CN111156033B - Tunnel inverted arch structure repairing method - Google Patents
Tunnel inverted arch structure repairing method Download PDFInfo
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- CN111156033B CN111156033B CN202010065667.5A CN202010065667A CN111156033B CN 111156033 B CN111156033 B CN 111156033B CN 202010065667 A CN202010065667 A CN 202010065667A CN 111156033 B CN111156033 B CN 111156033B
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- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000007789 sealing Methods 0.000 claims abstract description 52
- 239000002002 slurry Substances 0.000 claims abstract description 44
- 239000002689 soil Substances 0.000 claims abstract description 34
- 239000010426 asphalt Substances 0.000 claims abstract description 29
- 238000004080 punching Methods 0.000 claims abstract description 4
- 230000008439 repair process Effects 0.000 claims description 29
- 239000003822 epoxy resin Substances 0.000 claims description 25
- 229920000647 polyepoxide Polymers 0.000 claims description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 20
- 238000004140 cleaning Methods 0.000 claims description 14
- 230000000903 blocking effect Effects 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 12
- 239000000440 bentonite Substances 0.000 claims description 11
- 229910000278 bentonite Inorganic materials 0.000 claims description 11
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 11
- 239000000853 adhesive Substances 0.000 claims description 10
- 230000001070 adhesive effect Effects 0.000 claims description 10
- 239000007788 liquid Substances 0.000 claims description 9
- 239000011083 cement mortar Substances 0.000 claims description 8
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 4
- 238000007788 roughening Methods 0.000 claims description 4
- 230000001680 brushing effect Effects 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 5
- 239000011440 grout Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 238000010438 heat treatment Methods 0.000 description 3
- 239000012535 impurity Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000010412 perfusion Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
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- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 229920001328 Polyvinylidene chloride Polymers 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 239000005442 atmospheric precipitation Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
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- 230000007774 longterm Effects 0.000 description 1
- 238000010422 painting Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
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Classifications
-
- 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
-
- 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)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a method and a structure for repairing an inverted arch structure of a tunnel. The tunnel inverted arch structure repairing method comprises the steps of punching a to-be-repaired area of an inverted arch structure; filling first filling slurry into the hole to form a soil layer filling part, wherein the top surface of the soil layer filling part is positioned at the lower side of the waterproof layer; forming a sealing cover covering the soil layer filling part in the hole, wherein the sealing cover is positioned at the lower side of the waterproof layer; arranging a supporting and plugging structure in the hole, pouring second filling slurry above the supporting and plugging structure to form a lining filling part, wherein the bottom surface of the supporting and plugging structure is positioned on the upper side of the waterproof layer; pouring asphalt between the sealing cover and the supporting and plugging structure to form a waterproof layer repairing structure; and repairing the surface of the lining layer. The method for repairing the tunnel inverted arch structure is convenient and quick to operate, reliable in process, firmer in repaired structure and good in waterproof effect.
Description
Technical Field
The invention relates to the technical field of engineering, in particular to a method and a structure for repairing an inverted arch structure of a tunnel.
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 an inverted 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 the repair.
In order to achieve the above purpose, in one aspect, the invention adopts the following technical scheme:
a method for repairing an inverted arch structure of a tunnel, which is used for repairing a lining layer and/or a waterproof layer of the inverted arch structure, the method comprising the steps of:
s100, punching holes in an area to be repaired of the inverted arch structure, wherein the holes penetrate through a lining layer and a waterproof layer of the inverted arch structure and extend to a soil layer;
s200, pouring first filling slurry into the hole to form a soil layer filling part, wherein the top surface of the soil layer filling part is positioned on the lower side of the waterproof layer;
s300, forming a sealing cover covering the soil layer filling part in the hole, wherein the sealing cover is positioned on the lower side of the waterproof layer;
s400, arranging a supporting and blocking structure in the hole, pouring second filling slurry above the supporting and blocking structure to form a lining filling part, wherein the bottom surface of the supporting and blocking structure is positioned on the upper side of the waterproof layer;
s500, pouring asphalt between the sealing cover and the supporting and plugging structure to form a waterproof layer repairing structure;
s600, repairing the surface of the lining layer.
Preferably, the first filling slurry is a cement bentonite slurry;
the second filling slurry is non-shrinkage cement mortar.
Preferably, in the cement bentonite slurry, the mass ratio of cement to bentonite to water is 350:50: 867.
Preferably, the step S200 includes the steps of:
s220, installing a grouting pipe in the hole, and pouring the first filling slurry into the hole through the grouting pipe;
s230, judging whether the pouring amount of the first filling slurry reaches a preset amount, if so, executing S240, otherwise, continuing to judge;
s240, monitoring the slurry height of the first filling slurry in the hole by using an endoscope until the distance between the liquid level of the first filling slurry and the waterproof layer is greater than or equal to the cover thickness plus a first preset distance and less than or equal to the cover thickness plus a second preset distance;
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, in the step S300, the cover is formed by injecting an aqueous epoxy resin over the soil filling part to form an aqueous epoxy resin layer with a predetermined thickness, the aqueous epoxy resin layer constituting the cover.
Preferably, the supporting and blocking structure includes a sealing plate assembly, the sealing plate assembly includes a sealing plate and a grouting reserved pipe arranged on the sealing plate, and the step S400 includes the following steps:
s430, brushing an adhesive on at least the hole wall corresponding to the lining filling part;
s440, arranging the sealing plate assembly on the upper side of the waterproof layer, so that the distance between the sealing plate and the waterproof layer in the vertical direction is greater than or equal to a third preset distance and less than or equal to a fourth preset distance;
s450, injecting non-shrinkage cement mortar above the sealing plate to form a lining filling part, wherein the distance between the lining filling part and the hole opening is greater than or equal to a fifth preset distance and less than or equal to a sixth preset distance;
preferably, the lower port of the grouting reserved pipe is arranged close to the sealing cover;
preferably, the adhesive is a water-borne epoxy resin;
preferably, the step S430 further includes the following steps:
s410, roughening at least the hole wall corresponding to the lining filling part;
and S420, cleaning the roughened hole wall by using a pressure cleaning machine.
Preferably, in the step S500, hot asphalt with a temperature in the range of 160 ℃ to 170 ℃ is poured through the grouting reserve tube arranged on the sealing plate, and the pouring pressure P is less than the initial pressure P of the pouring asphaltInitial 2+ Δ P2, Δ P2 is the second preset pressure differential;
preferably, the pre-heating of the grouting reserve pipe used for asphalt injection is performed first before asphalt injection.
Preferably, the shrouding subassembly still including set up in the back thick liquid blast pipe on the shrouding, the mouth of pipe of back thick liquid blast pipe with the bottom surface parallel and level of shrouding.
Preferably, the step S600 includes the steps of:
s620, removing a preset depth of the surface to be repaired of the lining layer, including the area where the hole is located;
s630, implanting an L-shaped reinforcing piece;
s650, adopting epoxy resin mortar for surface repair;
preferably, the method further comprises the step performed before the step S620 of:
s610, scribing the surface to be repaired to scribe the 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 the lining layer and/or the waterproof layer of tunnel inverted arch structure, it is including running through to restore the structure the lining layer and the waterproof layer of inverted arch structure extend to the hole on soil layer, still include top-down set up in downthehole lining cutting filling portion, support block structure, waterproof layer restoration structure, closing cap and soil layer filling portion, wherein, the bottom surface that supports block structure is located the upside of waterproof layer, the top surface of closing cap is located the downside of waterproof layer.
According to the tunnel inverted arch structure repairing method, the soil layer filling part and the lining filling part are formed in the hole respectively to form the repairing space between the soil layer filling part and the lining filling part, and then the asphalt is poured into the repairing space to form the waterproof layer repairing structure.
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 shows one of the tunnel inverted arch structure repair process diagrams provided by the embodiment of the invention;
fig. 2 shows a second process diagram of repairing an inverted arch structure of a tunnel according to an embodiment of the present invention.
In the figure:
1. a lining layer; 2. a waterproof layer; 3. a soil layer; 4. a soil layer filling section; 5. sealing the cover; 6. lining the filling part; 7. repairing the structure by the waterproof layer; 8. grouting pipes; 9. a seal plate assembly; 91. closing the plate; 92. A slurry return exhaust pipe; 93. and (5) grouting a reserved pipe.
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 inverted arch structure repair method for repairing a lining layer 1 and/or a waterproof layer 2 of an inverted arch structure, namely, the damaged lining layer 1 and the waterproof layer 2 can be repaired by the repair method provided by the application.
The repairing method comprises the following steps:
s100, punching holes in an area to be repaired of the inverted arch structure, wherein the holes penetrate through a lining layer 1 and a waterproof layer 2 of the inverted arch structure and extend to a soil layer 3;
s200, pouring first filling slurry into the hole to form a soil layer filling part 4, wherein the top surface of the soil layer filling part 4 is positioned at the lower side of the waterproof layer 2;
s300, forming a sealing cover 5 covering the soil layer filling part 4 in the hole, wherein the sealing cover 5 is positioned at the lower side of the waterproof layer 2;
s400, arranging a supporting and blocking structure in the hole, pouring second filling slurry above the supporting and blocking structure to form a lining filling part 6, wherein the bottom surface of the supporting and blocking structure is positioned on the upper side of the waterproof layer 2;
s500, pouring asphalt between the sealing cover 5 and the supporting and plugging structure to form a waterproof layer repairing structure 7;
s600, repairing the surface of the lining layer 1.
In the repairing method, the soil layer filling part 4 and the lining filling part 6 are formed in the hole respectively to form a repairing space between the soil layer filling part 4 and the lining filling part 6, and then the waterproof layer repairing structure 7 is formed by pouring asphalt into the repairing space. Specifically, because the soil layer filling part 4 and the lining filling part 6 which are separated from each other are formed firstly, and then the space between the soil layer filling part and the lining filling part is filled, the waterproof layer repairing structure 7 formed by asphalt pouring is more reliable, the force distribution of the inside of the whole repairing structure is optimized, and the stability of the structure and the reliability of the repairing process are ensured. The asphalt is adopted to repair the waterproof layer 2, the expansion capability is strong, the asphalt can be diffused in the broken waterproof layer 2 to fully fill the broken waterproof layer 2, 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.
Further preferably, in the cement bentonite slurry, the mass ratio of cement, bentonite and water is 340-.
In step S200, when the first filling slurry, such as a cement bentonite slurry, is poured, a quantitative pouring manner may be directly adopted, and in consideration of the pouring accuracy, preferably, referring to fig. 1, step S200 includes the following steps:
s220, installing a grouting pipe 8 in the hole, and grouting the first filling slurry into the hole through the grouting pipe 8, wherein the grouting pipe 8 is a PVCP (polyvinyl dichloride) pipe, and the grouting through the grouting pipe 8 can effectively avoid the pollution to the hole wall so as to be beneficial to the subsequent grouting process;
s230, determining whether the filling amount of the first filling slurry reaches a preset amount, if so, executing S240, otherwise, continuing the determination, where the preset amount may be set, for example, an amount corresponding to 80% of the height of the coating filling layer;
s240, monitoring the slurry height of the first filling slurry in the hole by using an endoscope until the distance between the liquid level of the first filling slurry and the waterproof layer 2 is greater than or equal to the thickness of the sealing cover 5 plus the first preset distance and is less than or equal to the thickness of the sealing cover 5 plus the second preset distance.
Thus, in step S230, a large flow rate of perfusion can be performed to improve the perfusion efficiency, and in step S240, the height monitoring is performed in cooperation with the endoscope, so that the perfusion accuracy can be ensured. The first preset distance and the second preset distance can be set according to specific requirements, the first preset distance cannot be too small, the too small can affect the repair of the waterproof layer 2, the second preset distance cannot be too large, the overall reliability of the structure can be affected too large, preferably, the first preset distance is 5cm, and the second preset distance is 8 cm.
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.
In a preferred embodiment, the cover 5 is formed by injecting an aqueous epoxy resin over the soil filling 4 to form an aqueous epoxy resin layer of a predetermined thickness, the aqueous epoxy resin layer constituting the cover 5. The water-based epoxy resin can be stably attached to the wet hole wall, so that when asphalt is re-poured above the water-based epoxy resin, a part of force can be dispersed to the hole wall through the water-based epoxy resin layer, and the force distribution condition in the repair structure is further optimized.
The thickness of the aqueous epoxy resin layer is not too large and not too small, and too large affects the reliability of the entire structure, and too small causes the force to be dispersed to be small, 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 addition, after the pouring of the water-based epoxy resin layer 43 is completed, the water-based epoxy resin layer needs to be left for curing until the water-based epoxy resin layer is completely solidified, and after the structure is reliable, the pouring of asphalt is performed, for example, the curing is performed for 8 to 10 hours.
In step S400, the supporting and blocking structure may be a plate, and in order to facilitate the subsequent asphalt pouring, preferably, as shown in fig. 2, the supporting and blocking structure includes a sealing plate assembly 9, where the sealing plate assembly 9 includes a sealing plate 91 and a grouting reserved pipe 93 disposed on the sealing plate 91, and preferably, a lower port of the grouting reserved pipe 93 is disposed near the sealing cap 5, so as to ensure that the hot asphalt is filled layer by layer from bottom to top, prevent the grouting reserved pipe 93 and the sealing cap 5, that is, the aqueous epoxy resin layer, from being too far away from each other to cause impact damage to the epoxy resin layer during the pouring process, and prevent a tapered uneven form from being formed during the filling process, for example, a distance between the lower port of the grouting reserved pipe 93 and the sealing cap 5 is 0.5 to 1.5cm, and preferably 1 cm. The step S400 includes the steps of:
s430, brushing an adhesive on at least the hole wall corresponding to the lining filling part 6;
s440, arranging the sealing plate assembly 9 on the upper side of the waterproof layer 2, so that the distance between the sealing plate 91 and the waterproof layer 2 in the vertical direction is greater than or equal to a third preset distance and less than or equal to a fourth preset distance;
and S450, injecting non-shrinkage cement mortar above the sealing plate 91 to form a lining filling part 6, wherein the distance between the lining filling part 6 and the orifice is greater than or equal to a fifth preset distance and less than or equal to a sixth preset distance.
So, at first utilize shrouding 91 to play temporary shutoff's effect to utilize the adhesive to provide fine adhesive force for no shrink cement mortar, in order to obtain very reliable structure, provide fine basis for subsequent pitch is poured.
In step S440, the sealing plate 91 is used only for temporary sealing, so that the sealing plate 91 may be fixed to the hole by, for example, clamping or bonding, without limitation, as long as the position of the sealing plate 91 can be fixed. In order to avoid slurry leakage as much as possible, the sealing plate 91 is preferably arranged at a position where the hole wall is relatively intact.
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 too large can affect the overall reliability of the structure, and preferably, the third preset distance is 4-6cm, and the fourth preset distance is 7-9 cm.
The fifth preset distance and the sixth preset distance can be set according to actual requirements, the fifth preset distance cannot be too small, the too small can affect the reliability of a subsequent surface repairing structure, the sixth preset distance cannot be too large, the too large can affect the reliability of the whole structure, and preferably, the fifth preset distance is 1-2cm, and the sixth preset distance is 3-4 cm.
In order to increase the roughness of the hole wall to facilitate the adhesion of the adhesive, step S430 preferably further includes the following steps:
s410, roughening the hole wall corresponding to at least the lining filling part 6, for example, roughening the hole wall by using an electric crusher matched with a drill rod;
s420, 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 a small flow of water.
In the embodiment adopting the above steps S410 and S420, 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 S430 of painting the adhesive.
After step S400 is completed, the structure of the grouting reserve pipe exposed to the outside is preferably removed to facilitate the subsequent steps.
As shown in fig. 2, in step S500, in order to enable the gas in the space to be discharged smoothly when pouring the asphalt, it is preferable that the sealing plate assembly 9 further includes a grout returning exhaust pipe 92 disposed on the sealing plate 91, and a nozzle of the grout returning exhaust pipe 92 is flush with a bottom surface of the sealing plate 91, so as to ensure that the asphalt is completely filled in the area to be repaired, and simultaneously ensure that the grout overflows after being filled, and when the grout overflows, indicating that the asphalt is filled, 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, installation of asphalt pouring equipment, confirmation of whether the slurry return exhaust pipe 92 is open or not, and connection of pipelines are performed. 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..
In consideration of the characteristics of asphalt, which is easy to coagulate during the pouring process to block the grouting reserved pipe 93, it is preferable that the grouting reserved pipe 93 for pouring asphalt is preheated before asphalt pouring is performed, so that coagulation of asphalt when flowing through the grouting reserved pipe 93 can be effectively avoided, and smooth proceeding of the grouting process is ensured.
To avoid adversely affecting the lining structure 6, it is preferred that the pitch be poured at a pressure P that is less than the initial pressure P of the pitch being pouredInitial 2+ Δ P2, Δ P2 is a second predetermined pressure difference, for example 2 to 4kg/cm2Further preferably 3kg/cm2。
In step S500, after the completion of the pouring and after the cooling of the asphalt, the exposed portions of the grouting reserved pipe 93 and the grout returning exhaust pipe 92 are removed, and the pipe opening is closed by a pipe cap.
In step S600, 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 S600 includes the following steps:
s620, removing a preset depth, such as 1 to 2cm, preferably 1.5cm, from the surface to be repaired of the lining layer 1 in the area including the hole;
s630, 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 S620, 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 S650, adopting epoxy resin mortar for surface repair.
In step S620, the structure of the edge of the damaged area may be sharp-angled, and chiseling is performed 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 S620, the step of:
and S610, 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 S630 and step S650, further:
and S640, 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 application still provides a structure is restoreed in tunnel for the restoration of tunnel invert structure's lining layer 1 and/or waterproof layer 2, this tunnel is restoreed the structure accessible and is obtained by foretell restoration method, refer to figure 2, it includes running through invert structure's lining layer 1 and waterproof layer 2 and extend to the hole of soil layer 3, still include top-down set up in downthehole lining cutting filling portion 6, support block structure, waterproof layer restoration structure 7, closing cap 5 and soil layer filling portion 4, wherein, the bottom surface that supports block structure is located waterproof layer 2's upside, the top surface of closing cap 5 is located waterproof layer 2's downside.
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 (11)
1. A method for repairing an inverted arch structure of a tunnel, which is used for repairing a lining layer and/or a waterproof layer of the inverted arch structure, and is characterized by comprising the following steps:
s100, punching holes in an area to be repaired of the inverted arch structure, wherein the holes penetrate through a lining layer and a waterproof layer of the inverted arch structure and extend to a soil layer;
s200, pouring first filling slurry into the hole to form a soil layer filling part, wherein the top surface of the soil layer filling part is positioned on the lower side of the waterproof layer;
s300, forming a sealing cover covering the soil layer filling part in the hole, wherein the sealing cover is positioned on the lower side of the waterproof layer;
s400, arranging a supporting and blocking structure in the hole, pouring second filling slurry above the supporting and blocking structure to form a lining filling part, wherein the bottom surface of the supporting and blocking structure is positioned on the upper side of the waterproof layer;
s500, pouring asphalt between the sealing cover and the supporting and plugging structure to form a waterproof layer repairing structure;
s600, repairing the surface of the lining layer.
2. The repair method of claim 1, wherein the first filling slurry is a cement bentonite slurry;
the second filling slurry is non-shrinkage cement mortar.
3. The method as claimed in claim 2, wherein the cement bentonite slurry has a mass ratio of cement to bentonite to water of 340-360:50-60: 800-900.
4. The repair method according to claim 1, wherein the step S200 includes the steps of:
s220, installing a grouting pipe in the hole, and pouring the first filling slurry into the hole through the grouting pipe;
s230, judging whether the pouring amount of the first filling slurry reaches a preset amount, if so, executing S240, otherwise, continuing to judge;
s240, monitoring the slurry height of the first filling slurry in the hole by using an endoscope until the distance between the liquid level of the first filling slurry and the waterproof layer is greater than or equal to the cover thickness plus the first preset distance and less than or equal to the cover thickness plus the second preset distance.
5. The repair method according to claim 4, wherein 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.
6. The repairing method according to claim 1, wherein in the step S300, the cover is formed by injecting an aqueous epoxy resin over the soil filling section to form an aqueous epoxy resin layer having a predetermined thickness, the aqueous epoxy resin layer constituting the cover.
7. The repair method of claim 1, wherein the supporting and blocking structure comprises a sealing plate assembly, the sealing plate assembly comprises a sealing plate and a grouting reserve pipe arranged on the sealing plate, and the step S400 comprises the following steps:
s430, brushing an adhesive on at least the hole wall corresponding to the lining filling part;
s440, arranging the sealing plate assembly on the upper side of the waterproof layer, so that the distance between the sealing plate and the waterproof layer in the vertical direction is greater than or equal to a third preset distance and less than or equal to a fourth preset distance;
s450, injecting non-shrinkage cement mortar above the sealing plate to form a lining filling portion, wherein the distance between the lining filling portion and the hole opening is larger than or equal to a fifth preset distance and smaller than or equal to a sixth preset distance.
8. The repair method according to claim 7, further comprising, before the step S430, the steps of:
s410, roughening at least the hole wall corresponding to the lining filling part;
and S420, cleaning the roughened hole wall by using a pressure cleaning machine.
9. The repair method of claim 7 wherein the sealing plate assembly further comprises a return air bleed tube disposed on the sealing plate, the return air bleed tube having a nozzle that is flush with the bottom surface of the sealing plate.
10. The repair method according to claim 1, wherein the step S600 includes the steps of:
s620, removing a preset depth of the surface to be repaired of the lining layer, including the area where the hole is located;
s630, implanting an L-shaped reinforcing piece;
and S650, adopting epoxy resin mortar for surface repair.
11. The repair method according to claim 10, further comprising, before the step S620, a step of:
s610, scribing the surface to be repaired to scribe the repair range.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010065667.5A CN111156033B (en) | 2020-01-20 | 2020-01-20 | Tunnel inverted arch structure repairing method |
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| CN202010065667.5A CN111156033B (en) | 2020-01-20 | 2020-01-20 | Tunnel inverted arch structure repairing method |
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| CN112921842A (en) * | 2021-01-27 | 2021-06-08 | 天津市管道工程集团有限公司 | Water-stopping and leaking-stopping construction method for concrete culvert pipe |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| GB2032570A (en) * | 1978-10-04 | 1980-05-08 | Ici Ltd | Method for the repair of damaged surfaces |
| JP3193683B2 (en) * | 1997-12-17 | 2001-07-30 | 西武ポリマ化成株式会社 | Expansion joints for repairing existing tunnels |
| CN203130103U (en) * | 2013-03-19 | 2013-08-14 | 葛洲坝集团基础工程有限公司 | Grouting construction apparatus |
| CN105298516A (en) * | 2015-11-11 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation |
| CN109184739B (en) * | 2018-09-30 | 2020-02-07 | 山东建筑大学 | In-situ rapid repair and detection process for damaged area of tunnel field duct piece |
| CN209637778U (en) * | 2019-03-13 | 2019-11-15 | 甘肃省交通规划勘察设计院股份有限公司 | Deng the ruggedized construction for vcehicular tunnel inverted arch |
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