CN-122013724-A - Construction method of underground cut-off wall and underground cut-off wall

CN122013724ACN 122013724 ACN122013724 ACN 122013724ACN-122013724-A

Abstract

The invention belongs to the technical field of underground cut-off walls, and particularly relates to an underground cut-off wall construction method and an underground cut-off wall, wherein the method is used for realizing the rapid construction of a loose aquifer long-distance cut-off wall by analyzing grouting diffusion migration rules under different medium conditions within the cut-off wall, and combining a drilling construction mode of combining a straight hole, a directional inclined hole and a bedding hole based on a directional drilling technology, so that the treatment cost is reduced and the construction efficiency is improved; the external grouting and the internal guiding grouting are used for closing the weak section of the seepage interception wall, and the top and bottom boundary fault anti-detour blocking is carried out by drilling along the layer, so that the root taking and top grafting of the seepage interception wall are realized, and the interception effect of the seepage interception wall is improved.

Inventors

WANG LEI
WANG YANGYANG
LI SHAOFENG
WANG XIAOSHU
LIU JIN
WANG JINSHENG
XI BEIDOU

Assignees

深圳职业技术大学

Dates

Publication Date: 20260512
Application Date: 20251107
Priority Date: 20241109

Claims (8)

1. The construction method of the underground cut-off wall is characterized by comprising the following steps: S100, carrying out hydrogeological survey in an underground cut-off wall construction area, and analyzing parameters of pore, crack and karst development of an injection layer of the lower cut-off wall; S200, performing experiments according to parameters to obtain design drilling density, grouting materials, slurry concentration, grouting section length height and final pressure standard, forming a lower cut-off wall plane division and sequencing construction procedure, and establishing a root system framework of the underground cut-off wall through a grouting process; S300, filling, splitting, penetrating and solidifying are carried out in a channel of a root system framework of the underground infiltration interception wall through a grouting process after drilling, so that the waterproof infiltration interception wall closure is formed.
2. The method of constructing an underground infiltration wall of claim 1, further comprising the steps of: S400, drilling holes on the outer sides of weak parts of the walls after the underground cut-off wall is completely closed, and increasing the width of the closed section wall by adopting a pressure-controlled water drainage and drainage grouting method.
3. The method for constructing an underground infiltration wall according to claim 1, wherein in step S400: and arranging inner and outer electrodes in the top boundary and bottom boundary rock stratum of the whole line of the underground cut-off wall, accurately probing the weak zone and the fault breaking zone of the cut-off wall through current density, and calculating the slurry supplementing position by using a dichotomy method to carry out splitting reinforcing grouting to block the bypass flow.
4. The method for constructing an underground infiltration interception wall according to claim 1, further comprising the step of checking the barrier effect of the underground infiltration wall: S500, dynamically monitoring the underground water level by sections and layering, acquiring parameters of water level, water pressure, water quantity, water quality and the like in real time, monitoring parameters of underground seepage interception wall form, strength, stress deformation, seepage interception stability and the like by assisting a high-density three-dimensional seismic fine exploration means, and setting an early warning threshold value.
5. The method for constructing an underground infiltration wall according to claim 1, wherein in the step S200: The test process comprises the steps of scanning underground drilling soil and a rock core through an X-ray and CT technology, establishing an underground porous medium three-dimensional model, and carrying out an indoor grouting test experiment, an on-site grouting test and a numerical simulation test. The numerical simulation process replaces an underground saturated zone and an unsaturated zone by simplifying simulated underground diffusion characteristics and water content through porosity, improves a traditional unbalanced interphase mass transfer model, and identifies multiphase diffusion rate and diffusion range in the grouting process: ; Calculating flux ratio and rate ratio of convection and diffusion respectively by adopting Sh m and Peclet number Pe, predicting space-time evolution rule of slurry mass transfer coefficient, and quantitatively judging pollution diffusion state: ; 。
6. The method for constructing an underground infiltration wall according to claim 1, wherein in the step S200: The grouting process comprises pulse grouting, multi-time splitting grouting and graded pressure control grouting.
7. The method for constructing an underground infiltration wall according to claim 1, wherein in the step S300: The drilling mode comprises surface directional inclined hole drilling and bedding hole drilling.
8. An underground infiltration-cutoff wall constructed by the method of constructing an underground infiltration-cutoff wall according to any one of claims 1 to 7.

Description

Construction method of underground cut-off wall and underground cut-off wall Technical Field The invention belongs to the technical field of underground cut-off walls, and particularly relates to a construction method of an underground cut-off wall and the underground cut-off wall. Background The underground seepage-proofing wall is a building for cutting off underground runoff commonly used in hydraulic engineering, and is specifically an underground continuous seepage-proofing wall built by making holes or digging grooves in soft foundation and pouring concrete. The method plays an important role in ensuring the permeation stability of the loose permeable foundation and the safety of the gate dam, is not only applied to dams, cofferdams, sluice gates and embankments of water conservancy and hydropower engineering, but also widely applied to aspects of large mine foundation pits, various tailing dams, industrial waste storage yards, municipal engineering and the like. However, the underground seepage-intercepting wall currently constructed in China generally has no regulation and control capability, the quality of the upstream water on the seepage-intercepting wall is deteriorated due to long-term operation, and the downstream ecological water is also influenced. In addition, the construction efficiency of the underground cut-and-permeate wall in the soil layer of the high-burial-depth loose holes and the water-containing medium or the water-containing medium of the matrix weathered fissure is low all the time, the fault at the top boundary and the fault at the bottom boundary can generate the phenomenon of detouring and the like, and the water-containing medium seepage can occur in the closure process of the weak part of the underground cut-and-permeate wall due to the fact that the layer contains a large amount of water-containing medium, so that the closure effect is poor. In view of this, the present invention has been made. Disclosure of Invention The invention aims to provide an underground infiltration wall construction method and an underground infiltration wall so as to solve the technical problems in the background art. In order to achieve one of the above objects, the present invention provides the following technical solutions: the construction method of the underground cut-off wall comprises the following steps: S100, carrying out hydrogeological survey in an underground cut-off wall construction area, and analyzing parameters of pore, crack and karst development of an injection layer of the lower cut-off wall; S200, performing experiments according to parameters to obtain design drilling density, grouting materials, slurry concentration, grouting section length height and final pressure standard, forming a lower cut-off wall plane division and sequencing construction procedure, and establishing a root system framework of the underground cut-off wall through a grouting process; S300, filling, splitting, penetrating and solidifying are carried out in a channel of a root system framework of the underground infiltration interception wall through a grouting process after drilling, so that the waterproof infiltration interception wall closure is formed. Preferably, the method further comprises the following steps: S400, drilling holes on the outer sides of weak parts of the walls after the underground cut-off wall is completely closed, and increasing the width of the closed section wall by adopting a pressure-controlled water drainage and drainage grouting method. Preferably, in step S400: and arranging inner and outer electrodes in the top boundary and bottom boundary rock stratum of the whole line of the underground cut-off wall, accurately probing the weak zone and the fault breaking zone of the cut-off wall through current density, and calculating the slurry supplementing position by using a dichotomy method to carry out splitting reinforcing grouting to block the bypass flow. Preferably, the method further comprises the step of checking the blocking effect of the underground cut-off wall: S500, dynamically monitoring the underground water level by sections and layering, acquiring parameters of water level, water pressure, water quantity, water quality and the like in real time, monitoring parameters of underground seepage interception wall form, strength, stress deformation, seepage interception stability and the like by assisting a high-density three-dimensional seismic fine exploration means, and setting an early warning threshold value. Preferably, in said step S200: The test process comprises the steps of scanning underground drilling soil and a rock core through an X-ray and CT technology, establishing an underground porous medium three-dimensional model, and carrying out an indoor grouting test experiment, an on-site grouting test and a numerical simulation test. The numerical simulation process replaces an underground saturated zone and an unsaturated zone by simplifying simulated under