111794755A (en) | 2020-10-20 |
| CN111794755B true CN111794755B (en) | 2021-10-26 |
Family
ID=72811529
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010612141.4A Active CN111794755B (en) | 2020-06-30 | 2020-06-30 | Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111794755B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114232666B (en) * | 2021-06-16 | 2023-03-28 | 广西交通设计集团有限公司 | Multi-span prestressed elastic foundation beam structure for spanning complex karst cave group and construction method |
| CN114182723A (en) * | 2021-12-25 | 2022-03-15 | 中铁二局集团有限公司 | Karst tunnel foundation pile raft structure construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2530825A1 (en) * | 1982-07-21 | 1984-01-27 | Geostock | Method of detecting permeable zones in advancing underground works |
| CN108130901A (en) * | 2017-12-22 | 2018-06-08 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN109488330A (en) * | 2018-12-25 | 2019-03-19 | 中铁二院工程集团有限责任公司 | The open cut tunnel for passing through half Packing character solution cavity adds the tunnel bottom stake hardened structure of raft |
-
2020
- 2020-06-30 CN CN202010612141.4A patent/CN111794755B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2530825A1 (en) * | 1982-07-21 | 1984-01-27 | Geostock | Method of detecting permeable zones in advancing underground works |
| CN108130901A (en) * | 2017-12-22 | 2018-06-08 | 中交第三航务工程局有限公司宁波分公司 | The construction method of Karst grouting |
| CN109488330A (en) * | 2018-12-25 | 2019-03-19 | 中铁二院工程集团有限责任公司 | The open cut tunnel for passing through half Packing character solution cavity adds the tunnel bottom stake hardened structure of raft |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111794755A (en) | 2020-10-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103835284B (en) | A kind of Pile In Drill In Karst Terrain structure and construction method | |
| CN103821060B (en) | A kind of construction method of existing highway soft foundation Treating technology | |
| CN111794755B (en) | Tunnel bottom combined type reinforcement processing method for penetrating through large-scale full-filling karst cave | |
| CN106050243A (en) | Super-shallow-buried small-spacing large-section multi-tunnel concurrent construction method | |
| CN203741820U (en) | Cast-in-situ bored pile structure for karst area | |
| CN113565525A (en) | Construction protection system and construction method for newly-built shield tunnel super-close ultra-shallow buried upper-span existing tunnel | |
| CN212563239U (en) | Tunnel bottom composite reinforcing structure for penetrating through large-scale full-filling karst cave | |
| CN111236040A (en) | D-shaped temporary beam erecting method for underneath passing through railway frame bridge type tunnel | |
| CN102400462A (en) | Secondary pressure grouting small pile construction process in seismic strengthening treatment of foundation | |
| CN211500658U (en) | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground | |
| CN111365005A (en) | Reinforcing structure and method for shield tunnel lower-penetrating elevated bridge foundation | |
| CN111810185B (en) | Tunnel bottom pre-reinforcement construction method | |
| CN105909262A (en) | Subsurface tunnel driving method | |
| CN105065774B (en) | A kind of underground piping branch connects construction method | |
| CN105714832B (en) | A kind of large size prefabricated building enclosure of deep basal pit and construction method | |
| CN107023021A (en) | A kind of design and construction method of flexible compound Diaphragm Wall Support Structure | |
| CN114293993B (en) | Vertical deformation repairing structure for construction of up-and-down overlapped tunnel and construction method | |
| CN109208623A (en) | A kind of steel tube-concrete pile foundation and its construction method as temporary base | |
| CN1086279A (en) | Horizontal substitution reinforcement method for foundation | |
| CN204570676U (en) | A kind of convex tooth pile tube | |
| CN106049516A (en) | Corrugated steel cofferdam hollow digging pile and manufacturing technique thereof | |
| CN208563317U (en) | A kind of karst cave treatment structure for pile foundation of bridge pier different height | |
| CN112523210A (en) | Rapid pile foundation construction method capable of effectively controlling surface settlement in karst cave range | |
| CN111119262A (en) | Method for reinforcing existing pile foundation based on recyclable grouting pipe and application of method | |
| CN204570675U (en) | A kind of novel artificial hole digging pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |