CN112695701A - Method for treating upstream and downstream through cracks of concrete dam body - Google Patents
Method for treating upstream and downstream through cracks of concrete dam body Download PDFInfo
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Abstract
The application relates to a method for processing upstream and downstream through cracks of a concrete dam body, which relates to the technical field of crack repair on the concrete dam body and comprises the following construction steps: s1, first stage upstream water plugging grouting; drilling a part of the dam body, which is positioned at the upstream, to form a plurality of pore canals, wherein the pore canals are called as joint holes; installing grouting pipelines at the positions of the joint holes, and grouting water-soluble polyurethane chemical grouting materials into the joint holes through the grouting pipelines; s2, secondary downstream reinforcing grouting; drilling grouting holes on the dam body in the downstream part of the dam body and the area of the rear runway of the dam according to the estimated crack distribution and trend, and cleaning the grouting holes; installing a grouting pipeline at the position of the grouting hole, and injecting a diluent through the grouting pipeline to press water in the grouting hole out; and injecting the environment-friendly underwater epoxy grouting material into the grouting pipeline, and waiting for the environment-friendly underwater epoxy grouting material to be hardened after grouting is finished. This application has the dual effect of preventing stifled effectual and high strength.
Description
Technical Field
The application relates to the technical field of crack repair on a concrete dam body, in particular to a method for treating upstream and downstream through cracks of the concrete dam body.
Background
In the large-volume concrete construction of the hydraulic and hydroelectric engineering, cracks are generated in the concrete in the use process after the pouring is finished due to the concrete material, the construction temperature control, the geological conditions and the like. The concrete dam body is used as a large-volume concrete building in water, if cracks are generated in the concrete dam body, the anti-permeability capability of the concrete dam body can be reduced, the service function of the concrete dam body is adversely affected, and the structural strength of the concrete dam body can be reduced. However, underwater generally has a large water pressure, and a large crack is generated on the concrete dam body. Therefore, under the conditions of high water pressure and high seepage in the cracks, how to effectively seal the cracks becomes a difficult problem in the engineering field.
At present, the fracture plugging method includes the following two methods. Firstly, a common cement grouting method is adopted, but the water plugging effect is poor and the plugging requirement is difficult to meet due to the low tensile strength of the cement grout after solidification. Secondly, a chemical grouting process is adopted, such as selecting common building grout such as polyurethane grout, epoxy grout and the like; but the chemical grout can react with water in the cracks or be dispersed by the water, and even if the anti-blocking effect is good, the situation that the strength is low after the anti-blocking is performed can also occur.
In view of the above-mentioned related technologies, the inventor considers that there is a need to provide a method for treating upstream and downstream through cracks of a concrete dam, which can achieve the dual effects of good anti-blocking effect and high strength.
Disclosure of Invention
In order to realize the dual effects of good anti-blocking effect and high strength, the application provides a method for treating upstream and downstream through cracks of a concrete dam body.
In order to achieve the above purpose of the present application, the following technical solutions are adopted:
a method for treating upstream and downstream through cracks of a concrete dam body comprises the following construction steps:
s1, first stage upstream water plugging grouting;
drilling a part of the dam body at the upstream to form a plurality of pore canals, wherein all the pore canals are intersected with cracks on the dam body and are called as crack holes; installing a grouting pipeline at the position of the joint hole, and plugging a visible crack on the inner wall of the gallery;
pouring a water-soluble polyurethane chemical grouting material into the joint through a grouting pipeline, and waiting for the water-soluble polyurethane chemical grouting material to be hardened after grouting is finished;
s2, secondary downstream reinforcing grouting;
drilling grouting holes in the dam body at the downstream part of the dam body and the area where the rear runway of the dam is located according to the estimated crack distribution and trend, and cleaning the grouting holes; installing a grouting pipeline at the position of the grouting hole, and plugging visible cracks on the inner wall of the gallery and the dam body of the area where the dam rear pavement is located; injecting a diluent through the grouting pipeline to press water in the grouting hole out; and then injecting the environment-friendly underwater epoxy grouting material into the grouting pipeline, and waiting for the environment-friendly underwater epoxy grouting material to be hardened after grouting is finished.
By adopting the technical scheme, the mode of combining the first-stage upstream water plugging grouting and the second-stage downstream reinforcing grouting is adopted, so that the reinforcing strength is higher. The water-soluble polyurethane chemical grouting material has good hydrophilic performance, and water is a diluent and a curing agent. The water-soluble polyurethane chemical grouting material is firstly dispersed and emulsified after meeting water, and then the gel is solidified to form a shape which can be elastically cut and expanded when meeting water, and has double functions of elastic water stopping and water stopping. During the second-stage reinforcing grouting, the upstream water plugging grouting is completed in the first stage, so that the upstream water pressure can be resisted, and the cracks are plugged by adopting an environment-friendly underwater epoxy grouting material. The environment-friendly underwater epoxy grouting material has the advantages of low viscosity, good groutability, high strength and the like, but the water plugging effect is poor due to unsatisfactory strength when the underwater epoxy grouting material is cured in a water environment. This application utilizes first stage upper reaches water shutoff slip casting to make the grout hole can possess the environment of relative drying, carries out the pouring of environment-friendly underwater epoxy grouting material again to obtain the reinforcement effect that is superior to water-soluble polyurethane chemical grouting material intensity after the solidification.
Optionally, in the first-stage upstream water plugging grouting of S1, after plugging a visible crack on the inner wall of the gallery, pressing water into the interior of the grouting pipeline, and if a water seepage situation occurs in the interior of the gallery, reinforcing the water seepage position; in the second stage downstream reinforcing grouting of S2, after the visible cracks on the inner wall of the gallery and the dam body of the area where the dam rear gallery is located are blocked, colored water is pressed into the grouting pipeline, and if the water seepage occurs on the inner wall of the gallery and the dam body of the area where the dam rear gallery is located, the water seepage position is reinforced.
By adopting the technical scheme, the sealing and plugging of the joint hole and the grouting hole are improved, so that the plugging effect during grouting is improved.
Optionally, the reinforcement mode is as follows:
slotting the water seepage position, drilling an inclined hole at the bottom of the groove, and burying a conduit for draining water in the inclined hole; plugging the notch by using waterproof mortar; pressing water into the grouting pipeline, and injecting waterproof slurry into the conduit if water seepage does not occur; and after the waterproof slurry is hardened, cutting the conduit positioned outside the dam body, and plugging the pipe orifice of the conduit.
Through adopting above-mentioned technical scheme, bury the pipe through the position at the seepage and make water discharge from the pipe, carry out the pressurized-water to grouting pipe inside behind the notch shutoff, if the notch part does not have water to ooze, explain the reinforcement effect and can reach the leak protection, thereby carry out the shutoff to the pipe this moment and accomplish the reinforcement.
Optionally, in the reinforcing process, after the guide pipe is installed, an expansion bolt is driven into the bottom of the guide pipe, one end of the expansion bolt is located in the guide pipe, and then the notch is plugged.
By adopting the technical scheme, after the plugging of the notch is finished, the expansion bolt is used as a connecting structure for connecting the hardened waterproof slurry and the concrete on the dam body, so that the connecting strength between the two materials can be improved, and the reinforcing effect is improved.
Optionally, in the second-stage downstream reinforcing grouting of S2, according to the estimated crack distribution and trend, determining the drilling positions of the dam body in the downstream portion of the dam body and the area where the dam-tailed underpass is located, and selecting the drilling position of one portion as a crack probing area; in the seam probing area, drilling the inner wall of the corresponding gallery and the dam body of the area where the corresponding dam-rear corridor is located, so that a plurality of seam probing holes are formed in the dam body; carrying out television on the crack detecting hole, determining the real trend of the crack, and arranging the drilling position according to the real trend of the crack; and drilling the drilling position, wherein the pore passages formed by the seam probing hole and the later-stage drilling are collectively called as grouting holes.
Through adopting above-mentioned technical scheme, utilize and visit the actual trend of seam hole definite crack to improve the precision that grout hole was seted up, and then improve the joint sealing effect of later stage grout.
Optionally, in the second-stage downstream reinforcing grouting of S2, after the water in the grouting hole is pressed out by using the diluent, high-pressure gas is blown into the grouting hole, and the inner wall of the grouting hole and the inner wall of the crack are air-dried.
By adopting the technical scheme, the dryness of the inner wall of the grouting hole and the inside of the crack is improved, so that the curing strength of the environment-friendly underwater epoxy grouting material is improved, and the effect of crack treatment is better.
Optionally, in the first-stage upstream water-plugging grouting of S1, after the water-soluble polyurethane chemical grouting material is hardened, chiseling and reaming the dam body around the opening of the intersection hole, cutting out the grouting pipeline, and leveling the reamed opening with the waterproof mortar; in the second-stage downstream reinforcing grouting of S2, after the environment-friendly underwater epoxy grouting material is hardened, the dam body around the opening of the grouting hole is dug and reamed, the grouting pipeline is cut off, the reamed opening is smoothed by waterproof slurry, and grouting residues and the like on the construction surface are cleaned.
By adopting the technical scheme, the connection strength between the grouting pipeline and the surface of the dam body is improved, so that the treatment effect of cracks is improved.
Optionally, after the second stage downstream reinforcing grouting of S2, further comprising S3, the fracture treatment quality inspection: and arranging check holes for crack-crossing chemical grouting according to the positions of cracks, arranging check holes for the first-stage water plugging part and the second-stage reinforcing part, and judging grouting effect according to the television conditions in coring and check holes.
Through adopting above-mentioned technical scheme, confirm the effect of crack shutoff through the inspection of crack processing, if the connectivity after the crack grout that the TV appears is good, the concrete dam body just can put into continuous use, if the connection situation is not good, then need reinforce to guarantee its working strength.
In summary, the invention includes at least one of the following beneficial technical effects:
1. setting first-stage upstream water plugging grouting and second-stage downstream reinforcing grouting, namely plugging the upstream area of the dam body by using a water-soluble polyurethane chemical grouting material to reduce the water pressure of the downstream part of the dam body; then, carrying out dry-state reinforcement on the downstream part of the dam body by using an environment-friendly underwater epoxy grouting material; thereby enhancing the plugging effect of the cracks of the concrete dam body;
2. and in the second-stage downstream reinforcing grouting, a crack detecting area is arranged and a crack hole is drilled before grouting, so that the real trend of the internal crack of the dam body is determined, and the later-stage grouting plugging accuracy is improved.
Drawings
Fig. 1 is a schematic view of the overall structure of the present application.
In the figure, 1, a dam body; 11. a gallery; 12. a dam rear carriageway; 2. a seaming hole; 3. and (7) grouting holes.
Detailed Description
The present application is described in further detail below with reference to fig. 1.
The embodiment of the application discloses a method for treating upstream and downstream through cracks of a concrete dam body. The concrete dam comprises a foundation poured below a water surface and a dam body 1 constructed above the foundation. A plurality of galleries 11 arranged along the horizontal direction are formed in the dam body 1, and two ends of each gallery 11 penetrate through two ends of the dam body 1. One side of the dam body 1 corresponding to the downstream is provided with a dam rear crossing 12, and a drilling machine can be arranged on the dam rear crossing 12.
The treatment method comprises the following construction steps:
s1, first stage upstream water plugging grouting;
s1-1, constructing a pore channel;
s1-1.1, drilling holes in the inner wall of the gallery 11 of each layer in the gallery 11 by using a geological drill to form a plurality of hole passages in the upstream part of the dam body 1, wherein the hole passages are obliquely arranged, and the hole passages in the same gallery 11 are arranged in a quincunx shape. The vertical distance between one end of each pore canal far away from the corresponding gallery 11 and the upstream face of the dam body 1 is not less than 3.0 m. And drilling the length of the pore channel according to the design requirement, wherein if the pore channel meets the condition that the pore channel and the cracks on the body are intersected in the pore channel drilling process, the pore channel is drilled from the intersection point to 50 cm. All the channels meet the cracks on the dam body 1 and are called as the joint holes 2.
S1-1.2, flushing the joint holes 2;
by utilizing the characteristic that the cracks on the dam body 1 are communicated with the joint holes 2, the joint holes 2 are washed by the water burst pressure inside the cracks because the water burst pressure and the flow inside the cracks are large.
S1-2, installing grouting pipelines;
s1-2.1, exploring the inside of the crack hole 2 by using a television probe to obtain the position and the range of the crack inside the dam body 1;
s1-2.2, according to the position and the range of the internal crack of the dam body 1, installing a grouting pipeline and a drain pipe at the opening position of the joint hole 2 of each layer of gallery 11, and plugging the visible crack on the inner wall of the gallery 11 by adopting TS-G waterproof plugging agent or other waterproof slurry.
And S1-2.3, pressing water into the grouting pipeline, wherein the pressure of the pressed water is used for checking the smooth pipeline and the closed seam surface. If the water seepage situation appears on the inner part of the gallery 11, the water seepage position is reinforced.
The reinforcement mode is as follows: and (4) slotting the water seepage position, and drilling an inclined hole at the bottom of the groove by using a core drilling machine. And a guide pipe for draining water is embedded in the inclined hole, and an expansion bolt is driven into the bottom of the groove along the direction vertical to the bottom of the groove. One end of the expansion bolt is positioned in the concrete, and the other end of the expansion bolt is positioned in the groove; the distance between adjacent expansion bolts is 200 mm. Utilize waterproof mortar to carry out the shutoff to the notch, expansion bolts's setting can improve the joint strength between waterproof mortar and the former concrete. And (3) pressing water into the grouting pipeline, and injecting waterproof slurry into the conduit if the water seepage does not occur, such as polyurethane chemical materials, epoxy slurry materials and the like. And after the waterproof slurry is hardened, cutting the conduit positioned outside the dam body 1, and plugging the pipe orifice of the conduit.
S1-3, grouting;
s1-3.1, measuring the water burst pressure and flow in the drain pipe at the opening position of the joint hole 2, and injecting a diluent into the grouting pipeline, wherein the diluent can be alkane diluent, so that water in the joint hole 2 and the crack is pressed out. And injecting a water-soluble polyurethane chemical grouting material into the grouting pipeline. The maximum grouting pressure of grouting is the water burst pressure plus 0.2Mpa, the opening grouting pressure is the maximum grouting pressure of the joint hole 2, and the grouting pressure is maintained when the water seepage flow in the water drainage pipe is obviously reduced and the grouting resistance of the grouting pipeline is increased.
Checking whether the water-soluble polyurethane chemical grouting material flows out of the guide pipe at the reinforcing position, the inner wall of the gallery 11 and the drain pipe in S1-2.3, and observing the concentration of the pulp. Since the water-soluble polyurethane chemical grouting material is a colored liquid, the concentration is obtained by comparing the color of the discharged slurry with the color of the injected slurry. When the color of the water-soluble polyurethane chemical grouting material appearing on the guide pipe, the inner wall of the gallery 11 and the drain pipe is consistent with the color of the injected water-soluble polyurethane chemical grouting material, grouting is continued for 15min after slurry is discharged, and grouting can be finished.
And S1-3.2, after grouting is finished, waiting for 5-7 days to harden the water-soluble polyurethane chemical grouting material, and specifically adjusting the waiting days according to the water temperature, climate and the like at that time. Then, the dam body 1 around the opening of the joint hole 2 is dug and reamed, the grouting pipeline is cut off, the reamed opening is smoothed by using waterproof mortar (such as TS-G waterproof plugging agent), and grouting residues and the like on the construction surface are cleaned.
S2, secondary downstream reinforcing grouting;
s2-1, determining the position of the drilling hole by seam probing;
s2-1.1, determining the drilling positions of the dam body 1 in the downstream part of the dam body 1 and the area of the dam rear pavement 12 according to the estimated crack distribution and trend, and selecting one part of the drilling positions as a crack detection area;
s2-1.2, in the seam probing area, drilling the inner wall of the corresponding gallery 11 and the dam body 1 of the area where the corresponding dam rear gallery 12 is located, and enabling a plurality of seam probing holes to be formed in the dam body 1. The pore canals are obliquely arranged, and the seam exploring holes in the same gallery 11 or on the same dam rear packway 12 are arranged in a quincunx shape. The method comprises the steps of flushing a seam detection hole by adopting pressure single-hole pulsation, continuously flushing the seam detection hole with water of 0.3Mpa for 10min, reducing the pressure to 0 to form reverse pulse flow, and repeatedly pressurizing and flushing when return water in the seam detection hole becomes clear. The circulation is carried out for at least 5 times, and the condition that the backwater in the seam exploring hole is completely clear can be ensured.
S2-1.3, performing television on the crack detection hole by using a television probe, and determining the real trend of the crack. If the actual trend of the crack is not different from the predicted crack distribution and the trend, constructing according to the drilling position in S2-1; if the real trend of the crack is greatly different from the predicted crack distribution and trend, the drilling positions are rearranged.
S2-2, constructing a grouting hole 3;
s2-2.1, drilling a hole channel at the drilling position according to the construction mode of the seam probing hole in the S2-1.1, grouting the seam probing hole drilled in the S2-1.2 as a grouting hole 3 at the later stage, and flushing the newly opened hole channel by adopting pressure single-hole pulsation in the S2-1.2. The newly opened tunnel and the drilled probe hole in S2-1.2 are collectively referred to as grout hole 3.
S2-3, installing grouting pipelines;
s2-3.1, installing a grouting pipeline at the opening position of the grouting hole 3, and plugging visible cracks on the dam body 1 of the area where the inner wall of the gallery 11 and the rear dam 12 are located by TS-G waterproof plugging materials or other waterproof slurry.
S2-3.2, pressing colored water into the grouting hole 3 from the grouting pipeline under the pressure of 0.4-0.5Mpa, wherein the colored water can be potassium permanganate aqueous solution or other mixed solution of colored reagent and water, and the colored water can be obtained. If water seepage occurs on the dam body 1 in the area of the inner wall of the gallery 11 and the dam rear gallery 12, the position of the water seepage is operated by adopting a reinforcing mode in S1-2.2.
S2-4, grouting;
s2-4.1, injecting a diluent into the grouting pipeline, wherein the diluent can be alkane diluent, so that water in the grouting hole 3 and the crack is pressed out. And then, blowing high-pressure gas to the grouting pipeline by using an air compressor to air-dry the inner wall of the grouting hole 3 and the inner wall of the crack, so that the bonding between the epoxy grout material and the concrete is facilitated.
And S2-4.2, injecting an environment-friendly underwater epoxy grouting material into the grouting pipeline for grouting, wherein the environment-friendly underwater epoxy grouting material is prepared by directly purchasing modified epoxy resin and a curing agent according to a design ratio. The grouting sequence is from the lower part of the dam body 1 to the upper part of the dam body 1, and the grouting is performed from one end to the other end of the grouting pipeline on the same gallery 11 or the rear gallery 12. The grouting pressure refers to the relevant specifications of chemical grouting and follows the principle of low-pressure slow grouting. In the grouting process, the proportion of the modified epoxy resin and the curing agent in the environment-friendly underwater epoxy grouting material is adjusted according to design requirements according to the discharge environment temperature, the operation time and other factors. Under the condition that the highest designed grouting pressure is reached in the grouting process, if the grouting is not absorbed or the grouting absorption rate is less than or equal to 0.01L/min and the pressure is maintained for 20min, the grouting can be finished.
And S2-4.3, after grouting is finished for 7d, chiseling and reaming the dam body 1 at the periphery of the opening of the grouting hole 3, cutting out a grouting pipeline, leveling the reamed opening by using waterproof slurry (such as TS-G waterproof plugging agent), and cleaning grouting residues on a construction surface.
S3, checking the crack treatment quality;
and S3-1, after the crack chemical grouting is finished and the age of the design requirement is reached, arranging inspection holes for crack-crossing chemical grouting according to the positions of cracks, arranging inspection holes for a first-stage water plugging part and a second-stage reinforcing part, and judging the grouting effect according to the television conditions in coring and inspection holes.
And S3-2, after the hole is drilled and cored, firstly, pressing water into the inner part of the hole to perform a water pressing test. The water pressure test adopts a single-point method, namely, single water pressure is applied for a period of time, and the water pressure value and the duration are determined according to actual conditions. During a pressurized water experiment, the crack section in the inspection hole is inspected, the test section is determined according to the position and the length of the crack in the hole displayed by a television in the inspection hole, the water permeability is calculated according to the water permeability of the crack and the water supply time, and whether the water permeability meets the design index is compared.
And S3-3, after the chemical grouting of the cracks is finished and the age is reached, drilling holes in the dam body 1 region corresponding to the dam post-gallery 12 and the dam body 1 in the dam gallery 11 to obtain a concrete core sample, detecting the splitting tensile strength of the concrete core sample, and comparing whether the splitting tensile strength meets the design index.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. A method for processing upstream and downstream through cracks of a concrete dam body is characterized by comprising the following steps: the method comprises the following construction steps:
s1, first stage upstream water plugging grouting;
drilling a part of the dam body (1) at the upstream to form a plurality of pore canals, wherein all the pore canals are intersected with cracks on the dam body (1), and the pore canals are called as crack holes (2); installing a grouting pipeline at the position of the joint hole (2), and plugging a visible crack on the inner wall of the gallery (11);
pouring a water-soluble polyurethane chemical grouting material into the joint holes (2) through a grouting pipeline, and waiting for the water-soluble polyurethane chemical grouting material to be hardened after grouting is finished;
s2, secondary downstream reinforcing grouting;
drilling grouting holes (3) in the dam body (1) of the downstream part of the dam body (1) and the area where the dam rear packway (12) is located according to the estimated crack distribution and trend, and cleaning the grouting holes (3); installing a grouting pipeline at the position of the grouting hole (3), and plugging visible cracks on the dam body (1) of the area where the inner wall of the gallery (11) and the dam rear packway (12) are located; a diluent is injected through a grouting pipeline to press out water in the grouting hole (3); and then injecting the environment-friendly underwater epoxy grouting material into the grouting pipeline, and waiting for the environment-friendly underwater epoxy grouting material to be hardened after grouting is finished.
2. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 1, wherein the method comprises the following steps: in the first-stage upstream water plugging grouting of S1, after plugging visible cracks on the inner wall of the gallery (11), pressurizing water inside the grouting pipeline, and if water seepage occurs inside the gallery (11), reinforcing the water seepage position; in the second-stage downstream reinforcing grouting of S2, after visual cracks on the dam body (1) in the area where the inner wall of the gallery (11) and the dam rear packway (12) are located are blocked, colored water is pressed into the interior of the grouting pipeline, and if water seepage occurs on the dam body (1) in the area where the inner wall of the gallery (11) and the dam rear packway (12) are located, the water seepage position is reinforced.
3. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 2, wherein the method comprises the following steps: the reinforcement mode is as follows:
slotting the water seepage position, drilling an inclined hole at the bottom of the groove, and burying a conduit for draining water in the inclined hole; plugging the notch by using waterproof mortar; pressing water into the grouting pipeline, and injecting waterproof slurry into the conduit if water seepage does not occur; and after the waterproof slurry is hardened, cutting the conduit positioned outside the dam body (1), and plugging the pipe orifice of the conduit.
4. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 3, wherein the method comprises the following steps: in the reinforcing process, after the guide pipe is installed, an expansion bolt is driven into the bottom of the groove, one end of the expansion bolt is located in the groove, and then the groove opening is blocked.
5. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 1, wherein the method comprises the following steps: in the second-stage downstream reinforcing grouting of S2, determining the drilling positions of the dam body (1) in the downstream part of the dam body (1) and the area of the dam rear underpass (12) according to the estimated crack distribution and trend, and selecting one part of the drilling positions as a crack detection area; in the seam probing area, drilling holes in the dam body (1) of the area where the corresponding gallery (11) and the corresponding dam rear packway (12) are located, so that a plurality of seam probing holes are formed in the dam body (1); carrying out television on the crack detecting hole, determining the real trend of the crack, and arranging the drilling position according to the real trend of the crack; and drilling the drilling position, wherein the joint probing hole and the pore passage formed by later-stage drilling are collectively called as a grouting hole (3).
6. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 1 or 5, wherein the method comprises the following steps: in the second-stage downstream reinforcing grouting of S2, after the water in the grouting hole (3) is pressed out by using a diluent, high-pressure gas is blown into the grouting hole (3), and the inner wall of the grouting hole (3) and the inner wall of the crack are air-dried.
7. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 1, wherein the method comprises the following steps: in the first-stage upstream water plugging grouting of S1, after a water-soluble polyurethane chemical grouting material is hardened, chiseling and reaming the dam body (1) around the opening of the joint hole (2), cutting out a grouting pipeline, and trowelling the reamed opening by using waterproof mortar; in the second-stage downstream reinforcing grouting of S2, after the environment-friendly underwater epoxy grouting material is hardened, the dam body (1) at the periphery of the opening of the grouting hole (3) is dug and reamed, the grouting pipeline is cut, the reamed opening is smoothed by using waterproof slurry, and grouting residues and the like on the construction surface are cleaned.
8. The method for treating the upstream and downstream through cracks of the concrete dam body according to claim 1, wherein the method comprises the following steps: after the second stage downstream reinforcing grouting of S2, S3 is also included, and the fracture treatment quality is checked: and arranging check holes for crack-crossing chemical grouting according to the positions of cracks, arranging check holes for the first-stage water plugging part and the second-stage reinforcing part, and judging grouting effect according to the television conditions in coring and check holes.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114703854A (en) * | 2022-03-22 | 2022-07-05 | 光华建设集团有限公司 | Construction method of dam in hydraulic and hydroelectric engineering |
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| CN114703854B (en) * | 2022-03-22 | 2023-12-08 | 光华建设集团有限公司 | Construction method of dam in water conservancy and hydropower engineering |
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