CN113062374B - Method for repairing bottom defects of falling-bottom type vertical separation barrier - Google Patents
Method for repairing bottom defects of falling-bottom type vertical separation barrier Download PDFInfo
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Abstract
The invention discloses a method for repairing bottom defects of a falling-bottom type vertical barrier. The repairing method comprises the steps of determining a repairing range, preparing repairing slurry, arranging a grouting unit, debugging repairing equipment, filling operation of the repairing slurry and recovering the grouting unit. The raw materials used by the repair slurry comprise calcium bentonite, metakaolin, sodium carboxymethyl cellulose, sodium hydroxide and micro-nano bubble water, and are prepared by preparing alkaline micro-nano bubble water, mixing the raw materials, heating and stirring. The invention has the advantages of avoiding disturbance damage to the existing vertical separation barrier and the water-resisting layer, plugging the potential pollutant bypass channel, improving the seepage-resisting performance and the chemical erosion resistance of the bottom of the vertical separation barrier, and having small difficulty in controlling the construction quality of repair. The repairing method has strong site applicability and wide raw material obtaining way of the repairing slurry, and can be applied to construction acceptance and operation maintenance stages of various polluted plots and landfill site risk management and control projects.
Description
Technical Field
The invention relates to a method for repairing a defect at the bottom of a falling-bottom type vertical separation barrier, which is mainly used for expanding the depth and width of the vertical separation barrier entering a water-resisting layer and preventing pollutants from puncturing the bottom of the vertical separation barrier in a streaming and convection migration mode, and belongs to the technical field of polluted site risk control in geotechnical engineering.
Background
The technical guideline for repairing groundwater and controlling risk of polluted plots (HJ 25.6-2019) puts forward the evaluation requirement of the risk control effect on the anti-seepage performance and the integrity of the vertical obstructing barrier, and is a key index for ensuring that pollutants are blocked from migrating outwards. According to the migration theory of the pollutants in the porous medium, the principle of the method for controlling the pollutants to break down the barrier has the following points: firstly, the water head difference at two sides of the barrier is controlled to eliminate the migration of pollutants in a convection mode; secondly, controlling the migration of pollutants in the barrier in a convection and dispersion mode through communicated pores in the compacted barrier; thirdly, the migration path of the pollutants is prolonged by increasing the geometrical size of the barrier. The vertical barrier may be divided into a bottom-falling type vertical barrier and a suspended type vertical barrier according to whether the barrier enters the water-resisting layer or not. The vertical separation engineering of the polluted land in China mainly adopts a falling-bottom type vertical separation barrier.
The vertical blocking barrier with the defects monitored in the post-construction and operation maintenance stages is subjected to timely engineering repair, so that the pollutants are prevented from migrating from the local defects, and the service life of the barrier is ensured. And monitoring the occurrence of pollution site risk management and control early warning in the operation and maintenance stage, wherein one reason is that local defects appear in the vertical blocking barrier, and the defect area is aggravated due to the chemical erosion effect, so that an advantage channel for transferring pollutants and puncturing the barrier is formed. The current stage of engineering practice shows that the local defects of the falling-bottom vertical barrier mainly exist at the bottom of the barrier for the following reasons: (1) adverse factors determined by site geological conditions, such as poor continuity of a water-resisting layer and incapability of ensuring effective embedment of the bottom of the barrier due to the thickness of a local water-resisting layer, so that a potential pollutant bypass channel exists at the bottom of the barrier; (2) under the existing construction technical conditions, the construction difficulty of the barrier is increased along with the increase of the depth of the barrier, the deep stirring is insufficient, the grouting at the fracture of the bedrock is insufficient, the slag removal at the bottom of the tank is incomplete, so that the local permeability coefficient of the barrier exceeds the design requirement and the integrity is reduced; (3) heavy non-aqueous phase organic matters and hexavalent chromium are enriched on the surface of a water-resisting layer or in bed rock cracks, the concentration of an enrichment area is greater than the concentration of pollutants in a water-containing layer and an aeration zone, and severe chemical erosion is caused to the bottom of the barrier, so that the seepage-proofing performance of the bottom of the barrier and the adsorption capacity of the pollutants are reduced.
At present, the vertical barrier with the bottom defect is found out in the construction acceptance and operation maintenance stages, deep stirring and high-pressure jet grouting technologies are adopted for repairing, the repairing method is single, the existing barrier is damaged in the repairing process, and the effective repairing area rate is low. In conclusion, the method for repairing the bottom defect of the vertical barrier, which is suitable for complex geological conditions, small in disturbance to the existing barrier, accurate in repair, efficient in construction and excellent in anti-seepage performance of materials, is urgently needed, and provides technical support for pollution site risk management and control and site safety recycling.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the local defect repairing of the vertical separation barrier at the present stage mainly adopts deep stirring and high-pressure jet grouting construction technology, and the following technical defects are mainly existed in the process of repairing the bottom defect of the vertical separation barrier: (1) the water-resisting layer at the position of the existing barrier and thinner thickness is easily damaged in the mechanical stirring and high-pressure injection processes of the secondary construction; (2) the chemical erosion resistance of the bottom of the barrier to high-concentration pollutants cannot be fundamentally changed by adopting the same type of barrier materials; (3) the quality control difficulty of deep construction on perpendicularity and barrier material uniformity is high; (4) the full-section type repairing is adopted, and the construction workload at the upper part of the local defect is seriously wasted.
In order to solve the technical problem, the technical scheme of the invention is to provide a method for repairing the bottom defect of a falling-bottom type vertical barrier, which is characterized by comprising the following steps:
step 11: determining a repair range;
step 21: preparing repair slurry;
step 31: setting a grouting unit according to the repair range;
step 41: debugging repair equipment, and determining the accumulation time T and the single filling operation time T required by the filling operation;
step 51: controlling the grouting unit to perform grouting filling through the pressure control unit;
step 61: and after the filling operation of the repair slurry is finished for 7 days, recovering the grouting unit to finish the repair of the bottom defect of the falling-bottom vertical barrier.
For the repairing range, the planar arrangement of the repairing range is symmetrically designed along the wiring direction of the vertical separation barrier, the size design of the repairing range comprises the elevation of the top surface relative to the earth surface, the elevation of the bottom surface relative to the earth surface, the width of the top surface away from the vertical separation barrier and the length of the top surface along the wiring direction of the vertical separation barrier, wherein the elevation of the top surface relative to the earth surface is higher than the buried depth of the waterproof layer by 0.4m or more, the elevation of the bottom surface relative to the earth surface is taken according to a value shown in a table 1, the widths of the left side boundary and the right side boundary of the vertical separation barrier away from the left side and the right side of the vertical separation barrier are respectively more than or equal to 0.4m, and the length of the bottom defect along the wiring direction of the vertical separation barrier covers the length of the bottom defect in the wiring direction;
TABLE 1 elevation value of the bottom surface of repair range relative to the Earth's surface
The grouting unit comprises a steel sheet pile, a steel sleeve, a slurry guide pipe, a temperature sensor, a flow sensor and a filling unit; the steel sleeve is fixed on the steel sheet pile; the slurry guide pipe, the temperature sensor and the flow sensor are sequentially fixedly connected in a sealing manner and are nested in the steel sleeve; the filling unit is fixedly connected with the flow sensor in a sealing way and is exposed out of the steel sleeve; the slurry guide pipe rotates horizontally within 120 degrees and synchronously drives the filling unit to rotate horizontally.
The plane arrangement of the grouting unit is consistent with the plane arrangement of the repair range, and the depth of the grouting unit is consistent with the elevation of the bottom surface of the repair range relative to the earth surface.
Preferably, the filling units comprise a plurality of sub-filling units, the sub-filling units are respectively provided with a horizontal slurry outlet hole and a vertical slurry outlet hole, and the sub-filling units are connected through threads; the diameter of the vertical slurry outlet is controlled to be 2 to 5 times of that of the horizontal slurry outlet; the distance between the horizontal slurry outlets along the depth direction is controlled to be 0.1m to 0.2m, the minimum burial depth of the horizontal slurry outlets is consistent with the elevation of the top surface of the repairing range relative to the earth surface, and the maximum burial depth of the horizontal slurry outlets is consistent with the elevation of the bottom surface of the repairing range relative to the earth surface.
Preferably, the cumulative time T required for the filling operation is determined according to equation (1):
in the formula, A represents the horizontal distance (m) from the horizontal slurry outlet hole to the vertical blocking barrier; b represents the horizontal spacing (m) of two adjacent packing units; l represents the elevation difference (m) between the elevation of the top surface of the repair range relative to the earth surface and the burial depth of the water-resisting layer; h represents the height difference (m) between the burial depth of the water-resisting layer and the elevation of the bottom surface of the repairing range relative to the ground surface; rho1Denotes the dry density (kg/m) of the overlying aquifer of the water barrier3)；ρ2Denotes the dry density (kg/m) of the water barrier3) (ii) a N represents the number of horizontal slurry outlet holes in the filling unit; n is1Representing the number of horizontal grout outlet holes in the filling unit above the burial depth of the water-resisting layer; q represents the flow (m) of the repair slurry measured by the flow sensor3/h)；ρ3Indicates the dry density (kg/m) of the repair paste3) (ii) a Alpha represents a first correction coefficient, and the value range of alpha is 0.05-0.24; β represents a second correction coefficient, 0.20 to 0.38;
the single filling operation time t is determined according to the formula (2):
in the formula, h represents the distance (m) of the horizontal grout outlet along the depth direction; eta represents a third correction coefficient, and the value range of eta is 1.0 to 1.8.
The invention also provides a preparation method of the repair slurry, the used raw materials comprise metakaolin, calcium bentonite, sodium carboxymethyl cellulose, sodium hydroxide and micro-nano bubble water, and the preparation method of the repair slurry comprises the following steps:
step 12: preparing clean water containing micro-nano bubbles by a micro-nano bubble generating device;
step 22: preparing a sodium hydroxide solution by using clean water containing micro-nano bubbles, wherein the pH value of the solution is controlled to be 12.5 +/-0.1;
step 32: uniformly mixing air-dried calcium bentonite, metakaolin and sodium carboxymethylcellulose to prepare a dry material of the repair slurry, wherein the mass ratio of the calcium bentonite to the metakaolin is 1: 4-1: 20, and the mass ratio of the calcium bentonite to the sodium carboxymethylcellulose is 10: 1-20: 1;
step 42: mixing and stirring the dry material and the sodium hydroxide solution to prepare the repair slurry, wherein the mass ratio of the dry material to the sodium hydroxide solution is 2: 1-1: 5, the temperature of the repair slurry in the stirring process is controlled to be 50-75 ℃, the stirring speed is controlled to be 800-2000 rpm, and the stirring time is controlled to be 1-3 h.
Has the advantages that: compared with the prior art, the invention has the following advantages: (1) the damage of repair construction to the existing barrier can be avoided through the symmetrical pressure grouting; (2) the field applicability of the repairing method is strong, and damage to a water-resisting layer caused by repairing construction can be avoided by adjusting the number of the sub filling units in the filling units and arranging the vertical grout outlet holes; (3) the repairing body, the vertical blocking barrier and the water-resisting layer form a whole body with an anti-seepage function and blocking migration of pollutants, and block a potential pollutant bypass channel in the water-resisting layer at a thinner thickness, so that the pollutants can be prevented from puncturing the bottom of the vertical blocking barrier in a bypass mode; (3) the mending body within the mending range is compacted in a physical mode and a chemical mode through limiting compaction and material alkali excitation, the seepage-proofing performance and the chemical erosion resistance of the mending body can be improved, and the concentration flux of pollutants migrating in a convection mode and a dispersion mode is controlled; (4) the grouting unit is arranged opposite to the verticality, and the construction quality control difficulty of the grouting unit along the lap joint width of the vertical separation barrier in the wiring direction is small; (5) the repairing range only aims at the bottom defect area, the repairing construction efficiency is improved, and the construction workload is greatly saved.
Drawings
FIG. 1 is a schematic view of the present invention;
FIG. 2 is a schematic view of a grouting unit in the present invention;
FIG. 3 is a schematic view of a filling unit of the present invention;
the figure shows that: the system comprises a bottom-falling type vertical blocking barrier 1, a bottom defect 2 of the bottom-falling type vertical blocking barrier, a water-resisting layer 3 which the bottom-falling type vertical blocking barrier enters, a grouting unit 4, a pressure control unit 5, a repairing body 6, a steel sheet pile 41, a steel sleeve 42, a slurry guide pipe 43, a temperature sensor 44, a flow sensor 45 and a filling unit 46.
Detailed Description
In order to make the invention more comprehensible, preferred embodiments are described in detail below with reference to the accompanying drawings.
Examples
The embodiment describes the technical scheme of the invention in detail with reference to the attached drawings:
one contaminated land found hexavalent chromium contamination up to a depth of 12.0m and the presence of high concentrations of organic contaminants, forming a DNAPL pool on the water barrier. The aquifer of the site mainly comprises sandy soil and silt; the average buried depth of the water-resisting layer is 12.0m, and the water-resisting layer is mainly made of cohesive soil. The existing vertical separation engineering adopts an excavation-backfill method to construct a HDPE film composite vertical separation barrier, the width of the barrier is 0.6m, the depth of the barrier is 12.9m, and the depth of the barrier entering a water-resisting layer is 0.9 m. In the construction acceptance stage of the vertical barrier project, the local defect at the bottom of the vertical barrier is found out, and the analysis reason is that the continuity of the water-resisting layer at the position is poor and the permeation is causedCoefficient of 5.0X 10-8m/s, the thickness is 0.6m to 1.1m, and the integrity of a water-resisting layer and the bottom embedding effect of the vertical blocking barrier are influenced in the excavation construction process. Through tracer detection, find out that this place vertical barrier bottom defect has produced the pollutant and has flowed around the passageway, and the length of local defect in the direction of walking is 6.4 m.
As shown in fig. 1, the method for repairing the bottom defect of the falling-bottom vertical barrier in the embodiment of the present invention includes the following steps:
step 11): determining a repair range;
step 21): preparing repair slurry;
step 31): setting a grouting unit 4 according to the repair range;
step 41) debugging repair equipment, and determining the accumulation time T and the single filling operation time T required by the filling operation;
step 51): the filling unit 46 of the grouting unit 4 is adjusted through the pressure control unit 5, and filling operation of repairing slurry is carried out;
step 61): and 7 days after the filling operation of the repair slurry is finished, recovering the grouting unit 4, and finishing the repair of the bottom defect of the falling-bottom vertical barrier.
The planar arrangement of the repair range is symmetrically designed along the line direction of the vertical blocking barrier, and the size design of the repair range comprises the elevation of the top surface relative to the earth surface, the elevation of the bottom surface relative to the earth surface, the width of the distance from the vertical blocking barrier and the length of the line direction along the vertical blocking barrier. The elevation of the top surface relative to the earth surface is taken as-11.5 m. Comprehensively considering that the thickness of the water-resisting layer at the bottom defect is 0.6m to 1.1m, the actual construction depth of the vertical separation barrier is greater than the buried depth of the water-resisting layer by 0.9m, and the elevation of the bottom surface relative to the earth surface is-13.4 m, namely, the elevation is 0.5m lower than the actual construction depth of the vertical separation barrier. The left and right boundaries are 0.4m from the left and right widths of the vertical barrier, respectively. The length along the vertical barrier routing direction is taken to be 7.2 m.
The raw materials used by the repair slurry comprise metakaolin, calcium bentonite, sodium carboxymethyl cellulose, sodium hydroxide and micro-nano bubble water, and the preparation method of the repair slurry comprises the following steps:
step 12): preparing clean water containing micro-nano bubbles by a micro-nano bubble generating device;
step 22): preparing a sodium hydroxide solution by using clean water containing micro-nano bubbles, wherein the pH value of the solution is controlled to be 12.5 +/-0.1;
step 32): uniformly mixing air-dried calcium bentonite, metakaolin and sodium carboxymethylcellulose to prepare a dry material of the repair slurry, wherein the mass ratio of the calcium bentonite to the metakaolin is 1:10, and the mass ratio of the calcium bentonite to the sodium carboxymethylcellulose is 20: 1;
step 42): and mixing and stirring the dry material and the sodium hydroxide solution to prepare the repair slurry, wherein the mass ratio of the dry material to the sodium hydroxide solution is 1:1.5, the temperature of the repair slurry in the stirring process is controlled to be 55 ℃, the stirring speed is controlled to be 2000rpm, and the stirring time is controlled to be 1 h. The mahalanobis funnel viscosity of the repair slurry was measured to be 55 s and was used for equipment pressure delivery.
The grouting unit 4 is composed of a steel sheet pile 41, a steel sleeve 42, a slurry guide pipe 43, a temperature sensor 44, a flow sensor 45 and a filling unit 46. The steel sheet pile 41 is a linear steel sheet pile, and the effective width is 0.6 m. The steel sleeve 42 has an inner diameter of 4.0cm and is welded to the steel sheet pile 41. The slurry guide pipe 43, the temperature sensor 44 and the flow sensor 45 are sequentially fixedly connected in a sealing manner and are nested in the steel sleeve 42. The outer diameter of the slurry guide pipe 43 is 3.8cm, and the inner diameter is 2.5 cm. The range of the temperature sensor is 0-99 ℃. Flow sensor measuring range 0.1m3H to 20m3H is used as the reference value. The end parts of the steel sleeve and the slurry guide pipe are provided with horizontal openings for normal work of a temperature sensor and a flow sensor. The filling unit 46 is fixedly connected with the flow sensor 45 in a sealing way and is exposed out of the steel sleeve 42. The slurry guide pipe 43 has a 120-degree horizontal rotation function through motor driving and synchronously drives the filling unit 46 to horizontally rotate.
The planar arrangement of the grouting units 4 is consistent with that of the repair range, and 12 grouting units 4 are arranged in parallel on one side along the routing direction of the vertical separation barrier according to the effective width of the steel sheet pile 41. The depth of the grouting unit 4 is set to be consistent with the elevation of the bottom surface of the repair range relative to the ground surface, namely 13.4 m. The grouting unit is set by a steel sheet pile construction technology, and the verticality is controlled to be 1%.
The filling unit 46 has a total length of 2.1m and is composed of 3 sub-filling units, and the sub-filling units are connected by screw threads. Each sub-filling unit is 0.7m, 5 horizontal slurry outlets and 1 vertical slurry outlet are arranged, and the distance between the horizontal slurry outlets along the depth direction is 0.15 m. The diameter of the horizontal slurry outlet is 0.8cm, and the diameter of the vertical slurry outlet is 1.8 cm. The minimum burial depth and the maximum burial depth of the horizontal grout outlet of the filling unit 46 are 11.5m and 13.4m respectively.
The cumulative time T required for the above-described filling operation is determined by a manufacturability test according to the formula (1):
in the formula, A represents the horizontal distance from the horizontal slurry outlet to the vertical blocking barrier, and is 0.4 m; b represents the horizontal distance between two adjacent filling units, and the effective width of the steel sheet pile 41 is taken to be 0.6 m; l represents the elevation difference between the elevation of the top surface of the repairing range relative to the earth surface and the burial depth of the water-resisting layer, and is 0.5 m; h represents that the height difference between the burial depth of the waterproof layer and the elevation of the bottom surface of the repairing range relative to the ground surface is 1.4 m; rho1Representing the dry density of the overlying aquifer of the water-resisting layer, and according to a geotechnical engineering survey report, taking 1450kg/m3；ρ2Representing the dry density of the water-resisting layer, and taking 1400kg/m according to a geotechnical engineering survey report3(ii) a N represents the number of horizontal slurry outlet holes in the filling unit, and is 15; n is1The number of horizontal grout outlet holes in the filling unit above the burial depth of the water-resisting layer is 4; q represents the flow rate of the repair slurry measured by the flow sensor 25, and the flow rate measured at the stabilization stage is 0.24m3/h；ρ3Indicating the dry density of the repair paste, 530kg/m3(ii) a α represents a first correction coefficient, and is 0.1 in consideration of good permeability of the aquifer; beta represents a second correction coefficient, and 0.35 is taken by comprehensively considering the continuity of the water-resisting layer, the thickness of the water-resisting layer, the disturbance of the water-resisting layer caused by the previous construction and the viscosity of the repair slurry. The cumulative time T required for the filling operation was 2.94h as calculated by equation (1).
The single-fill operation time t is determined according to equation (2):
in the formula, A represents the horizontal distance from the horizontal slurry outlet to the vertical blocking barrier, and is 0.4 m; b represents the horizontal spacing of two adjacent filling units, and is 0.6 m; h represents the distance between the horizontal slurry outlet holes along the depth direction and is 0.15 m; q represents the flow rate of the repair slurry measured by the flow sensor 25, and is taken to be 0.24m3H; eta represents a third correction coefficient, and 1.1 is taken by comprehensively considering the continuity of the water-resisting layer, the thickness of the water-resisting layer and the disturbance of the prior construction to the water-resisting layer. According to the calculation result of the formula (2), the single filling operation time t is 0.165 h.
The filling operation of the repair slurry adopts pulse type pressure grouting. The grouting units 4 are connected in parallel and regulated by a pressure control unit 5. Before the filling operation, the operation performance of the slurry guide pipe 43 and the filling unit 46 is checked by instantaneous pressure gas injection. The time t of the single filling operation is 0.165h, and the intermittent time between the two filling operations is 0.835 h. The total working hours of the filling operation of the repair slurry are 18 h.
And after the filling operation of the repairing slurry is finished for 7 days, recovering the grouting unit 4 to finish the repairing of the bottom defect of the falling-bottom vertical barrier. And (3) continuously pumping for 50h and detecting results of a fluorescein sodium tracer show that the bottom defects are effectively repaired.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable to various fields of endeavor for which the invention may be embodied with additional modifications as would be readily apparent to those skilled in the art, and the invention is therefore not limited to the details given herein and to the embodiments shown and described without departing from the generic concept as defined by the claims and their equivalents.
Claims (5)
1. A method for repairing the bottom defect of a falling-bottom type vertical barrier is characterized by comprising the following steps:
step 11: determining a repair range;
step 21: preparing repair slurry;
step 31: setting a grouting unit (4) according to the repair range;
step 41: debugging repair equipment, and determining the accumulation time T and the single filling operation time T required by the filling operation;
step 51: the pressure control unit (5) controls the grouting unit (4) to perform grouting filling;
step 61: after the filling operation of the repairing slurry is finished for 7 days, the grouting unit (4) is recovered, and the defect repairing of the bottom of the falling-bottom vertical barrier is finished;
for the repairing range, the planar arrangement of the repairing range is symmetrically designed along the wiring direction of the vertical separation barrier, the size design of the repairing range comprises the elevation of the top surface relative to the earth surface, the elevation of the bottom surface relative to the earth surface, the width of the top surface away from the vertical separation barrier and the length of the top surface along the wiring direction of the vertical separation barrier, wherein the elevation of the top surface relative to the earth surface is higher than the buried depth of the waterproof layer by 0.4m or more, the elevation of the bottom surface relative to the earth surface is taken according to a table 1, the widths of the left side boundary and the right side boundary of the vertical separation barrier away from the left side and the right side of the vertical separation barrier are respectively more than or equal to 0.4m, and the length of the bottom defect along the wiring direction of the vertical separation barrier covers the length of the wiring direction;
TABLE 1 elevation value of the bottom surface of repair range relative to the Earth's surface
2. The method for repairing the bottom defect of the falling-bottom vertical barrier according to claim 1, wherein the grouting unit (4) comprises a steel sheet pile (41), a steel sleeve (42), a slurry guide pipe (43), a temperature sensor (44), a flow sensor (45) and a filling unit (46); the steel sleeve (42) is fixed on the steel sheet pile (41); the slurry guide pipe (43), the temperature sensor (44) and the flow sensor (45) are sequentially fixedly connected in a sealing manner and are nested in the steel sleeve (42); the filling unit (46) is fixedly connected with the flow sensor (45) in a sealing way and is exposed out of the steel sleeve (42); the slurry guide pipe (43) rotates horizontally within 120 degrees and synchronously drives the filling unit (46) to rotate horizontally.
3. The method for repairing the bottom defect of the falling-bottom vertical barrier according to claim 2, wherein the plane arrangement of the grouting units (4) is consistent with the plane arrangement of the repairing range, and the depth of the grouting units (4) is consistent with the elevation of the bottom surface of the repairing range relative to the ground surface.
4. The method for repairing the bottom defect of the falling-bottom vertical barrier of claim 3, wherein the filling unit (46) comprises a plurality of sub-filling units, each sub-filling unit is provided with a horizontal slurry outlet hole and a vertical slurry outlet hole, and the sub-filling units are connected through threads; the diameter of the vertical slurry outlet is controlled to be 2 to 5 times of that of the horizontal slurry outlet; the distance between the horizontal slurry outlets along the depth direction is controlled to be 0.1m to 0.2m, the minimum burial depth of the horizontal slurry outlets is consistent with the elevation of the top surface of the repairing range relative to the earth surface, and the maximum burial depth of the horizontal slurry outlets is consistent with the elevation of the bottom surface of the repairing range relative to the earth surface.
5. The method for repairing the bottom defect of the falling-bottom vertical barrier of claim 4, wherein the cumulative time T required for the filling operation is determined according to the formula (1):
in the formula, A represents the horizontal distance (m) from the horizontal slurry outlet hole to the vertical blocking barrier; b represents the horizontal spacing (m) of two adjacent packing units; l represents the elevation difference (m) between the elevation of the top surface of the repair range relative to the earth surface and the burial depth of the water-resisting layer; h represents the height difference (m) between the burial depth of the water-resisting layer and the elevation of the bottom surface of the repairing range relative to the ground surface; rho1Denotes the dry density (kg/m) of the overlying aquifer of the water barrier3)；ρ2To representDry density of water barrier layer (kg/m)3) (ii) a N represents the number of horizontal slurry outlet holes in the filling unit; n is1Representing the number of horizontal grout outlet holes in the filling unit above the burial depth of the water-resisting layer; q represents the flow (m) of the repair slurry measured by the flow sensor3/h)；ρ3Indicates the dry density (kg/m) of the repair paste3) (ii) a Alpha represents a first correction coefficient, and the value range of alpha is 0.05-0.24; β represents a second correction coefficient, 0.20 to 0.38;
the single filling operation time t is determined according to the formula (2):
in the formula, h represents the distance (m) of the horizontal grout outlet along the depth direction; eta represents a third correction coefficient, and the value range of eta is 1.0 to 1.8.
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