CN115897491A - Embedded pipe earth-rock dam diaphragm wall structure and defect detection and repair method - Google Patents
Embedded pipe earth-rock dam diaphragm wall structure and defect detection and repair method Download PDFInfo
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- CN115897491A CN115897491A CN202211476253.7A CN202211476253A CN115897491A CN 115897491 A CN115897491 A CN 115897491A CN 202211476253 A CN202211476253 A CN 202211476253A CN 115897491 A CN115897491 A CN 115897491A
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Abstract
The invention discloses a pre-buried pipe earth-rock dam impervious wall structure and a defect detection and repair method, wherein U-shaped floral tubes are pre-buried in the impervious wall and are uniformly distributed along the axis of the impervious wall, and colored dyes are filled in the floral tubes; the seepage position and the property of the earth and rockfill dam can be preliminarily evaluated through dam body seepage pressure monitoring, colored dye migration along with seepage and seepage change of a measuring weir at the downstream of the dam; by utilizing the U-shaped pre-buried floral tube in the concrete impervious wall, the defects of the impervious wall can be subjected to nondestructive detection by adopting pre-buried floral tube seepage flow detection, pre-buried floral tube seepage digital imaging and pre-buried floral tube water-pressing tests; after the defects of the impervious wall are accurately detected, the method for repairing the impervious wall through grouting in the embedded pipe utilizes the embedded U-shaped perforated pipe to perform local chemical grouting, has low disturbance and high efficiency, and realizes accurate repair of the seepage impervious wall.
Description
Technical Field
The invention relates to an embedded tube earth-rock dam impervious wall structure and a defect detection and repair method thereof, and belongs to the technical field of hydropower and hydraulic engineering.
Background
The impervious wall has the functions of changing the seepage state of underground water and intercepting seepage, can ensure the seepage stability of earth-rock dams and foundations, and is widely applied to newly-built water conservancy projects and impervious projects for reinforcing dangerous reservoirs. With the increase of the service time, the concrete impervious wall is aged and cracked, so that a local permeation channel is generated in the dam body, and the stability of the dam body is influenced.
The most direct method for evaluating the quality of the underground impervious wall is drilling and coring, drilling and pressurizing water and making elastic wave CT by forming holes on a wall body. The concrete impervious wall has a single thin structure, if the impervious wall is drilled and grouted, the requirement on the inclination of the drilled hole is extremely high, the difficulty is higher, and the wall can be drilled by carelessness. On the other hand, the impervious wall nondestructive detection method (such as geological radar, high-density elastic wave CT and the like) can qualitatively explain the internal defect condition of the impervious wall, but the detection image result is single, and the quantitative measurement requirement is difficult to meet.
The difficulty of the seepage detection of the impervious wall is that the impervious wall is a hidden project buried in an earth-rock dam, once seepage occurs to the impervious wall, the reason, the property and the position of the seepage need to be analyzed, and no single, effective and reliable detection method and technology exists at present. For the impervious wall with uncertain seepage properties and seepage positions, grouting and leakage repairing are difficult to carry out in engineering, and a repairing scheme tends to be that a new impervious wall is built again with higher manufacturing cost. On the other hand, the earth-rock dam is difficult to find in time at the initial stage of leakage, once obvious seepage deformation occurs, serious seepage damage often occurs inside the dam body, and huge economic loss is caused.
Disclosure of Invention
The invention aims to provide an earth and rockfill dam impervious wall structure with an embedded pipe and a defect detection and repair method, which can realize the performance monitoring of an earth and rockfill dam impervious wall.
Therefore, according to the first aspect of the invention, the invention is realized by adopting the following technical scheme:
the utility model provides a pre-buried tub of earth-rock dam cut-off wall structure which characterized in that: the anti-seepage concrete pipe comprises a plurality of U-shaped floral tubes located in an anti-seepage wall of an earth-rock dam, wherein the U-shaped floral tubes are pre-embedded in the middle of each concrete anti-seepage wall pouring section of the anti-seepage wall and are uniformly arranged along the axis of the earth-rock dam, and indicators are filled in the U-shaped floral tubes.
The indicator is soluble in water. Further: the indicator is a colored dye, when the impervious wall generates a through crack, the colored dye is dissolved in water and migrates to a downstream slope of the dam along with seepage in the dam body to be drained and displayed, and can be used as a qualitative evaluation index of seepage of the impervious wall. Preferably, different dyeing agents with different colors can be filled in different U-shaped flower tubes to distinguish the leakage of different dam sections. Furthermore, the seepage position and the property of the earth-rock dam can be preliminarily evaluated by combining a seepage pressure monitoring pipe arranged in the dam body and the seepage flow of a measuring weir at the downstream of the dam.
Further: the U-shaped perforated pipe, the slotted pipe and the slotted corrugated pipe are preferably selected, two ends of the perforated pipe extend to the top of the earth-rock dam, the diameter of the perforated pipe is 75-110 mm, the diameter of the perforated pipe is less than 10mm, and the width of the slotted pipe is less than 5mm. The increase of the aperture ratio can reduce the rigidity of the perforated pipe and improve the water permeability, the aperture ratio generally ranges from 30% to 50%, and the concrete implementation needs to be calibrated according to shear and compression tests of the impervious wall concrete and the perforated pipe.
According to the second aspect of the invention, the invention is realized by adopting the following technical scheme:
the defect detection method based on any one of the embedded pipe earth-rock dam diaphragm wall structures is characterized by comprising the following steps of: the method comprises the steps of utilizing U-shaped pre-buried floral tubes in the concrete impervious wall to realize nondestructive accurate detection on the defects of the impervious wall, and specifically comprises pre-buried floral tube seepage flow detection, pre-buried floral tube seepage digital imaging and pre-buried floral tube water pressure test;
the steps of detecting the leakage flow of the pre-buried perforated pipe comprise:
the pre-buried floral tube seepage flow detection calculates the working state index T of the impervious wall of the measured pouring section by acquiring the seepage flow Q of the pre-buried U-shaped floral tube in unit time, and the calculation formula is as follows:
in the formula:
k is the permeability coefficient of the concrete impervious wall material,
h is the height of the impervious wall,
l is the axial length of the impervious wall pouring block to be measured,
w is the thickness of the anti-seepage wall,
h 1 、h 2 are the water levels of the upper and lower reaches of the earth-rock dam respectively,
ρ is the water density, g is the gravitational acceleration,
p is the additional negative pressure applied inside the tube, P =0 if no negative pressure is applied.
When T is more than 0 and less than or equal to 1, the diaphragm wall has good working state; when T is more than 1 and less than or equal to 2, the working state of the anti-seepage wall is general; when T is more than 2 and less than or equal to 4, the working state of the impervious wall is poor; when T is larger than 4, the working state of the impervious wall is poor;
the method for realizing the digital imaging detection of the water seepage of the pre-buried floral tube comprises the steps of putting a digital imaging probe into one end of the pre-buried U-shaped floral tube, putting a water pumping tube into the other end of the pre-buried U-shaped floral tube, pumping water from the floral tube and providing negative pressure of 0.1-0.5 MPa, and searching a water seepage point in the floral tube by moving the digital imaging probe;
according to the pre-buried floral tube water-pressure test, hydraulic blocking plugs are respectively placed at two ends of a pre-buried U-shaped floral tube to form a closed water-pressure test section in the floral tube, a water-pressure and pressure-stabilizing test is carried out on the test section through a water injection tube, and the hydraulic blocking plugs are moved to detect the water seepage position and the water seepage amount of the impervious wall by repeating the steps. The hydraulic plug is preferably a high density rubber ball pressurized by a surface hydraulic pump with pressurized water (or oil).
The performance evaluation of the diaphragm wall corresponding to the working performance index T can be seen in table 1, and the diaphragm walls with good working performance and ordinary working performance can be further detected and subjected to long-term leakage monitoring as required. For the impervious wall with poor working state and poor working state, the defect position and the defect property are generally required to be determined, and the impervious wall repairing work is further carried out.
TABLE 1 evaluation of the working behavior of the diaphragm wall
According to the third aspect of the invention, the invention is realized by adopting the following technical scheme:
the defect repairing method based on any one of the embedded pipe earth-rock dam impervious wall structures is characterized by comprising the following steps of: and grouting and repairing the defect part by utilizing a pre-buried U-shaped perforated pipe in the impervious wall, wherein one end of the pre-buried U-shaped perforated pipe is used as a repairing end, a hydraulic clamping plug and a grouting pipe are placed to the upper part of the grouting and repairing section, the other end of the perforated pipe is used as an auxiliary operation end, and the hydraulic clamping plug and a grout returning pipe are placed to the lower part of the grouting and repairing section. The grouting liquid is preferably a chemical grouting material such as a modified epoxy grouting liquid, a water-soluble polyurethane grouting liquid and the like, and the grouting liquid is grouted into the defect of the impervious wall through the opening of the flower tube.
Further: and after grouting is finished, discharging redundant slurry through a slurry return pipe, performing leakage detection on the diaphragm wall subjected to grouting restoration again, cleaning holes after the diaphragm wall is qualified, and filling an indicator to perform subsequent diaphragm wall leakage monitoring.
The invention relates to a pre-buried pipe diaphragm wall structure and a diaphragm wall defect detection and repair method, belonging to the original technology in the diaphragm wall detection and repair field. The provided detection technical methods such as in-pipe seepage flow detection, seepage digital imaging, in-pipe pressurized water test and the like can accurately detect the defects of the impervious wall. The grouting repair method in the embedded pipe of the impervious wall utilizes the embedded U-shaped perforated pipe to perform local chemical grouting, has low disturbance and high efficiency, and realizes accurate repair of seepage of the impervious wall.
Drawings
FIG. 1 is a schematic view of an impervious wall structure of an embedded pipe earth-rock dam provided by the invention;
FIG. 2 is a schematic axial section of an embedded pipe diaphragm wall;
FIG. 3 is a schematic top view of an embedded pipe anti-seepage wall structure;
FIG. 4 is a schematic diagram of arrangement of pre-buried perforated pipes and grouting pipes of the impervious wall;
FIG. 5 is a schematic diagram of a digital imaging method for detecting defects of the diaphragm wall according to the invention;
FIG. 6 is a schematic diagram of a water pressing method in a pipe for detecting the defects of the diaphragm wall according to the invention;
FIG. 7 is a schematic view of a partial grouting method for repairing defects of a diaphragm wall according to the present invention;
FIG. 8 is a schematic view of a circular perforated pipe, a slotted perforated pipe and a slotted corrugated perforated pipe;
in the figure: 1-earth-rock dam, 2-impervious wall, 3-floral tube, 4-foundation boundary line, 5-slope drainage surface, 6-drainage ditch, 10-seepage pressure monitoring tube, 11 pressure gauge, 12-curtain grouting tube, 13-grouting tube fixing frame, 201-impervious wall crack, 301-circular hole floral tube, 302-slotted floral tube, 303-slotted corrugated tube;
701-digital imaging probe, 702-cable, 703-sealing cover, 704-computer, 705-air (water) suction pipe, 706-air (water) suction pump;
801-hydraulic clamping plug, 802-liquid pipe, 803-hydraulic pump, 804-water injection pipe, 805-compression pump and 806-water tank;
901-upper hydraulic blocking plug, 902-lower hydraulic blocking plug, 903-grouting pipe, 904-grout return pipe, 905-grouting pressure pump, 906-grout return pressure pump and 907-grouting liquid.
Detailed Description
The following describes embodiments of the present invention in further detail with reference to the accompanying drawings.
As shown in figure 1, the impervious wall structure of the embedded pipe earth-rock dam comprises a flower pipe 3, a base boundary line 4, a slope-attaching drainage surface 5 and a drainage ditch 6. Meanwhile, the seepage pressure monitoring pipe 10 can be buried in the earth-rock dam on the downstream of the impervious wall. The perforated pipe 3 is in a U-shaped communicating pipe shape and is positioned inside the concrete impervious wall 2 of the earth-rock dam 1, and the perforated pipe 3 is filled with a colored dye. The section of the axial line of the impervious wall is shown in figure 2, the impervious wall 2 is driven into bedrock, floral tubes 3 are distributed in each pouring block of the impervious wall 2, and the floral tubes 3 are uniformly distributed along the axial line of the impervious wall. The structure is schematically shown in a top view in fig. 3, and the floral tube 3 is arranged in the central axis of the impervious wall 2. The slope-adhering drainage surface 5 is positioned at the lower part of the downstream surface of the earth and rockfill dam body, so that the seepage water can be drained into the drainage ditch 6 below the dam along the slope, a background surface with color developed by a dye is provided, the condition that the seepage water belongs to the section of pouring block is conveniently observed, the drainage ditch 6 is positioned at the bottom end of the slope-adhering drainage surface 5, and the drainage surfaces 5 are communicated at the bottom ends. Fig. 4 shows a burying construction method of the U-shaped floral tube 3 and the curtain grouting tube 12, the U-shaped floral tube is fixed with the curtain grouting tube 12 through the grouting tube fixing frame 13 and then placed in the reserved groove of the impervious wall groove, and the curtain grouting tube 12 and the U-shaped floral tube 3 are positioned in the middle of the reserved groove through the fixing frame 13.
The seepage monitoring of the earth-rock dam impervious wall is comprehensively judged by combining 3 indexes of the flow change of a downstream measuring weir, the water head change of a seepage monitoring pipe and pigment tracing in an embedded flower pipe, whether the impervious wall forms seepage or not is preliminarily determined, and the approximate position of the seepage is determined. When a through crack is generated in the impervious wall of the earth-rock dam and a leakage channel is formed, the water head data of the seepage pressure monitoring pipe 10 on the impervious wall and at the downstream changes, the flow of the downstream water measuring weir is increased, and if the crack penetrates through the pre-embedded flower pipe 3, the colored dye filled in the flower pipe is dissolved in water and permeates to the downstream surface to be attached to the slope drainage pipe 5 and the drainage ditch 6, so that the seepage of the impervious wall is indicated.
When the leakage index reflects that the seepage passage exists in the impervious wall, the embedded perforated pipe in the range where leakage is likely to occur needs to be further detected, the detection method comprises seepage flow detection in the pipe of the impervious wall, water seepage digital imaging detection in the pipe, water pressure test in the pipe and the like, and the specific implementation method comprises the following steps:
(1) and (4) cleaning the pre-buried perforated pipe 3, flushing the colored dye with water flow, and dredging the blocked part in the pipe by using a drill bit if necessary.
(2) And (5) detecting the seepage of the pre-buried perforated pipe. Pumping the seepage flow in the perforated pipe 3 within 30-60 min by using a water pump, converting the seepage flow into a unit seepage flow Q, and providing a working state index T of the impervious wall of the measured pouring section according to Darcy's law, wherein the calculation formula is as follows:
in the formula: k is the permeability coefficient of the concrete impervious wall material, H is the height of the impervious wall, L is the axial length of the measured impervious wall pouring block, W is the thickness of the impervious wall, H 1 、h 2 The water levels of the earth and rock dam upstream and downstream are respectively, rho is water density, g is gravity acceleration, and P is additional negative pressure applied in the pipe. During field test, two ends of the perforated pipe 3 can be closed, air (water) is pumped into the pipe to apply a certain negative pressure value P to obtain the seepage amount of the impervious wall under different seepage pressure gradients, and if no negative pressure is applied, P =0. The evaluation of the diaphragm wall performance corresponding to the working performance index T can be seen in table 1, and the good and the general diaphragm wall working performance indexes can be further detected and subjected to long-term leakage monitoring as required. For workerWhen the diaphragm wall with poor performance and poor performance is used, the defect position and the defect property are generally determined, and diaphragm wall repairing work is further carried out.
(3) As shown in fig. 5, water seepage in the pipe is detected by digital imaging, one end of a pre-embedded U-shaped pipe is used as an inspection end, the other end of the pre-embedded U-shaped pipe is used as an auxiliary end, a digital imaging probe 701 is placed in a pipe socket of the inspection end, the digital imaging probe 701 is connected by a cable 702 and transmits data to a computer 704 on the ground, a suction (water) pipe 705 is placed in the pipe socket of the auxiliary end, a water suction pump 706 is connected to the ground, and a pressure gauge 11 is arranged at the water suction end. During detection, the pipe orifices at two ends are sealed by the sealing covers 703 to form a sealed space, the air (water) pump 706 is started to apply stable negative pressure (pressure value is 0.1-0.5 MPa) in the pipe, and the digital imaging probe is slowly lifted upwards from the bottom of the pipe to search for the water seepage point on the inner wall of the floral tube.
(4) And (3) detecting the impervious wall by adopting a water pressing test, wherein one end of the pre-embedded U-shaped pipe is used as a water pressing end, and the other end of the pre-embedded U-shaped pipe is used as an auxiliary end as shown in figure 6. Hydraulic clamping plugs 801 are respectively put into the two ports of the floral tube 3 to form a closed water pressing section, wherein the hydraulic clamping plugs at the water pressing end are provided with water injection pipes 804, and the water injection pipes 804 are communicated to a ground compression pump 805 and supply water through a water tank 806. The hydraulic plug 801 may be made of high density rubber balls, connected to a ground hydraulic pump 803 through a fluid line 802 to provide pressure through water or oil. Before water is pressurized, the hydraulic clamping plug 801 is moved to a water pressurizing test section and is filled with oil or water, the surface of the rubber ball is tightly attached to the inner wall of the perforated pipe 3, the hydraulic pump 803 is adjusted to keep the pressure of the hydraulic clamping plug unchanged, and then water is injected into a sealing section between the clamping plugs to carry out a water pressurizing test.
The seepage detection method for the impervious wall in the embodiment comprises the steps of inner seepage flow detection of a perforated pipe, digital imaging and water-pressing test, and on the basis, cross-hole ultrasonic detection, a high-density earthquake influence method and other intra-hole nondestructive detection means can be combined to detect the seepage position, the property and the reason of the impervious wall in multiple time-space and multiple directions.
The invention provides a leakage repairing method for grouting in a pre-buried U-shaped perforated pipe by combining a pre-buried perforated pipe structure. Fig. 7 shows a schematic diagram of repairing a crack of an impervious wall, wherein when the position of the crack 201 of the impervious wall is known, an upper hydraulic clamping plug 901 is placed from one end of an embedded U-shaped perforated pipe 3 to the upper end of the crack, a lower hydraulic clamping plug 902 is placed at the other end of the perforated pipe 3 to the lower end of the crack, and a sealed grouting space for covering the seepage crack of the impervious wall is formed between the upper hydraulic clamping plug and the lower hydraulic clamping plug in the perforated pipe 3. And the grouting pipe 903 injects chemical grout into the closed grouting space through the upper hydraulic clamping plug. The slurry is discharged to the ground through a lower hydraulic clamping plug 902 by a slurry return pipe 904, and the pressure of the grouting pipe 901 and the pressure of the slurry return pipe are respectively controlled by a grouting pressure pump 905 and a slurry return pressure pump 906. The grouting material comprises epoxy, methyl-coagulating, propyl-coagulating, acrylate, acid and alkaline water glass, water-soluble, water-insoluble and elastic polyurethane, urea-formaldehyde resin, chrome lignin and the like, and the grouting liquid penetrates into the cracks of the impervious wall through the open pores (or the open pores) of the floral tubes. And discharging redundant slurry through a slurry return pipe after grouting is finished, performing leakage detection on the grouting repaired diaphragm wall again, cleaning the perforated pipe after the detection is qualified, filling a colored dye into the perforated pipe, and continuously monitoring the subsequent dam seepage condition.
The hydraulic plug connected to the water injection pipe 804, the grouting pipe 901 and the grout return pipe 904 may be a hydraulic plug with a connecting pipe, and the water injection pipe 804, the grouting pipe 901 and the grout return pipe 904 may be connected to a connecting pipe joint of the hydraulic plug, and water may be injected into the detection area through the connecting pipe, or water may be injected into the repair area and grout may be returned from the repair area.
As shown in FIG. 8, the perforated floral tube 301, the grooved floral tube 302 and the grooved corrugated tube 303 are preferred in the present invention, the diameter of the perforated floral tube is 75 mm-110 mm, the diameter of the perforated tube is less than 10mm, and the groove width is less than 5mm. The increase of the aperture ratio can reduce the rigidity of the perforated pipe and improve the water permeability, the aperture ratio generally ranges from 30% to 50%, and the concrete implementation needs to be calibrated according to shear and compression tests of the impervious wall concrete and the perforated pipe.
The above-described embodiments are intended to illustrate the present invention, but not to limit the present invention, and any modifications, equivalents, improvements, etc. made within the spirit of the present invention and the scope of the claims fall within the scope of the present invention.
Claims (7)
1. The utility model provides a pre-buried tub of earth-rock dam cut-off wall structure which characterized in that: the anti-seepage concrete pipe comprises a plurality of U-shaped floral tubes located in the anti-seepage walls of the earth and rockfill dam, wherein the U-shaped floral tubes are pre-embedded in the middle of each concrete anti-seepage wall pouring section of the anti-seepage walls and are uniformly arranged along the axis of the earth and rockfill dam, and indicators are filled in the U-shaped floral tubes.
2. The embedded pipe earth-rock dam impervious wall structure as claimed in claim 1, which is characterized in that: the indicator is a colored dye, when the impervious wall has a through crack, the colored dye is dissolved in water and migrates to the downstream of the dam along with seepage in the dam body to be exposed in a manner of clinging to the slope, and can be used as a qualitative evaluation index of seepage of the impervious wall.
3. The embedded pipe earth-rock dam impervious wall structure as claimed in claim 1, which is characterized in that: the indicator is soluble in water.
4. The embedded pipe earth-rock dam impervious wall structure as claimed in claim 1, which is characterized in that: the U-shaped perforated pipe, the slotted pipe and the slotted corrugated pipe are preferably selected, two ends of the perforated pipe extend to the top of the earth-rock dam, the diameter of the perforated pipe is 75-110 mm, the diameter of the perforated pipe is less than 10mm, and the width of the slotted pipe is less than 5mm.
5. The method for detecting the defects of the cut-off wall structure of the embedded pipe earth-rock dam based on the claim 1 is characterized in that: the method comprises the steps of utilizing U-shaped pre-buried floral tubes in the concrete impervious wall to realize nondestructive accurate detection on the defects of the impervious wall, and specifically comprises pre-buried floral tube seepage flow detection, pre-buried floral tube seepage digital imaging and pre-buried floral tube water pressure test;
the steps of the pre-buried perforated pipe seepage flow detection include:
the pre-buried floral tube seepage detection calculates the working state index T of the impervious wall of the measured pouring section by acquiring the seepage Q of the pre-buried U-shaped floral tube in unit time, and the calculation formula is as follows:
in the formula:
k is the permeability coefficient of the concrete impervious wall material,
h is the height of the impervious wall,
l is the axial length of the impervious wall pouring block to be measured,
w is the thickness of the anti-seepage wall,
h 1 、h 2 are the water levels of the upper and lower reaches of the earth-rock dam respectively,
ρ is the water density, g is the gravitational acceleration,
p is additional negative pressure applied in the tube, and if no negative pressure is applied, P =0;
when T is more than 0 and less than or equal to 1, the diaphragm wall has good working state; when T is more than 1 and less than or equal to 2, the working state of the anti-seepage wall is general; when T is more than 2 and less than or equal to 4, the working state of the impervious wall is poor; when T is larger than 4, the working state of the impervious wall is poor;
the method for realizing the digital imaging detection of the water seepage of the pre-buried floral tube comprises the steps of putting a digital imaging probe into one end of the pre-buried U-shaped floral tube, putting a water pumping tube into the other end of the pre-buried U-shaped floral tube, pumping water from the floral tube and providing negative pressure of 0.1-0.5 MPa, and searching a water seepage point in the floral tube by moving the digital imaging probe;
according to the pre-buried floral tube water-pressure test, hydraulic blocking plugs are respectively placed at two ends of a pre-buried U-shaped floral tube to form a closed water-pressure test section in the floral tube, a water-pressure and pressure-stabilizing test is carried out on the test section through a water injection tube, and the hydraulic blocking plugs are moved to detect the water seepage position and the water seepage amount of the impervious wall by repeating the steps.
6. The method for repairing the defects of the embedded pipe earth-rock dam impervious wall structure based on the claim 1 is characterized in that: grouting and repairing the defect part by utilizing a pre-buried U-shaped perforated pipe in the impervious wall, wherein one end of the pre-buried U-shaped perforated pipe is used as a repairing end, a hydraulic clamping plug and a grouting pipe are placed to the upper part of the grouting and repairing section, the other end of the perforated pipe is used as an auxiliary operation end, and the hydraulic clamping plug and a grout returning pipe are placed to the lower part of the grouting and repairing section; the grouting liquid is preferably a chemical grouting material such as a modified epoxy grouting liquid, a water-soluble polyurethane grouting liquid and the like, and the grouting liquid is grouted into the defect of the impervious wall through the opening of the flower tube.
7. The defect repair method of claim 6, wherein: and (4) discharging redundant slurry through a slurry return pipe after grouting is finished, performing leakage detection on the grouting repaired diaphragm wall again, cleaning holes after the grouting repaired diaphragm wall is qualified, and filling an indicator to perform subsequent diaphragm wall leakage monitoring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211476253.7A CN115897491A (en) | 2022-11-23 | 2022-11-23 | Embedded pipe earth-rock dam diaphragm wall structure and defect detection and repair method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211476253.7A CN115897491A (en) | 2022-11-23 | 2022-11-23 | Embedded pipe earth-rock dam diaphragm wall structure and defect detection and repair method |
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| CN115897491A true CN115897491A (en) | 2023-04-04 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117211235A (en) * | 2023-11-09 | 2023-12-12 | 水利部交通运输部国家能源局南京水利科学研究院 | Panel dam impervious wall leakage disease repairing method |
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2022
- 2022-11-23 CN CN202211476253.7A patent/CN115897491A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117211235A (en) * | 2023-11-09 | 2023-12-12 | 水利部交通运输部国家能源局南京水利科学研究院 | Panel dam impervious wall leakage disease repairing method |
| CN117211235B (en) * | 2023-11-09 | 2024-02-06 | 水利部交通运输部国家能源局南京水利科学研究院 | Panel dam impervious wall leakage disease repairing method |
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