CN219951971U - Foundation pit peripheral soil layer reinforcing structure close to existing tunnel - Google Patents
Foundation pit peripheral soil layer reinforcing structure close to existing tunnel Download PDFInfo
- Publication number
- CN219951971U CN219951971U CN202321184708.8U CN202321184708U CN219951971U CN 219951971 U CN219951971 U CN 219951971U CN 202321184708 U CN202321184708 U CN 202321184708U CN 219951971 U CN219951971 U CN 219951971U
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- Prior art keywords
- foundation pit
- existing tunnel
- grouting
- soil layer
- reinforcing structure
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 32
- 239000002689 soil Substances 0.000 title claims abstract description 30
- 230000002093 peripheral effect Effects 0.000 title claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 37
- 239000010959 steel Substances 0.000 claims description 37
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 24
- 235000013372 meat Nutrition 0.000 claims description 5
- 235000013311 vegetables Nutrition 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims 5
- 230000008878 coupling Effects 0.000 claims 1
- 238000010168 coupling process Methods 0.000 claims 1
- 238000005859 coupling reaction Methods 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 abstract description 17
- 230000007613 environmental effect Effects 0.000 abstract description 3
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 22
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 22
- 238000006073 displacement reaction Methods 0.000 description 22
- 238000009412 basement excavation Methods 0.000 description 21
- 238000000034 method Methods 0.000 description 21
- 238000010276 construction Methods 0.000 description 19
- 230000008569 process Effects 0.000 description 14
- 238000012544 monitoring process Methods 0.000 description 9
- 238000005553 drilling Methods 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 238000004519 manufacturing process Methods 0.000 description 4
- 239000003673 groundwater Substances 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Classifications
-
- 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
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses a foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel, which comprises a foundation pit support structure adjacent to the existing tunnel, wherein a plurality of rows of auxiliary holes facing the direction of the existing tunnel are sequentially distributed in the foundation pit support structure from top to bottom, grouting pipes are erected in the auxiliary holes, grouting is conducted between the foundation pit support structure and the existing tunnel through grouting pipe connection grouting equipment, and a grouting reinforcing area is formed. The utility model breaks through the limitation of the conventional reinforcement of the existing tunnel structure by using the upper surface environmental condition by constructing the reinforcement structure on the adjacent existing tunnel in the newly-built foundation pit.
Description
Technical Field
The utility model relates to the technical field of buildings, in particular to a foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel.
Background
With the rapid development of cities, the development of underground space has become a new important resource for cities, and subway tunnels gradually form a traffic network to pass below the ground surface. However, the excavation construction of deep and large foundation pits is often involved when new tall buildings and subway station engineering is carried out, the existing tunnel structures are inevitably adjacent, the influence is probably brought to the existing tunnels based on the excavation characteristics of the foundation pit engineering, the existing tunnels are laterally moved, uplift and the like to be deformed, the operation safety of existing subway lines is threatened, if reinforcing measures are not taken for the existing tunnels in the excavation construction process of the foundation pit engineering, the tunnel structures are damaged due to overlarge deformation of the existing tunnels, subway shutdown is caused, and even serious safety accidents are caused.
As the newly built foundation pit engineering approaches the existing tunnel, what measures and what methods are adopted to reduce the influence on the existing tunnel in the foundation pit excavation construction process are important, the conventional adoption of stirring piles, rotary spraying reinforcement and other modes on the ground is often limited by the environment where the existing tunnel is located, and the ground construction condition above the tunnel is not provided and is difficult to implement.
Therefore, it is necessary to design a soil layer reinforcing structure when the foundation pit is close to the tunnel, not only can reduce the displacement deformation of the tunnel, but also can get rid of the limitation of surrounding environment conditions, so as to solve the problems of lateral movement, overlarge bulge and the like of the tunnel during the excavation construction of the deep foundation pit, control the displacement deformation of the tunnel, and ensure the operation safety of the existing tunnel during the construction of the newly-built foundation pit engineering.
Disclosure of Invention
In order to solve the problem that the soil layer reinforcing structure of a foundation pit adjacent to a tunnel in the prior art is limited by the environment where an existing tunnel is located, and the ground construction condition above the tunnel is not provided and is difficult to implement, the utility model provides the soil layer reinforcing structure of the periphery of the foundation pit adjacent to the existing tunnel.
The technical scheme of the utility model is as follows:
on the one hand, the utility model provides a foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel, which comprises a foundation pit support structure adjacent to the existing tunnel, wherein a plurality of rows of auxiliary holes facing to the direction of the existing tunnel are sequentially distributed in the foundation pit support structure from top to bottom, grouting pipes are erected in the auxiliary holes, grouting is performed between the foundation pit support structure and the existing tunnel from inside the foundation pit through grouting pipe connection grouting equipment, and a grouting reinforcing area is formed.
According to the foundation pit peripheral soil layer reinforcing structure adjacent to the existing tunnel, the auxiliary hole forms an included angle of 0-45 degrees with the horizontal plane.
According to the foundation pit peripheral soil layer reinforcing structure adjacent to the existing tunnel, the steel sleeve is installed in the auxiliary hole, and the grouting pipe is erected through the steel sleeve by the auxiliary hole.
Further, the outer diameter of the steel sleeve is 1-2cm smaller than the aperture of the auxiliary hole, and a grouting layer is arranged in a gap between the steel sleeve and the auxiliary hole.
Further, the outer diameter of the grouting pipe is 1-2cm smaller than the inner diameter of the steel sleeve.
Furthermore, a water interception device is additionally arranged at one end of the steel sleeve, which is positioned in the foundation pit, and a switch is arranged on the water interception device.
According to the foundation pit peripheral soil layer reinforcing structure adjacent to the existing tunnel, the foundation pit support structure is made of meat piles and vegetable piles which are meshed with each other, and the auxiliary holes are distributed on the vegetable piles.
Compared with the prior art, the utility model has the beneficial effects that:
1. the limit of the conventional reinforcement of the existing tunnel structure by using the upper surface environmental conditions is broken through the construction of the adjacent existing tunnel reinforcement structure in the newly-built foundation pit;
2. the position of the displacement deformation trend of the tunnel is determined in advance, the grouting technology is utilized for carrying out accurate positioning grouting, the grouting quantity is reduced, and the manufacturing cost is saved;
3. the grouting reinforcement mode is adopted to solve the problems of lateral movement, overlarge bulge and the like of a tunnel in the excavation construction process of a deep foundation pit, control the displacement deformation of the tunnel and ensure the operation safety of the tunnel.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present utility model, the drawings that are needed in the embodiments or the description of the prior art will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present utility model, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a side cross-sectional view of the present utility model;
FIG. 2 is a top cross-sectional view of a foundation pit enclosure of the present utility model;
FIG. 3 is a diagram of the positional relationship between a foundation pit and an existing tunnel in the present utility model;
fig. 4 is a graph of the total displacement change in grouting reinforcement and unreinforced conditions when the excavation of the foundation pit at the position of the monitoring point is at the bottom.
In the drawing of the figure,
1. a foundation pit enclosure; 101. meat pile; 102. piling; 2. a foundation pit; 3. an existing tunnel; 4. an auxiliary hole; 5. a steel sleeve; 6. grouting pipe; 7. a water interception device; 8. grouting and reinforcing areas.
Description of the embodiments
In order to make the technical problems, technical schemes and beneficial effects to be solved more clear, the utility model is further described in detail below with reference to the accompanying drawings and embodiments. It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, it is stated that the embodiments described below are only for explaining the present utility model and are not intended to limit the present utility model.
It should be noted that, the terms "mounted," "configured," "connected," "fixed," and the like should be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrated; can be mechanically or electrically connected; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The direction or position relationship is based on the direction or position relationship shown in the drawings, or the direction or position relationship which is commonly put when the application product is used, or the direction or position relationship which is commonly understood by those skilled in the art, or the direction or position relationship which is commonly put when the application product is used, only for the convenience of describing the utility model and simplifying the description, but does not indicate or imply that the device or element in question must have a specific direction, be configured and operated in a specific direction, and therefore should not be construed as limiting the utility model. The meaning of "a number" is one or more than one unless specifically defined otherwise.
Examples
Referring to fig. 1, the present embodiment provides a foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel, including a foundation pit support structure 1 adjacent to an existing tunnel 3, the foundation pit support structure 1 sequentially arranges a plurality of rows of auxiliary holes 4 facing to the direction of the existing tunnel 3 from top to bottom along with layered excavation of the foundation pit 2, a steel sleeve 5 is installed in the auxiliary holes 4, grouting pipes 6 are erected in the auxiliary holes 4 through the steel sleeve 5, grouting equipment is connected through the grouting pipes 6 to grouting between the foundation pit support structure 1 and the existing tunnel 3 from inside the foundation pit 2, and grouting liquid diffuses in the soil layer between the existing tunnel 3 and the foundation pit support structure 1 to form a grouting reinforcing area 8, so as to achieve the purpose of reinforcing the soil layer to reduce displacement deformation of the existing tunnel 3 during excavation of the foundation pit. According to the foundation pit peripheral soil layer reinforcing structure adjacent to the existing tunnel, the limitation of the conventional reinforcing existing tunnel structure in utilizing the upper ground surface environment condition is broken through constructing the reinforcing structure inside the newly-built foundation pit 2 for the adjacent existing tunnel 3; the grouting reinforcement mode is adopted to solve the problems of lateral movement, overlarge bulge and the like of a tunnel in the excavation construction process of a deep foundation pit, control the displacement deformation of the tunnel and ensure the operation safety of the tunnel.
In this embodiment, the included angle between the auxiliary hole 4 and the horizontal plane is 0-45 °, and the included angle is determined according to the soil layer position where the deformation is controlled as required, specifically, the included angle between the straight line formed by connecting the auxiliary hole 4 and the grouting reinforcement area 8 near the existing tunnel 3 and the horizontal line is the included angle between the auxiliary hole 4 and the horizontal plane. The specific position of the auxiliary hole 4 should be determined according to the displacement deformation trend direction of the existing tunnel 3 in the previous numerical simulation or actual engineering construction process, specifically, monitoring points can be circumferentially arranged on the existing tunnel 3, and the position is determined by monitoring the displacement change condition of the monitoring points of the existing tunnel 3 in the new engineering foundation pit 2 excavation process, so that the displacement deformation trend position of the existing tunnel 3 is determined in advance, the grouting technology is utilized for accurately positioning grouting, the grouting quantity is reduced, and the manufacturing cost is saved.
In addition, the auxiliary holes 4 should avoid the steel bars in the foundation pit support structure 1 as much as possible, if the foundation pit support structure 1 is made of mutually meshed meat piles 101 and plain piles 102, as shown in fig. 2, the auxiliary holes 4 should be distributed on the plain piles 102, so as to reduce damage to the foundation pit support structure 1.
In this embodiment, the outer diameter of the steel sleeve 5 is 1-2cm smaller than the aperture of the auxiliary hole 4, so that the steel sleeve 5 is conveniently installed in the auxiliary hole 4, and after the steel sleeve 5 is installed, grouting is performed in a gap between the steel sleeve 5 and the auxiliary hole 4, and a grouting layer is formed, so that the steel sleeve 5 is fixed.
In this embodiment, the outer diameter of the grouting pipe 6 is 1-2cm smaller than the inner diameter of the steel sleeve 5, so that the grouting pipe 6 is prevented from being damaged due to friction between the grouting pipe 6 and the steel sleeve 5 in the grouting process, and the grouting smoothness is facilitated.
Referring to fig. 1, in this embodiment, a water interception device 7 is additionally installed at one end of a steel sleeve 5 located inside a foundation pit 2, a switch is provided on the water interception device 7, and when the water interception device 7 is turned on, groundwater outside the foundation pit 2 can be effectively prevented from entering the foundation pit 2 through an auxiliary hole 4, and a grouting pipe 6 can be inserted into the auxiliary hole 4 for grouting in a closed state of the water interception device 7. The water interception device 7 can adopt a common water pipe valve, the inner diameter of the water interception device is larger than the aperture of the auxiliary hole 4, and the water interception device can be used for allowing the grouting pipe 6 to pass through.
Examples
Referring to fig. 1 and 2, the present utility model provides a method for reinforcing a soil layer around a foundation pit adjacent to an existing tunnel, comprising the following steps:
and S1, determining the position, depth and thickness of the foundation pit support structure 1, and performing support construction of the foundation pit 2, wherein the foundation pit 2 is open cut construction.
And S2, after the foundation pit support structure 1 meets the strength requirement, carrying out foundation pit layered excavation according to a construction scheme, and when the foundation pit is excavated below the position where the preset auxiliary hole 4 is located, drilling towards the direction of the existing tunnel 3 on the foundation pit support structure 1 by using drilling equipment to form the auxiliary hole 4.
In step S2, when the excavation is performed to about 0.5m below the position where the predetermined auxiliary hole 4 is located, drilling is performed on the foundation pit support structure 1 towards the existing tunnel 3 by using a drilling device, and the drilling should penetrate at least the foundation pit support structure 1, so that the grouting pipe 6 can extend into between the foundation pit support structure 1 and the existing tunnel 3 for grouting. The included angle between the auxiliary hole 4 and the horizontal plane is 0-45 degrees, the included angle is determined according to the soil layer position of which the deformation is controlled as required, specifically, the included angle between the straight line and the horizontal line which are formed by connecting the auxiliary hole 4 and the grouting reinforcement area 8 near the existing tunnel 3 is the included angle between the auxiliary hole 4 and the horizontal plane.
The position of the auxiliary hole 4 is determined according to the displacement deformation trend direction of the existing tunnel 3 in the prior numerical simulation or actual engineering construction process, specifically, monitoring points can be circumferentially distributed on the existing tunnel 3, and the position is determined by monitoring the displacement change condition of the monitoring points of the existing tunnel 3 in the process of excavating the newly-built engineering foundation pit 2, so that the displacement deformation trend position of the existing tunnel 3 is determined in advance, the grouting technology is utilized for accurately positioning grouting, the grouting quantity is reduced, and the manufacturing cost is saved. In addition, the auxiliary holes 4 avoid the steel bars in the foundation pit support structure 1, and if the foundation pit support structure 1 is made of mutually meshed meat piles 101 and plain piles 102, the auxiliary holes 4 are distributed on the plain piles 102.
Step S3, after the auxiliary holes 4 in the same batch are drilled, the steel sleeves 5 are sequentially installed in the auxiliary holes 4, and the water interception device 7 is additionally installed at one end of each steel sleeve 5, which is positioned in the foundation pit 2, so that underground water outside the foundation pit 2 is prevented from entering the foundation pit 2.
In step S3, a switch is provided on the water interception device 7, and when the water interception device 7 is turned on, groundwater outside the foundation pit 2 can be effectively prevented from entering the foundation pit 2 through the auxiliary hole 4, and when the water interception device 7 is turned off, the grouting pipe 6 can be inserted into the auxiliary hole 4 for grouting. The water interception device 7 can adopt a common water pipe valve, the inner diameter of the water interception device is larger than the aperture of the auxiliary hole 4, and the water interception device can be used for allowing the grouting pipe 6 to pass through.
The outer diameter of the steel sleeve 5 is 1-2cm smaller than the aperture of the auxiliary hole 4, so that the steel sleeve 5 is conveniently installed in the auxiliary hole 4, and after the steel sleeve 5 is installed, grouting is conducted in a gap between the steel sleeve 5 and the auxiliary hole 4, so that the steel sleeve 5 is fixed.
And S4, closing the water interception device 7, erecting a grouting pipe 6 in the steel sleeve 5, grouting through the grouting pipe 6, enabling slurry to spread in a soil layer between the existing tunnel 3 and the foundation pit support structure 1 to form a grouting reinforcement area 8, and starting the water interception device 7 after grouting is finished to prevent groundwater outside the foundation pit 2 from entering the foundation pit 2 through the auxiliary hole 4.
In step S4, the outer diameter of the grouting pipe 6 is 1-2cm smaller than the inner diameter of the steel sleeve 5, so that the grouting pipe 6 is prevented from being damaged due to friction between the grouting pipe 6 and the steel sleeve 5 in the grouting process, and the grouting smoothness is facilitated.
And S5, after the excavation of the foundation pit 2 is completed, after the displacement deformation value of the existing tunnel 3 is stable, sequentially extracting the steel sleeve 5, and using high-strength waterproof concrete to block the auxiliary hole 4, thereby completing the reinforcement construction of the soil layer around the foundation pit adjacent to the existing tunnel.
According to the method for reinforcing the peripheral soil layer of the foundation pit adjacent to the existing tunnel, the adjacent existing tunnel 3 is constructed with the reinforcing structure in the newly built foundation pit, so that the limit of using the upper surface environmental condition for conventionally reinforcing the existing tunnel structure is broken; the position of the displacement deformation trend of the tunnel is determined in advance, the grouting technology is utilized for carrying out accurate positioning grouting, the grouting quantity is reduced, and the manufacturing cost is saved; the grouting reinforcement mode is adopted to solve the problems of lateral movement, overlarge bulge and the like of a tunnel in the excavation construction process of a deep foundation pit, control the displacement deformation of the tunnel and ensure the operation safety of the tunnel.
In order to verify the effectiveness of the method, the numerical simulation software is used for simulating the overall displacement of the side tunnel when grouting reinforcement is adopted in the foundation pit excavation process and the side tunnel is compared with the side tunnel when reinforcement is not adopted, and the method specifically comprises the following steps:
1) Engineering overview
The simulated foundation pit 2 to be excavated has the length of 48m, the width of 16m and the excavation depth of 10m, is excavated for 5 times, the diameter of the adjacent existing tunnel 3 is 6m, the position relation between the foundation pit 2 to be excavated and the existing tunnel 3 is shown in figure 3, the excavation supporting scheme of the foundation pit is that the foundation pit is connected with a wall in a thickness of 0.6m, the embedding depth is 15m, and one concrete support and two steel supports are arranged; the overall size of the model is 108m multiplied by 76m multiplied by 40m, fig. 3 is a schematic diagram of the position relation between the foundation pit 2 and the existing tunnel 3, and the data analysis monitoring point selects the position of the middle part of the tunnel close to the foundation pit 2.
2) Analysis of results
Fig. 4 is a total displacement change curve of the foundation pit at the position of the monitoring point under the condition of grouting reinforcement and unreinforced when the foundation pit is excavated to the bottom, according to fig. 4, compared with the excavation scheme without reinforcement, the method is utilized to reinforce soil around the tunnel, the total displacement of the existing tunnel 3 at the final construction stage is reduced to 3.14mm from 4.65mm, the total displacement of the existing tunnel 3 is reduced by 32.5%, and the safe operation close to the existing tunnel in the foundation pit excavation construction process is effectively ensured.
It should be pointed out that the numerical simulation aims at verifying the effectiveness of the method for inhibiting the displacement deformation of the existing tunnel in the foundation pit excavation process, and the quantity and the proportion of the reduction of the displacement deformation value of the tunnel are determined according to actual engineering and grouting conditions.
It will be understood that modifications and variations will be apparent to those skilled in the art from the foregoing description, and it is intended that all such modifications and variations be included within the scope of the following claims.
While the utility model has been described above with reference to the accompanying drawings, it will be apparent that the implementation of the utility model is not limited by the above manner, and it is within the scope of the utility model to apply the inventive concept and technical solution to other situations as long as various improvements made by the inventive concept and technical solution are adopted, or without any improvement.
Claims (8)
1. The utility model provides a near peripheral soil layer reinforced structure of foundation ditch of existing tunnel, its characterized in that includes near the foundation ditch envelope of existing tunnel, foundation ditch envelope lays down in proper order a plurality of rows of orientation from top to bottom the auxiliary hole of existing tunnel direction, the intraductal slip casting pipe that has erect of auxiliary hole, through slip casting union coupling slip casting equipment is from in the foundation ditch toward foundation ditch envelope with slip casting between the existing tunnel forms slip casting reinforced region.
2. The foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 1, wherein the auxiliary hole forms an angle of 0-45 ° with the horizontal plane.
3. The foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 1, wherein a steel sleeve is installed in the auxiliary hole, and the grouting pipe is erected through the steel sleeve by the auxiliary hole.
4. A foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 3, wherein the outer diameter of the steel sleeve is 1-2cm smaller than the aperture of the auxiliary hole, and a grouting layer is provided in a gap between the steel sleeve and the auxiliary hole.
5. A foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 3, wherein the outer diameter of the grouting pipe is 1-2cm smaller than the inner diameter of the steel casing pipe.
6. A foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 3, wherein a water interception device is additionally arranged at one end of the steel sleeve, which is positioned in the foundation pit.
7. The foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 6, wherein a switch is provided on the water interception device.
8. The foundation pit peripheral soil layer reinforcing structure adjacent to an existing tunnel according to claim 1, wherein the foundation pit enclosure structure is made of mutually meshed meat piles and vegetable piles, and the auxiliary holes are arranged on the vegetable piles.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321184708.8U CN219951971U (en) | 2023-05-17 | 2023-05-17 | Foundation pit peripheral soil layer reinforcing structure close to existing tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321184708.8U CN219951971U (en) | 2023-05-17 | 2023-05-17 | Foundation pit peripheral soil layer reinforcing structure close to existing tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219951971U true CN219951971U (en) | 2023-11-03 |
Family
ID=88537008
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321184708.8U Active CN219951971U (en) | 2023-05-17 | 2023-05-17 | Foundation pit peripheral soil layer reinforcing structure close to existing tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219951971U (en) |
-
2023
- 2023-05-17 CN CN202321184708.8U patent/CN219951971U/en active Active
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