CN114991819B - Three-super control technology for water damage tunnel - Google Patents
Three-super control technology for water damage tunnel Download PDFInfo
- Publication number
- CN114991819B CN114991819B CN202210560353.1A CN202210560353A CN114991819B CN 114991819 B CN114991819 B CN 114991819B CN 202210560353 A CN202210560353 A CN 202210560353A CN 114991819 B CN114991819 B CN 114991819B
- Authority
- CN
- China
- Prior art keywords
- grouting
- advanced
- tunnel
- gradient
- detection
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 46
- 238000005516 engineering process Methods 0.000 title claims abstract description 41
- 238000001514 detection method Methods 0.000 claims abstract description 55
- 238000010276 construction Methods 0.000 claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 26
- 230000002787 reinforcement Effects 0.000 claims abstract description 26
- 230000005641 tunneling Effects 0.000 claims abstract description 12
- 230000000694 effects Effects 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims description 35
- 239000002002 slurry Substances 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 6
- 239000004115 Sodium Silicate Substances 0.000 claims description 5
- 239000007864 aqueous solution Substances 0.000 claims description 5
- 238000012806 monitoring device Methods 0.000 claims description 5
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 5
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 5
- 239000000523 sample Substances 0.000 claims description 4
- 238000012544 monitoring process Methods 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 2
- 230000004323 axial length Effects 0.000 claims description 2
- 230000008092 positive effect Effects 0.000 abstract description 2
- 230000009977 dual effect Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 5
- 230000000750 progressive effect Effects 0.000 description 4
- 238000002360 preparation method Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 230000008093 supporting effect Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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
- 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
-
- 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
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application belongs to the technical field of tunnel engineering, and provides a three-super control technology for a water damage tunnel, which comprises the following steps: advanced detection: detecting the position of underground water and the fault condition in front of the face of the tunnel along the construction tunneling direction of the tunnel; advanced grouting: determining an advanced grouting area according to the result of advanced detection, and performing advanced grouting on the tunnel face; advanced reinforcement: and determining an advanced reinforcement area according to the advanced detection result, and performing advanced reinforcement on tunnel surrounding rocks behind the tunnel face. When the method is used for controlling the water damage tunnel, three advanced treatment technologies of advanced detection, advanced grouting and advanced reinforcement are used, so that the damage of underground water to the safety of the tunnel is effectively controlled, the positive effect on guaranteeing the tunnel construction is achieved, and the guiding effect on the on-site construction flow is achieved.
Description
Technical Field
The application belongs to the technical field of tunnel engineering, and particularly relates to a three-override control technology for a water damage tunnel.
Background
In the tunnel engineering construction process, the water damage can seriously reduce the stability of surrounding rock, wash out and corrode cracks, reduce the strength of the surrounding rock, greatly increase the potential safety hazard of tunnel engineering, and have adverse effects on the aspects of stable tunnel structure, in-tunnel facility operation and the like. The water damage tunnel design requirements are more stringent than for other tunnels.
For a water damage tunnel, there are the following problems: the underground water and karst cave endanger tunnel construction, and surrounding rock is unstable in the excavation process. However, there is no safe construction method for the water damage tunnel in the prior art.
Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The application aims to provide a three-over control technology for a water damage tunnel, which can solve the defects in the prior art.
In order to achieve the above object, the present application provides the following technical solutions:
a three-super control technology for a water damage tunnel comprises the following steps:
advanced detection: detecting the position of underground water and the fault condition in front of the face of the tunnel along the construction tunneling direction of the tunnel;
advanced grouting: determining an advanced grouting area according to the result of advanced detection, and performing advanced grouting on the tunnel face;
advanced reinforcement: and determining an advanced reinforcement area according to the advanced detection result, and performing advanced reinforcement on tunnel surrounding rocks behind the tunnel face.
In the three-overload control technology for the water damage tunnel, preferably, the advanced detection step specifically includes:
firstly, an advanced detection drilling hole is formed in a tunnel face, and the advanced detection drilling hole extends along the construction tunneling direction of a tunnel;
and then, extending the probe into the advanced detection drilling hole, and carrying out advanced detection on the front of the face to obtain a detection result.
In the three-override technique for a water damage tunnel as described above, preferably, in the advanced grouting step, advanced grouting is performed on the front side of the tunnel face through the advanced detection drill hole.
In the three-override technique for a water damage tunnel as described above, preferably, in the advanced grouting step, an advanced grouting drill hole is formed in the tunnel face, the advanced grouting drill hole extends along the construction tunneling direction of the tunnel, and advanced grouting is performed through the advanced grouting drill hole.
In the three-super control technology of the water damage tunnel, preferably, a double-gradient grouting technology is adopted for advanced grouting;
the double gradient grouting technology comprises the following steps: the grouting step is divided into two gradients for grouting, and grouting with a second gradient is performed after grouting with a first gradient.
In the three-super control technology of the water damage tunnel, preferably, the double-gradient grouting technology adopts a progressive sectional grouting method.
In the three-super control technology of the water damage tunnel, concrete is preferably sprayed on the tunnel face for reinforcement.
In the three-over control technique for a water damage tunnel as described above, preferably, in the advanced grouting step, the slurry used includes an admixture for cement and an aqueous solution of sodium silicate.
In the three-super control technology of the water damage tunnel, preferably, a monitoring device is arranged in the advanced grouting construction area and is used for monitoring the advanced grouting construction condition and grouting effect.
In the three-overload control technology of the water damage tunnel, the NPR support technology is preferably adopted for advanced reinforcement.
The beneficial effects are that:
when the method is used for controlling the water damage tunnel, three advanced treatment technologies of advanced detection, advanced grouting and advanced reinforcement are used, so that the damage of underground water to the safety of the tunnel is effectively controlled, the positive effect on guaranteeing the tunnel construction is achieved, and the guiding effect on the on-site construction flow is achieved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. Wherein:
FIG. 1 is a schematic diagram of a three-super technology of a water damage tunnel in the application;
FIG. 2 is a schematic diagram of advanced detection of a water damage tunnel according to the present application;
FIG. 3 is a schematic diagram of a water damage tunnel advanced detection section in the present application;
FIG. 4 is a schematic diagram of the advanced grouting of a water damage tunnel according to the present application;
fig. 5 is a schematic diagram of advanced reinforcement of a water damage tunnel according to the present application.
The names corresponding to the reference numerals in the figures are: 1-face, 2-construction tunneling direction, 3-advanced detection drilling, 4-advanced grouting drilling, 5-dual gradient grouting pipes, 6-fracture grids, 7-advanced grouting areas, 8-NPR anchor rods, 9-double lining structures, 10-drilling equipment, 11-slurry preparation equipment, 12-tunnel bottoms, 13-tunnel side walls, 14-tunnel roof plates and 15-NPR pressure relief holes.
Detailed Description
The following description of the technical solutions in the embodiments of the present application will be clear and complete, and it is obvious that the described embodiments are only some embodiments of the present application, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the application, fall within the scope of protection of the application.
In the description of the present application, the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", etc. refer to the orientation or positional relationship based on that shown in the drawings, merely for convenience of description of the present application and do not require that the present application must be constructed and operated in a specific orientation, and thus should not be construed as limiting the present application. The terms "coupled" and "connected" as used herein are to be construed broadly and may be, for example, fixedly coupled or detachably coupled; either directly or indirectly through intermediate components, the specific meaning of the terms being understood by those of ordinary skill in the art as the case may be.
The application will be described in detail below with reference to the drawings in connection with embodiments. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other.
1-5, in the construction process of the water disaster tunnel, three water disaster control technologies of advanced detection, advanced grouting and advanced reinforcement are adopted to enhance the strength of surrounding rocks of the tunnel and reduce the damage of the water disaster to the tunnel; the method specifically comprises the following steps:
advanced detection: detecting the position of underground water and the fault condition in front of the tunnel face 1 of the tunnel along the construction tunneling direction 2 of the tunnel;
advanced grouting: according to the result of advanced detection, an advanced grouting area 7 is determined, and advanced grouting is carried out on the tunnel face 1;
advanced reinforcement: and determining an advanced reinforcement area according to the advanced detection result, and performing advanced reinforcement on tunnel surrounding rocks behind the tunnel face 1. Specifically, according to the result of advanced detection, the distance of the advanced pre-reinforced rock mass of the tunnel beyond the initial construction position is determined.
In an alternative embodiment of the present application, the advanced detection step specifically includes:
firstly, a drilling device 10 is used for forming an advanced detection drilling hole 3 on a tunnel face 1, and the advanced detection drilling hole 3 extends along a construction tunneling direction 2 of a tunnel; preferably, a plurality of advanced detection drill holes 3 are uniformly distributed along the face 1;
then, the probe is extended into the advanced detection drill hole 3, and advanced detection is carried out on the front of the face 1, so that a detection result is obtained. Specifically, the detection result is interpreted through data processing, and advanced detection is completed.
Preferably, the advance detection borehole 3 has a borehole depth of 15m and a borehole diameter of 35mm.
In an alternative embodiment of the present application, in the advanced grouting step, the advanced grouting is performed on the front of the face 1 through the advanced detection drill hole 3, so that the utilization rate of the advanced detection drill hole 3 can be improved.
In another alternative embodiment of the present application, in the advanced grouting step, the drilling equipment 10 is used to open an advanced grouting drill hole 4 on the face 1, the advanced grouting drill hole 4 extends along the construction tunneling direction 2 of the tunnel, and advanced grouting is performed through the advanced grouting drill hole 4. The advanced grouting drill hole 4 can be drilled (the aperture is increased) on the basis of the advanced detection drill hole 3, and the advanced grouting drill hole 4 can be additionally formed at other positions of the face 1.
In an alternative embodiment of the present application, existing advanced grouting techniques may be employed. The prior advanced grouting technology can play the following roles: filling surrounding rock cracks, improving the stress condition of the surrounding rock of the tunnel, improving the strength of the surrounding rock, increasing the anchor bolt supporting success rate of the surrounding rock of the tunnel and improving the construction tunneling speed. But advanced grouting still has the phenomenon that the strength of surrounding rock is not obviously improved.
In order to solve the defects of the prior advanced grouting technology, in a preferred embodiment of the application, the advanced grouting is performed by adopting the dual gradient grouting technology based on the prior advanced grouting technology.
Preferably, the dual gradient grouting technique employs a progressive stage grouting method. The sectional forward grouting method specifically comprises the following steps: a grouting mode of alternately drilling and grouting is adopted, specifically, during construction, grouting is carried out after drilling is advanced for a certain distance, and then drilling and grouting are continued.
The double gradient grouting technology specifically comprises the following steps: the grouting step is divided into two gradients for grouting, and grouting with a second gradient is performed after grouting with a first gradient. The first gradient grouting adopts a progressive sectional grouting method (grouting while drilling). And (3) injecting the second gradient grouting into the small guide pipe to perform grouting after the first gradient grouting, namely sleeve grouting, into the deep drill hole of the surrounding rock of the tunnel.
Therefore, the dual gradient grouting technique has the following beneficial effects: because the double-gradient grouting technology is used for grouting through two gradients, grouting materials can be fully permeated into the rock, the stress condition of surrounding rock can be continuously improved on the basis of advanced grouting, and the anchor bolt supporting success rate of the surrounding rock is improved to a greater extent. Therefore, the double-gradient grouting technology can effectively improve the advanced grouting effect, greatly improve the supporting effect on the tunnel, and further enhance the capability of the water damage tunnel for resisting groundwater attack.
As shown in fig. 4, a dual gradient grouting pipe 5 is provided at the upper part of the tunnel in front of the face 1, and slurry is injected through the dual gradient grouting pipe 5 into the fissure grid 6 of the rock (pores and fissures, including the advance grouting drill hole 4 and/or the advance detection drill hole 3).
The dual gradient grouting pipe 5 comprises two grouting pipes which are arranged in parallel; the double-gradient grouting pipe 5 is obliquely arranged, the lower end of the double-gradient grouting pipe 5 is located at the top of the tunnel face 1, and the upper end of the double-gradient grouting pipe 5 is located in the tunnel surrounding rock in front of the tunnel face 1. The lower end of the double-gradient grouting pipe 5 is provided with a feed inlet which is communicated with a slurry preparation device 11 through grouting equipment; the dual gradient grouting pipe 5 is provided with a discharge hole through which the slurry is injected into the advanced grouting drilling 4 and/or the advanced detection drilling 3. The slurrying equipment 1 is positioned behind the inner face 1. The grouting pipe is arranged in the mounting hole, the diameter of the opening of the mounting hole is larger than 115mm, the diameter of the final hole is larger than 85mm, and the orifice adoptsSeamless steel pipe with wall thickness of 6 mm.
When the progressive sectional grouting is performed, the drilling length of the mounting hole can be obtained by looking up a table according to the surrounding rock crushing grade; the drilling angle of the mounting hole can be calculated according to the formula:
wherein: alpha-borehole angle;
L 1n -an nth gradient borehole radial length;
L 2n -an nth gradient borehole axial length;
L Z -borehole length.
In an alternative embodiment of the application, the depth of the advanced grouting is 20m.
In an alternative embodiment of the present application, the slurry used in the advanced grouting step includes an admixture for cement and an aqueous solution of sodium silicate. Preferably, the mass ratio of the cement admixture to the sodium silicate aqueous solution is 1.2:1, the mass ratio of the cement admixture to the cement ash is 0.9:1, and the mass ratio of the sodium silicate aqueous solution is 1:0.3.
Calculation principle of grouting amount: because the diffusion radius of the slurry and the surrounding rock gap are difficult to be accurate, the estimation of the grouting amount is carried out according to the geology, hydrologic conditions and grouting mode of the related tunnel engineering and the selected grouting material.
The estimation formula of the grouting amount is as follows:
V＝πr 2 l，
S＝VPλ(1+ζ)，
wherein: total S-grouting amount, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (0.7-0.9);
zeta-slurry loss factor;
l-length of drilling to be driven;
r-radius of the grouting hole.
In a preferred embodiment of the present application, the dual gradient grouting technique refers to performing grouting twice, and grouting the slurry into the fracture grid 6 (pores and cracks) of the rock in sections, so as to effectively enhance the strength of the surrounding rock.
In an alternative embodiment of the application, a monitoring device is arranged in the advanced grouting construction area and is used for monitoring the advanced grouting construction condition and grouting effect.
In an alternative embodiment of the application, concrete is sprayed on the face 1 for reinforcement, the sprayed thickness being 25mm.
In an alternative embodiment of the present application, NPR support techniques are used for advanced reinforcement. The NPR support technology is to drive the NPR anchor rod 8 into the surrounding rock of the tunnel. The NPR anchor rod 8 used for advanced reinforcement can be used at the extremely weak position of tunnel surrounding rock and at the position close to underground water, so that the safety of the water damage tunnel is improved. Compared with the common anchor rod, the NPR anchor rod 8 has excellent impact resistance and can fully cope with tunnel construction environment under complex conditions.
In a preferred embodiment of the present application, NPR support technology and NPR concrete technology are used for advanced reinforcement. The NPR concrete technique is to perform grouting in the area where the NPR anchor rod 8 is driven after the NPR anchor rod 8 is driven into the tunnel, so as to form a concrete anchoring surface.
As shown in fig. 5, NPR pressure relief holes 15 are formed in the surrounding rock of the tunnel, the NPR anchor rods 8 are specifically installed at the top 14 and the side wall 13 of the tunnel, and the NPR anchor rods 8 are not installed at the bottom 12 of the tunnel.
In other embodiments of the application, ordinary anchors may also be used to advance support the tunnel surrounding rock.
Example 1
A three-super control technology for a water damage tunnel comprises the following steps:
and S1, preparing construction.
Step S2, advanced detection is carried out, and the method specifically comprises the following steps:
step S201, a leading detection drilling hole 3 is formed in a tunnel face 1 of a tunnel;
step S202, placing a probe into an advanced detection drill hole 3 to detect the front of the face 1;
step S203, data processing is carried out, the detection result is interpreted, and advanced detection is completed.
Step S3, advanced grouting is carried out, and the method specifically comprises the following steps:
step S301, the slurry preparation equipment 11, the grouting equipment and the monitoring device enter;
step S302, determining an advanced grouting area 7 (grouting depth and grouting thickness) according to an advanced detection result, and grouting the tunnel face 1;
step S303, drilling operation is performed again by utilizing the advanced detection drilling hole 3, so as to obtain an advanced grouting drilling hole 4;
step S304, preparing slurry, selecting a double-gradient grouting technology, and injecting the slurry into the advanced grouting drill hole 4 by using grouting equipment;
in step S305, in the grouting process, the monitoring device is used to detect the advanced grouting condition and grouting effect.
Step S4, performing advanced reinforcement: firstly, drilling holes in the tunnel top 14 and the tunnel side wall 13; then, an NPR anchor rod 8 is driven into the drilled hole so as to strengthen the tunnel cofferdam; finally, the NPR anchor rod 8 is fixed.
In embodiment 1, the advanced grouting and the adoption of the NPR anchor rod 8 are equivalent to the double protection of the water damage tunnel, so that the safety in tunnel construction is greatly improved.
It is to be understood that the above description is intended to be illustrative, and that the embodiments of the present application are not limited thereto.
The foregoing description of the preferred embodiments of the application is not intended to limit the application to the particular embodiments disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the application as defined by the appended claims.
Claims (5)
1. The three-super control technology for the water damage tunnel is characterized by comprising the following steps of:
advanced detection: detecting the position of underground water and the fault condition in front of the face of the tunnel along the construction tunneling direction of the tunnel;
advanced grouting: determining an advanced grouting area according to the result of advanced detection, and performing advanced grouting on the tunnel face;
advanced reinforcement: determining an advanced reinforcement area according to the result of advanced detection, and performing advanced reinforcement on tunnel surrounding rocks behind the tunnel face; the method comprises the steps of (1) driving an NPR anchor rod into tunnel surrounding rock for advanced reinforcement, and grouting in the area where the NPR anchor rod is driven after the NPR anchor rod is driven into the tunnel to form a concrete anchoring surface;
the advanced detection step specifically comprises the following steps:
firstly, an advanced detection drilling hole is formed in a tunnel face, and the advanced detection drilling hole extends along the construction tunneling direction of a tunnel;
then, extending a probe into the advanced detection drilling hole, and carrying out advanced detection on the front of the tunnel face to obtain a detection result;
in the advanced grouting step, advanced grouting is carried out on the front of the palm face through the advanced detection drilling hole;
in the advanced grouting step, an advanced grouting drilling hole is formed in the tunnel face, the advanced grouting drilling hole extends along the construction tunneling direction of the tunnel, and advanced grouting is carried out through the advanced grouting drilling hole;
the method comprises the steps that a double-gradient grouting pipe is arranged at the upper part of a tunnel and in front of a tunnel face, slurry is injected through the double-gradient grouting pipe, the double-gradient grouting pipe is obliquely arranged, the lower end of the double-gradient grouting pipe is located at the top of the tunnel face, and the upper end of the double-gradient grouting pipe is located in tunnel surrounding rock in front of the tunnel face;
advanced grouting is performed by adopting a double-gradient grouting technology, wherein the double-gradient grouting technology comprises the following steps: the grouting step is divided into two gradients for grouting, and grouting with a second gradient is performed after grouting with a first gradient; the first gradient grouting adopts a forward type sectional grouting method, and the second gradient grouting is performed after the first gradient grouting, and small guide pipes are drilled into the deep holes of the surrounding rocks of the tunnel for grouting;
the dual-gradient grouting technology adopts an advancing type sectional grouting method, when the advancing type sectional grouting is adopted, grouting is carried out after drilling is advanced for a certain distance, then drilling is continued, grouting is carried out again, and the drilling angle of the mounting hole can be achieved
Calculated according to the formula:
wherein: alpha-drilling angle;
L 1n -nth gradient borehole radial length;
L 2n -nth gradient borehole axial length;
L Z -borehole length.
2. The triple-super control technology for a water damage tunnel according to claim 1, wherein concrete is sprayed on the tunnel face for reinforcement.
3. The triple super control technology for a water damage tunnel according to claim 1, wherein in the advanced grouting step, the slurry used includes an admixture for cement and an aqueous solution of sodium silicate.
4. The triple-super control technology for a water damage tunnel according to claim 1, wherein a monitoring device is arranged in a pre-grouting construction area and is used for monitoring the pre-grouting construction condition and grouting effect.
5. The triple-super control technology for a water damage tunnel according to claim 1, wherein the NPR support technology is adopted for advanced reinforcement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210560353.1A CN114991819B (en) | 2022-05-20 | 2022-05-20 | Three-super control technology for water damage tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210560353.1A CN114991819B (en) | 2022-05-20 | 2022-05-20 | Three-super control technology for water damage tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114991819A CN114991819A (en) | 2022-09-02 |
| CN114991819B true CN114991819B (en) | 2023-09-12 |
Family
ID=83027686
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210560353.1A Active CN114991819B (en) | 2022-05-20 | 2022-05-20 | Three-super control technology for water damage tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114991819B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105649652A (en) * | 2016-02-25 | 2016-06-08 | 北京市政建设集团有限责任公司 | Real-time monitoring and grouting reinforcement method for weak surrounding rock tunnel building |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
| CN107762533A (en) * | 2017-10-18 | 2018-03-06 | 中交公局桥隧工程有限公司 | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel |
| CN111287769A (en) * | 2020-02-28 | 2020-06-16 | 贵州建工集团第六建筑工程有限责任公司 | Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof |
| CN112627860A (en) * | 2021-03-08 | 2021-04-09 | 中铁五局集团第一工程有限责任公司 | Advanced grouting method for tunnel face of cement-rich rock stratum |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN113700490A (en) * | 2021-09-17 | 2021-11-26 | 哈尔滨工业大学 | Integrated freezing injury-water injury prevention and control method for tunnel construction and maintenance |
| CN114483085A (en) * | 2022-04-01 | 2022-05-13 | 中国矿业大学(北京) | Construction method of double-partition double-control system of soft rock tunnel |
-
2022
- 2022-05-20 CN CN202210560353.1A patent/CN114991819B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105649652A (en) * | 2016-02-25 | 2016-06-08 | 北京市政建设集团有限责任公司 | Real-time monitoring and grouting reinforcement method for weak surrounding rock tunnel building |
| CN107035387A (en) * | 2016-12-12 | 2017-08-11 | 贵州理工学院 | A kind of roadway surrounding rock control method under the influence of strong dynamic pressure |
| CN107762533A (en) * | 2017-10-18 | 2018-03-06 | 中交公局桥隧工程有限公司 | A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel |
| CN111287769A (en) * | 2020-02-28 | 2020-06-16 | 贵州建工集团第六建筑工程有限责任公司 | Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN112627860A (en) * | 2021-03-08 | 2021-04-09 | 中铁五局集团第一工程有限责任公司 | Advanced grouting method for tunnel face of cement-rich rock stratum |
| CN113700490A (en) * | 2021-09-17 | 2021-11-26 | 哈尔滨工业大学 | Integrated freezing injury-water injury prevention and control method for tunnel construction and maintenance |
| CN114483085A (en) * | 2022-04-01 | 2022-05-13 | 中国矿业大学(北京) | Construction method of double-partition double-control system of soft rock tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114991819A (en) | 2022-09-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN104790873B (en) | Soft rock layer jet is oriented to the integrated drilling method of the anti-collapse hole of pore-forming reaming | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN108166483A (en) | Bored pile construction method | |
| CN113073983B (en) | Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone | |
| CN206015669U (en) | Pile foundation reinforcement system based on reinforcement synthesis pillared clay | |
| CN109026020B (en) | Water-rich tunnel karst cave treatment and excavation method | |
| CN108661650A (en) | A kind of rich water magmatic body area depth pozo shaft construction method | |
| CN111119940A (en) | Grouting construction treatment method | |
| CN114109442B (en) | Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method | |
| CN114483109A (en) | Curtain grouting advanced large pipe shed penetrating construction method for penetrating tunnel fault fracture zone | |
| CN207406345U (en) | Rich water sand-pebble layer shield tunnel end horizontal grouting ruggedized construction | |
| CN101251020A (en) | Subsection hole-drilling repeatedly slip-casting method | |
| CN114991819B (en) | Three-super control technology for water damage tunnel | |
| CN116804369A (en) | TBM (Tunnel boring machine) combined construction method for crossing bad stratum | |
| CN102071945B (en) | Method for driving-in and driving-out construction in built structure closed in three sides for shield | |
| CN216142041U (en) | Foundation pit supporting structure next to high-speed rail operation line | |
| CN114737979B (en) | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region | |
| CN114233374B (en) | Ground grouting construction method for reinforcing cavity collapse area of inclined shaft after mud burst and water burst | |
| CN215718763U (en) | Shield constructs end reinforced structure | |
| CN115839251A (en) | Up-down overlapping tunnel construction method based on advanced pre-reinforcement | |
| CN113464150A (en) | Shield end reinforcing structure and reinforcing construction method | |
| CN113404517A (en) | Construction method for mud-bursting and water-flushing of tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |