CN111271084B - Tunnel crown arch structure repairing method and repairing structure - Google Patents
Tunnel crown arch structure repairing method and repairing structure Download PDFInfo
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- CN111271084B CN111271084B CN202010065665.6A CN202010065665A CN111271084B CN 111271084 B CN111271084 B CN 111271084B CN 202010065665 A CN202010065665 A CN 202010065665A CN 111271084 B CN111271084 B CN 111271084B
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 230000008439 repair process Effects 0.000 claims abstract description 45
- 239000010426 asphalt Substances 0.000 claims abstract description 34
- 238000004080 punching Methods 0.000 claims abstract description 4
- 238000007789 sealing Methods 0.000 claims description 61
- 239000002002 slurry Substances 0.000 claims description 55
- 239000003822 epoxy resin Substances 0.000 claims description 31
- 229920000647 polyepoxide Polymers 0.000 claims description 31
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 29
- 239000000440 bentonite Substances 0.000 claims description 19
- 229910000278 bentonite Inorganic materials 0.000 claims description 19
- 239000004568 cement Substances 0.000 claims description 19
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 18
- 239000002689 soil Substances 0.000 claims description 18
- 238000004140 cleaning Methods 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 10
- 239000000853 adhesive Substances 0.000 claims description 9
- 230000001070 adhesive effect Effects 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000012856 packing Methods 0.000 claims description 4
- 238000007788 roughening Methods 0.000 claims description 4
- 230000001680 brushing effect Effects 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims 1
- 230000008569 process Effects 0.000 abstract description 10
- 230000000694 effects Effects 0.000 abstract description 7
- 239000011083 cement mortar Substances 0.000 description 8
- 238000010276 construction Methods 0.000 description 7
- 239000004570 mortar (masonry) Substances 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000010438 heat treatment Methods 0.000 description 3
- 239000012535 impurity Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
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- 238000003756 stirring Methods 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
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- 239000005442 atmospheric precipitation Substances 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
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- 239000000428 dust Substances 0.000 description 1
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- 239000011440 grout Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
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- 238000007569 slipcasting Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Ceramic Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a method and a structure for repairing a tunnel crown arch structure. The tunnel crown arch structure repairing method comprises the steps of punching a hole in a region to be repaired; forming an upper filling repair structure in the hole, wherein the bottom surface of the upper filling repair structure is positioned on the upper side of the waterproof layer; forming a lower filling repair structure in the hole, wherein the top surface of the lower filling repair structure is positioned at the lower side of the waterproof layer; pouring asphalt between the upper filling repair structure and the lower filling repair structure to form a waterproof layer repair structure; and repairing the surface of the lining layer. According to the tunnel crown arch structure repairing method provided by the invention, the upper filling repairing structure and the lower filling repairing structure are respectively formed in the hole to form the repairing space between the upper filling repairing structure and the lower filling repairing structure, and then the waterproof layer repairing structure is formed by pouring asphalt into the repairing space, so that the operation is convenient and rapid, the process is reliable, the repaired structure is firmer, and the waterproof effect is good.
Description
Technical Field
The invention relates to the technical field of engineering, in particular to a method and a structure for repairing a tunnel crown arch structure.
Background
Underground engineering and underground rail transit engineering are built in geotechnical layers, underground water can corrode engineering structures to different degrees, and meanwhile, atmospheric precipitation and underground pipeline leakage water are also important reasons for engineering water damage. Therefore, in the engineering construction process, the structure is external and the structure is provided with effective waterproof measures to prevent underground water from permeating, ensure the functional requirement and the structural durability of the underground engineering space and ensure the long-term safe operation of rail transit.
By 2018, 36 cities in China open rail transit lines, and the total mileage exceeds 4000 kilometers. Leakage accidents of subway tunnels in various regions occur occasionally, and in operation of subway tunnels, damage cases caused by leakage water account for 70% of all types of damage. Along with the increase of the service life of the subway tunnel or because of the construction quality problem, the important reason causing the water leakage of the tunnel is that the waterproof layer in the lining is damaged, thereby causing the structural cracking, the rusting of the internal steel rail and the corrosion of the decorative structure, seriously threatening the safety of the tunnel structure, and even causing the short circuit of the subway power supply equipment to threaten the life and property safety of personnel. Therefore, the repair of the waterproof layer of the existing subway tunnel water leakage area is an effective means for preventing water damage.
Disclosure of Invention
In view of the above, the present invention aims to provide a method and a structure for repairing a roof arch structure of a tunnel, which can repair a lining layer and a waterproof layer conveniently and quickly and have a good waterproof effect after repair.
In order to achieve the above purpose, in one aspect, the invention adopts the following technical scheme:
a method for repairing a lining layer and/or a waterproof layer of a tunnel arch structure, the method comprising the steps of:
s100, punching holes in an area to be repaired of the arch structure, wherein the holes penetrate through a lining layer and a waterproof layer of the arch structure and extend to a soil layer;
s200, forming an upper filling and repairing structure in the hole, wherein the bottom surface of the upper filling and repairing structure is positioned on the upper side of the waterproof layer, and the upper filling and repairing structure comprises a soil layer filling part formed by filling first filling slurry;
s300, forming a lower filling repair structure in the hole, wherein the top surface of the lower filling repair structure is positioned on the lower side of the waterproof layer, and the lower filling repair structure comprises a lining filling part formed by filling second filling slurry;
s400, pouring asphalt between the upper filling repair structure and the lower filling repair structure to form a waterproof layer repair structure;
and S500, repairing the surface of the lining layer.
Preferably, the step S200 includes the steps of:
s220, arranging a first sealing plate assembly on the upper side of the waterproof layer, wherein the first sealing plate assembly comprises a first sealing plate and at least one grouting reserved pipe arranged on the first sealing plate, and the distance between the first sealing plate and the waterproof layer in the vertical direction is greater than or equal to a first preset distance and less than or equal to a second preset distance;
s230, injecting waterborne epoxy resin above the first sealing plate through the grouting reserved pipe to form a waterborne epoxy resin layer with a preset thickness;
s240, injecting the first filling slurry to the upper part of the waterborne epoxy resin layer through the grouting reserved pipe;
preferably, the following steps are further performed before the step S220:
and S210, cleaning the hole wall of the area to be grouted by adopting a pressure cleaning machine.
Preferably, the number of the grouting reserved pipes arranged on the first sealing plate is one, and the grouting reserved pipes are defined as first grouting reserved pipes, and the pipe orifices of the first grouting reserved pipes are higher than the arrangement of the water-based epoxy resin layer.
Preferably, the first filling slurry is cement bentonite slurry, and the mass ratio of cement, bentonite and water in the cement bentonite slurry is 350:50: 867.
Preferably, the step S240 includes the steps of:
s241, injecting the first filling slurry above the water-based epoxy resin layer and recording an initial grouting pressure Piitia 1;
s242, continuously grouting;
s243, judging whether the current perfusion pressure P is larger than the Pinitial 1+ delta P1, if so, executing S244, otherwise, continuously judging, wherein delta P is a first preset pressure difference value;
and S244, stopping grouting.
Preferably, the step S300 includes the steps of:
s330, brushing an adhesive on at least the hole wall corresponding to the lining filling part;
s340, arranging a second sealing plate assembly on the lower side of the waterproof layer, wherein the second sealing plate assembly comprises a second sealing plate and at least one grouting reserved pipe arranged on the second sealing plate, and the distance between the second sealing plate and the waterproof layer in the vertical direction is greater than or equal to the thickness of the lining filling part plus a third preset distance and is less than or equal to the thickness of the lining filling part plus a fourth preset distance;
s350, injecting a predetermined amount of second filling slurry above the second sealing plate through the grouting reserved pipe;
preferably, the adhesive is a water-borne epoxy resin;
preferably, the step S330 further includes the following steps:
s310, roughening at least the hole wall corresponding to the lining filling part;
and S320, cleaning the roughened hole wall by using a pressure cleaning machine.
Preferably, in the step S400, hot asphalt with a temperature in the range of 160 ℃ to 170 ℃ is poured through the grouting reserve tube arranged on the second sealing plate, the pouring pressure P is less than the initial pressure ptort 2+ Δ P2 of the pouring asphalt, and Δ P2 is a second preset pressure difference;
preferably, the pre-heating of the grouting reserve pipe used for asphalt injection is performed first before asphalt injection.
Preferably, the two grouting reserved pipes are respectively a second grouting reserved pipe and a third grouting reserved pipe, the second grouting reserved pipe is used for pouring the second filling slurry, the third grouting reserved pipe is used for pouring asphalt, the distance from the pipe orifice of the second grouting reserved pipe to the second sealing plate is 0.5-1.5 cm, and the pipe orifice of the third grouting reserved pipe is higher than the lining filling part;
preferably, the second shrouding subassembly still including set up in the back thick liquid blast pipe on the second shrouding, back thick liquid blast pipe top with the laminating of first shrouding sets up, be provided with back thick liquid gas vent on the lateral wall that is close to its top of back thick liquid blast pipe.
Preferably, the step S500 includes the steps of:
s520, removing the preset depth of the surface to be repaired of the lining layer, including the area where the hole is located;
s530, implanting an L-shaped reinforcing piece;
s550, adopting epoxy resin mortar to carry out surface repair;
preferably, the method further comprises the step executed before the step S520 of:
and S510, scribing the surface to be repaired to scribe a repair range.
In order to achieve the above purpose, on the other hand, the invention also adopts the following technical scheme:
the utility model provides a structure is restoreed in tunnel for the restoration of tunnel crown arch structure's lining layer and/or waterproof layer, it is including running through to restore the structure the hole of roof arch structure's lining layer and waterproof layer and extend to the soil layer, still include top-down set up in downthehole last filling is restoreed structure, waterproof layer and is filled down and restore the structure, wherein, the bottom surface of going up to fill and restoreing the structure is located the upside of waterproof layer, it includes the soil layer filling portion that fills the formation by first packing thick liquids to fill to restore the structure to go up, the top surface of filling down and restoreing the structure is located the downside of waterproof layer, fill down and restore the structure and include the lining filling portion that fills the formation by the second packing thick liquids, the waterproof layer is restoreed the structure and.
According to the tunnel crown arch structure repairing method provided by the invention, the upper filling repairing structure and the lower filling repairing structure are respectively formed in the hole to form the repairing space between the upper filling repairing structure and the lower filling repairing structure, and then the waterproof layer repairing structure is formed by pouring asphalt into the repairing space, so that the operation is convenient and rapid, the process is reliable, the repaired structure is firmer, and the waterproof effect is good.
Drawings
The above and other objects, features and advantages of the present invention will become more apparent from the following description of the embodiments of the present invention with reference to the accompanying drawings.
FIG. 1 is a diagram illustrating a process for repairing a tunnel crown structure according to an embodiment of the present invention;
fig. 2 illustrates a second process diagram for repairing a tunnel crown structure according to the embodiment of the present invention;
fig. 3 shows a third process diagram for repairing a tunnel crown structure according to the embodiment of the present invention.
In the figure:
1. a lining layer; 2. a waterproof layer; 3. a soil layer; 4. filling a repair structure; 41. a first closure plate assembly; 411. a first seal plate; 412. a first grouting reserved pipe; 42. a soil layer filling section; 43. a waterborne epoxy resin layer; 5. underfilling the repair structure; 51. a second closure plate assembly; 511. a second seal plate; 512. a second grouting reserved pipe; 513. a third grouting reserved pipe; 514. a slurry return exhaust pipe; 52. lining the filling part; 6. and (5) repairing the structure by the waterproof layer.
Detailed Description
The present invention is described below based on embodiments, and it will be understood by those of ordinary skill in the art that the drawings provided herein are for illustrative purposes and are not necessarily drawn to scale.
Unless the context clearly requires otherwise, throughout the description and the claims, the words "comprise", "comprising", and the like are to be construed in an inclusive sense as opposed to an exclusive or exhaustive sense; that is, what is meant is "including, but not limited to".
The application provides a tunnel crown arch structure repairing method which is used for repairing a lining layer and/or a waterproof layer of a crown arch structure, namely, the damaged lining layer and the waterproof layer can be repaired by adopting the repairing method provided by the application.
The repairing method comprises the following steps:
s100, punching holes in an area to be repaired of the arch structure, wherein the holes penetrate through a lining layer 1 and a waterproof layer 2 of the arch structure and extend to a soil layer 3;
s200, forming an upper filling and repairing structure 4 in the hole, wherein the bottom surface of the upper filling and repairing structure 4 is positioned on the upper side of the waterproof layer 2, and the upper filling and repairing structure 4 comprises a soil layer filling part 42 formed by filling first filling slurry;
s300, forming a lower filling repair structure 5 in the hole, wherein the top surface of the lower filling repair structure 5 is positioned at the lower side of the waterproof layer 2, and the lower filling repair structure 5 comprises a lining filling part 52 formed by pouring second filling slurry;
s400, pouring asphalt between the upper filling repair structure 4 and the lower filling repair structure 5 to form a waterproof layer repair structure 6;
and S500, repairing the surface of the lining layer 1.
In the repairing method, the upper filling repairing structure 4 and the lower filling repairing structure 5 are formed in the hole respectively to form a repairing space between the upper filling repairing structure 4 and the lower filling repairing structure 5, and then the waterproof layer repairing structure 6 is formed by pouring asphalt into the repairing space. Specifically, because form earlier and fill restoration structure 4 and lower filling restoration structure 5 on mutually partd, then fill the space between the two, make lower filling restoration structure 5 can not bear too big pressure at the slip casting in-process, the power distribution of the inside of whole restoration structure has been optimized, thereby the stability of structure and the reliability of restoration process have been guaranteed, in addition, this kind of mode of filling also can reduce the accumulation of error, make waterproof layer 2's restoration position more accurate, it is high to restore the success rate, thereby guarantee the water-proof effects after restoreing. The asphalt is adopted for repairing the waterproof layer, the expansion capability is strong, the asphalt can be diffused in the broken waterproof layer, the broken waterproof layer is fully filled, meanwhile, the asphalt has good waterproof effect and low cost, and the waterproof layer is repaired to form a complete waterproof system.
The first filling slurry and the second filling slurry can be any slurry capable of playing a filling and repairing role, such as durable chemical materials and the like, but the strength of a soil layer filled with the durable chemical materials alone is insufficient, and preferably, the first filling slurry is cement bentonite slurry, so that the construction is simple, and the setting time is easy to control. The second is filled the thick liquids and is no shrink cement mortar, and first its setting time can be adjusted through the quantity of cement, to the restoration work progress in tunnel, masters the setting time of thick liquid more easily, and second is owing to will fill pitch on the mortar layer, and no shrink cement mortar carries out pitch filling after condensing, guarantees that the mortar does not appear the shrink condition after pitch filling, leads to appearing the absciss layer phenomenon, fills loosely, and the third is with low costs.
In step S100, the diameter of the hole is 140 to 160mm, and more preferably 150 mm.
In step S200, in order to pour the first filling slurry, such as a cement bentonite slurry, it is necessary to first provide a blocking structure, such as a plate, below. In a preferred embodiment, referring to fig. 1, step S200 comprises the steps of:
s220, arranging a first sealing plate assembly 41 on the upper side of the waterproof layer 2, where the first sealing plate assembly 41 includes a first sealing plate 411 and at least one grouting reserved pipe arranged on the first sealing plate 411, and a distance between the first sealing plate 411 and the waterproof layer 2 in the vertical direction is greater than or equal to a first preset distance and less than or equal to a second preset distance;
s230, injecting a water-based epoxy resin above the first sealing plate 411 through the grouting reserved pipe to form a water-based epoxy resin layer 43 with a predetermined thickness;
and S240, injecting the cement bentonite slurry above the water-based epoxy resin layer 43 through the grouting reserved pipe.
In this way, the first sealing plate 411 is firstly used for temporary sealing, and then the water-based epoxy resin layer 43 with a predetermined thickness is formed on the upper portion of the first sealing plate 411 by grouting, so that the water-based epoxy resin can be stably attached to a wet hole wall, and the leakage of the grouting can be effectively avoided during grouting.
In step S220, the first sealing plate 411 is used only for temporary sealing, so that the fixing manner of the first sealing plate 411 in the hole is not limited as long as the position thereof can be fixed, and for example, the first sealing plate can be fixed by means of clipping, bonding, or the like. The first sealing plate 411 may be left in the repaired structure or removed after the water-based epoxy resin is cured or the cement bentonite slurry is poured. In order to avoid slurry leakage as much as possible, the first sealing plate 411 is preferably arranged at a position where the hole wall is relatively complete.
In step S220, there may be one grouting reserved pipe disposed on the first sealing plate 411, and one grouting reserved pipe is used to perform both the grouting of the aqueous epoxy resin and the grouting of the cement bentonite slurry, or two grouting reserved pipes may be disposed, where one grouting reserved pipe performs the grouting of the aqueous epoxy resin and the other grouting reserved pipe performs the grouting of the cement bentonite slurry. Because the fluidity of the cement bentonite slurry is good, in order to save cost and facilitate operation, it is preferable that, as shown in fig. 1, a grouting reserved pipe, i.e., a first grouting reserved pipe 412, is used to realize the grouting of the aqueous epoxy resin and the cement bentonite slurry, and at this time, the pipe orifice of the first grouting reserved pipe 412 needs to be arranged higher than the aqueous epoxy resin layer 43.
In step S220, the first preset distance and the second preset distance may be set according to actual requirements, the first preset distance may not be too small, the too small may affect the repair of the waterproof layer 2, the second preset distance may not be too large, and the too large may affect the overall reliability of the structure, preferably, the first preset distance is 5cm, and the second preset distance is 8 cm.
In step S230, the thickness of the water-based epoxy resin layer 43 should not be too large or too small, where too large affects the reliability of the overall structure, and too small makes it difficult to ensure that no slurry leaks during grouting, and preferably the predetermined thickness is 8 to 12cm, and more preferably 10 cm. The thickness of the waterborne epoxy resin can be controlled by controlling the pouring amount of the waterborne epoxy resin. In order to improve the control accuracy and facilitate the subsequent grouting of the cement bentonite slurry, it is preferable that the first grouting reserved pipe 412 is cleaned with compressed air after the completion of the grouting. In addition, after the pouring of the water-based epoxy resin layer 43 is completed, the water-based epoxy resin layer needs to be left to cure until the water-based epoxy resin layer is completely solidified, and after the structure is reliable, the step S240 is performed, for example, the curing is performed for 8 to 10 hours.
In step S240, the cement-bentonite slurry has a mass ratio of cement to bentonite to water of 350:50:867, and this ratio is particularly suitable for repairing a roof arch structure of a subway tunnel, and because the subway grouting construction time is strictly limited, the construction time of each time is generally about 3 hours, and this ratio ensures the fluidity of the slurry and the coagulation of the slurry within 3 hours, and is suitable for the rapid grouting reinforcement construction engineering of the subway tunnel.
In step S240, the cement bentonite slurry may be poured in a quantitative pouring manner, and in order to ensure sufficient filling, step S240 preferably includes the following steps:
s241, starting to inject the cement bentonite slurry above the water-based epoxy resin layer 43 and recording an initial grouting pressure peitial 1;
s242, continuously grouting;
s243, determining whether the current perfusion pressure P is greater than peitial 1+ Δ P1, if so, executing S244, otherwise, continuing the determination, wherein Δ P is a first preset pressure difference value, for example, 1 to 2kg/cm2, and more preferably, 1.5kg/cm 2;
and S244, stopping grouting.
Further preferably, in order to avoid impurities, such as soil deposits, attached to the hole wall from affecting the adhesion of the subsequent grouting slurry to the hole wall, the following steps are further performed before step S220:
s210, cleaning the hole wall of the area to be grouted by using a pressure cleaning machine to wash away impurities such as accumulated soil.
Specifically, the pore walls were cleaned using a 2000spi pressure washer at low flow rates.
After step S200 is completed, the structure in which the first grouting reserve pipe 412 is exposed to the outside is preferably removed, so that the subsequent steps can be performed.
Similarly, in step S300, it is also necessary to first provide the plugging structure and then perform the filling of each slurry, and in a specific embodiment, referring to fig. 2, step S300 includes the following steps:
s330, brushing an adhesive on at least the hole wall corresponding to the lining filling part 52;
s340, arranging a second sealing plate assembly 51 on the lower side of the waterproof layer 2, where the second sealing plate assembly 51 includes a second sealing plate 511 and at least one grouting reserved pipe arranged on the second sealing plate 511, and a distance between the second sealing plate 511 and the waterproof layer 2 in the vertical direction is greater than or equal to the thickness of the lining filling part 52 + a third preset distance and is less than or equal to the thickness of the lining filling part 52 + a fourth preset distance;
and S350, injecting a predetermined amount of second filling slurry such as non-shrinkage cement mortar above the second sealing plate 511 through the grouting reserved pipe, so that the lining filling part 52 is 5-8 cm away from the waterproof layer.
Thus, the second sealing plate 511 is firstly utilized to play a role in temporary plugging, and the adhesive is utilized to provide good adhesion for the non-shrink cement mortar, so that a very reliable structure is obtained, and a good foundation is provided for subsequent asphalt pouring.
In order to increase the roughness of the hole wall to facilitate the adhesion of the adhesive, it is preferable to further include the following steps before step S330:
s310, roughening at least the hole wall corresponding to the lining filling part 52, for example, roughening the hole wall by using an electric crusher matched with a drill rod;
and S320, cleaning the roughened hole wall by using a pressure cleaning machine, for example, cleaning impurities such as soil accumulated on the surface of the hole wall by using a 2000psi pressure cleaning machine with small flow of water.
In the embodiment adopting the above steps S310 and S320, since the residual water film is formed on the hole wall after the pressure washer is cleaned, which may affect the adhesion of the adhesive, for this reason, it is preferable to blow dry the surface of the hole wall with high pressure air before the step S330 of painting the adhesive.
In step S340, the second sealing plate 511 is used only for temporary sealing, so that the second sealing plate 511 may be fixed to the hole without limitation as long as the position thereof can be fixed, for example, by being fixed by clipping or bonding. The second closing plate 511 can be left in the repaired structure or removed after the non-shrink cement mortar is cured or after the asphalt is poured. In order to avoid slurry leakage as much as possible, the second closing plate 511 is preferably arranged at a position where the hole wall is relatively intact.
The number of the grouting reserved pipes on the second sealing plate 511 may be one, and one grouting reserved pipe is used to perform both non-shrinkage cement mortar grouting and asphalt grouting, which requires that the height of the pipe orifice of the grouting reserved pipe is high, and easily causes a lining filling portion forming a tower shape, that is, the surface of the lining filling portion is uneven, thereby affecting the subsequent asphalt grouting effect, based on this, preferably, in step S340, two grouting reserved pipes are included, which are a second grouting reserved pipe 512 and a third grouting reserved pipe 513, respectively, wherein the second grouting reserved pipe 512 is used to pour the non-shrinkage cement mortar, the third grouting reserved pipe 513 is used to pour asphalt, the distance from the pipe orifice of the second grouting reserved pipe 512 to the second sealing plate 511 is 0.5 to 1.5cm, and further preferably 1cm, so that the lining filling portion has a uniform structure and a flat upper surface, is favorable for improving the asphalt grouting effect. The orifice of the third grouting reserve pipe 513 is arranged higher than the lining filling part 52.
In step S340, the second sealing plate 511 is disposed at the above position such that the distance between the upper surface of the lining filling part 52 and the waterproof layer 2 is between the third preset distance and the fourth preset distance. The third preset distance and the fourth preset distance can be set according to actual requirements, the third preset distance cannot be too small, the too small can affect the repair of the waterproof layer, the fourth preset distance cannot be too large, the overall reliability of the structure can be affected, preferably, the third preset distance is 5cm, and the fourth preset distance is 8 cm.
After step S300 is completed, the structure of the second grouting reserve pipe 512 exposed to the outside is preferably removed to facilitate the subsequent steps.
As shown in fig. 3, in step S400, in order to enable the gas in the space to be smoothly discharged when the asphalt is poured, so as to ensure that the pouring process is smoothly performed, preferably, the second sealing plate assembly 51 further includes a slurry return exhaust pipe 514 disposed on the second sealing plate 511, a top end of the slurry return exhaust pipe 514 is attached to the first sealing plate 411, and a slurry return exhaust port is disposed on a side wall of the slurry return exhaust pipe 514 near the top end thereof, so as to ensure that the asphalt is completely filled in the area to be repaired, and at the same time, the lateral bevel ensures that the slurry overflows after being filled, and when the slurry overflows, it indicates that the asphalt is full, and the grouting can be stopped.
In order to ensure the smoothness of asphalt pouring, AC (1) -10 asphalt with high fluidity and low softening point is preferably adopted, and the pouring temperature is in the range of 160-170 ℃. During construction, firstly, installation of asphalt pouring equipment, confirmation of smoothness of the slurry return exhaust pipe and connection of pipelines are carried out. Wherein, the container of holding dress pitch has heating and stirring function, keeps abundant stirring when heating pitch, can pour into when pitch reaches the temperature requirement promptly at 160 ℃ to 170 ℃ within range, because pitch temperature is higher, so need high temperature resistant for grouting pump, pipeline, pressure gauge etc..
Considering the characteristics of asphalt, which is easy to coagulate during the pouring process to block the third grouting reserved pipe 513, it is preferable that the grouting reserved pipe for pouring asphalt, i.e. the third grouting reserved pipe 513, is preheated before asphalt pouring, so that coagulation of asphalt when flowing through the third grouting reserved pipe 513 can be effectively avoided, and smooth proceeding of the grouting process is ensured.
To avoid adversely affecting the lining structure, it is preferred that the pitch is poured at a pouring pressure P that is less than the initial pressure ptort 2+ ap 2 of the poured pitch, ap 2 being a second predetermined pressure difference, for example 2 to 4kg/cm2, and more preferably 3kg/cm 2.
In step S400, after the pouring is completed and the asphalt is cooled, the exposed portions of the third grouting reserved pipe 513 and the grout returning exhaust pipe 514 are removed, and the pipe openings are sealed by using pipe caps.
In step S500, a slurry may be directly applied to the surface of the lining layer 1 for surface repair, and in order to ensure reliability of the repaired structure and tidiness of appearance, preferably, the step S500 includes the following steps:
s520, removing a preset depth, such as 1-2 cm, preferably 1.5cm, from the surface to be repaired of the lining layer 1 in the area where the hole is located;
s530, implanting an L-shaped reinforcing piece, so that one side of the L-shaped reinforcing piece is inserted into the repair structure or the lining layer 1, and the other side of the L-shaped reinforcing piece is positioned in the groove with the depth of 1.5cm formed in the step S520, wherein the L-shaped reinforcing piece is an L-shaped anchoring steel bar with the diameter of 10mm, for example, so as to increase the adhesion stability of subsequent repair materials;
and S550, adopting epoxy resin mortar to carry out surface repair.
In step S520, the structure of the edge of the damaged area may be sharp-angled and chiseled using a crusher so that the depth of each location is maintained at 1.5 cm.
For effective repair, it is further preferable that the method further includes, before the step S520:
and S510, scribing the surface to be repaired to scribe the repair range, for example, scribing the repair range by sawing the 1.5cm deep.
Further preferably, between step S530 and step S550, further performing:
and S540, removing dust and mud films on the surface by adopting high-pressure water, so that the adhesive force of the subsequent epoxy resin mortar can be further improved.
The present application also provides a tunnel repairing structure for repairing a lining layer and/or a waterproof layer of a tunnel arch structure, which can be obtained by the above-mentioned repairing method, as shown in fig. 3, the repairing structure includes a hole penetrating the lining layer 1 and the waterproof layer 2 of the arch structure and extending to a soil layer 3, and further includes an upper filling repairing structure 4, a waterproof layer repairing structure 6 and a lower filling repairing structure 5 disposed in the hole from top to bottom, wherein a bottom surface of the upper filling repairing structure 4 is located at an upper side of the waterproof layer 2, the upper filling repairing structure 4 includes a soil layer filling part 42 formed by filling a first filling slurry such as cement bentonite slurry, a top surface of the lower filling repairing structure 5 is located at a lower side of the waterproof layer 2, the lower filling repairing structure 5 includes a lining part 52 formed by filling a second filling slurry such as non-shrinkage cement mortar, the waterproof layer repairing structure 6 is formed by asphalt pouring.
Those skilled in the art will readily appreciate that the above-described preferred embodiments may be freely combined, superimposed, without conflict.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (8)
1. A tunnel crown arch structure repairing method is used for repairing a lining layer and a waterproof layer of a crown arch structure, and is characterized by comprising the following steps:
s100, punching holes in an area to be repaired of the arch structure, wherein the holes penetrate through a lining layer and a waterproof layer of the arch structure and extend to a soil layer;
s200, forming an upper filling and repairing structure in the hole, wherein the bottom surface of the upper filling and repairing structure is positioned on the upper side of the waterproof layer, and the upper filling and repairing structure comprises a soil layer filling part formed by filling first filling slurry;
s300, forming a lower filling repair structure in the hole, wherein the top surface of the lower filling repair structure is positioned on the lower side of the waterproof layer, and the lower filling repair structure comprises a lining filling part formed by filling second filling slurry;
s400, pouring asphalt between the upper filling repair structure and the lower filling repair structure to form a waterproof layer repair structure;
and S500, repairing the surface of the lining layer.
2. The repair method according to claim 1, wherein the step S200 includes the steps of:
s220, arranging a first sealing plate assembly on the upper side of the waterproof layer, wherein the first sealing plate assembly comprises a first sealing plate and at least one grouting reserved pipe arranged on the first sealing plate, and the distance between the first sealing plate and the waterproof layer in the vertical direction is greater than or equal to a first preset distance and less than or equal to a second preset distance;
s230, injecting waterborne epoxy resin above the first sealing plate through the grouting reserved pipe to form a waterborne epoxy resin layer with a preset thickness;
s240, injecting the first filling slurry to the upper part of the water-based epoxy resin layer through the grouting reserved pipe.
3. The method of repairing according to claim 2, wherein the number of the grouting reserve pipes provided on the first sealing plate is one, and is defined as a first grouting reserve pipe, and the orifice of the first grouting reserve pipe is arranged higher than the water-based epoxy resin layer.
4. The method of remediating of claim 2, wherein the first fill slurry is a cement bentonite slurry having a cement, bentonite, and water mass ratio of 350:50: 867.
5. The repair method according to claim 1, wherein the step S300 includes the steps of:
s330, brushing an adhesive on at least the hole wall corresponding to the lining filling part;
s340, arranging a second sealing plate assembly on the lower side of the waterproof layer, wherein the second sealing plate assembly comprises a second sealing plate and at least one grouting reserved pipe arranged on the second sealing plate, and the distance between the second sealing plate and the waterproof layer in the vertical direction is greater than or equal to the thickness of the lining filling part plus a third preset distance and is less than or equal to the thickness of the lining filling part plus a fourth preset distance;
and S350, injecting a predetermined amount of second filling slurry above the second sealing plate through the grouting reserved pipe.
6. The repair method according to claim 5, wherein the step S330 is preceded by the steps of:
s310, roughening at least the hole wall corresponding to the lining filling part;
and S320, cleaning the roughened hole wall by using a pressure cleaning machine.
7. The repair method according to claim 6, wherein the grouting reserve pipes include two, namely a second grouting reserve pipe and a third grouting reserve pipe, the second grouting reserve pipe is used for pouring the second filling slurry, the third grouting reserve pipe is used for pouring asphalt, the distance from the orifice of the second grouting reserve pipe to the second sealing plate is 0.5-1.5 cm, and the orifice of the third grouting reserve pipe is arranged higher than the lining filling part.
8. The utility model provides a structure is restoreed in tunnel for the restoration of the lining layer and the waterproof layer of tunnel crown arch structure, a serial communication port, it is including running through to restore the structure the lining layer and the waterproof layer of crown arch structure and extend to the hole of soil layer, still include top-down set up in downthehole last filling is restoreed structure, waterproof layer restoration structure and is filled the restoration structure down, wherein, the bottom surface of going up to fill the restoration structure is located the upside of waterproof layer, it includes the soil layer filling portion that fills the formation by first packing thick liquids to go up to fill the restoration structure, the top surface of filling the restoration structure down is located the downside of waterproof layer, it includes the lining filling portion that fills the formation by the second packing thick liquids to fill the restoration structure down, the waterproof layer is restoreed the structure and is formed by pitch.
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| CN202010065665.6A CN111271084B (en) | 2020-01-20 | 2020-01-20 | Tunnel crown arch structure repairing method and repairing structure |
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| CN113323694B (en) * | 2021-06-29 | 2024-02-20 | 重庆科技学院 | Negative pressure grouting process for tunnel lining cavity |
| CN113833500B (en) * | 2021-09-01 | 2023-07-04 | 中国华冶科工集团有限公司 | Restoration method for waterproof and impermeable layer of mountain cave depot |
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| JP4108460B2 (en) * | 2002-12-04 | 2008-06-25 | 前田建設工業株式会社 | Construction method of tunnel still water structure |
| KR101171037B1 (en) * | 2010-01-06 | 2012-08-03 | 지에스건설 주식회사 | Method for compartmentalized tunnel waterproofing |
| CN102251783B (en) * | 2011-05-10 | 2014-05-28 | 北京城建亚泰建设集团有限公司 | Tunnel two-lining structure back grouting device, and grouting method thereof |
| CN203321531U (en) * | 2013-06-27 | 2013-12-04 | 中国水电顾问集团成都勘测设计研究院 | Lining processing structure for underground cavern after collapse of top arch |
| CN104373138B (en) * | 2014-10-13 | 2017-03-29 | 中南大学 | The construction method that waterproof layer is reinvented when a kind of tunnel lining structure is repaired |
| CN109707416A (en) * | 2019-01-08 | 2019-05-03 | 重庆市十八土鑫诚灌浆防水工程有限公司 | A kind of method that tunnel waterproofing layer reconstruction is repaired |
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