CN114991818B - Advanced grouting construction method for tunnel penetrating fault - Google Patents
Advanced grouting construction method for tunnel penetrating fault Download PDFInfo
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- CN114991818B CN114991818B CN202210541970.7A CN202210541970A CN114991818B CN 114991818 B CN114991818 B CN 114991818B CN 202210541970 A CN202210541970 A CN 202210541970A CN 114991818 B CN114991818 B CN 114991818B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- 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
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- Lining And Supports For Tunnels (AREA)
Abstract
The application provides an advanced grouting construction method for tunnel penetrating fault, which comprises the following steps: step 1, detecting a surrounding rock area, determining a grouting reinforcement area, and performing grouting design; step 2, spraying a concrete cover, and marking drilling points in a first gradient grouting area; step 3, implementing a first gradient drilling operation and implementing a first gradient grouting operation; step 4, implementing a second gradient detection drilling operation, and checking a first gradient grouting result; step 5, implementing a second gradient drilling operation, implementing a second gradient grouting operation, and implementing a middle-lower-step anchor rod and anchor cable installation operation; step 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, performing full-section anchor rod and anchor cable installation operation; and 7, a two-lining structure is arranged, and the supporting operation of the tunnel is completed. The advanced grouting construction method for the tunnel penetrating fault enables the tunnel to be more stable, and therefore safety of the tunnel and safety of constructors are guaranteed.
Description
Technical Field
The application belongs to the technical field of advanced grouting of tunnels, and particularly relates to an advanced grouting technology of tunnel penetrating fault.
Background
In the tunneling process, water damage, surrounding rock fragmentation, serious activity faults and the like can seriously influence the tunnel construction quality and the construction progress. In order to solve the problem of serious surrounding rock crushing caused by movable faults, the prior art adopts advanced grouting reinforcement technology to perform advanced reinforcement on the non-excavated rock mass above the front part of the tunnel face so as to ensure the tunnel construction quality and the construction progress; however, the prior art has certain defects.
For example: the main disadvantage of the advanced small-conduit grouting technology is that the length of the conduit is short, and the conduit cannot form a supporting effect on more movable faults and severely broken surrounding rocks. Because the length of the conduit is not too long, the range of the supporting effect of the technology is very small, and the supporting range required by the surrounding rock breaking cannot be formed.
The main disadvantage of the progressive sectional grouting technology is that for deep hole grouting, the working efficiency of the technology is too low, and the work cycle connection is seriously affected. Because the method drills a certain distance and then grouting a certain distance, the distance forms a stable structure and then grouting in the next cycle is carried out, the working efficiency is seriously affected.
The main defects of the drill rod retreating type advanced grouting technology are that as slurry fills the hole between the drill rod and the drill hole, the drill rod is tightly held and the drill bit is clamped after consolidation (the diameter of the drill bit is larger than that of the drill rod), a drilling machine power head with high power and large torque is required for realizing the retreating of the drill rod, repeated rotation beating is required, the slurry is vibrated to be solidified and then drawn out, the requirement on equipment is high, the abrasion is large, the maintenance and replacement cost of core accessories such as a spline shaft in the power head is relatively high, and the risk of retreating and escaping failure exists in the deep hole grouting process which is larger than 20 m.
The above advanced grouting technique faces one of the most major drawbacks: under the condition that the surrounding rock is broken due to the movable fault, the surrounding rock cannot be effectively grouting and reinforced through one-time grouting, so that repeated grouting and reinforcement are needed, the working efficiency is greatly reduced, and the grouting cost is increased.
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 an advanced grouting construction method for tunnel penetration active faults, which at least solves the problems of lower working efficiency, higher grouting cost and the like of the existing grouting technology.
In order to achieve the above object, the present application provides the following technical solutions:
an advanced grouting construction method for tunnel penetrating fault comprises the following steps:
step 1, detecting a broken surrounding rock area of a tunnel, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is positioned at the peripheral position in front of the face;
step 2, spraying a concrete cover on the tunnel face, manufacturing an artificial grouting wall, and marking drilling points required by a first gradient grouting area on the artificial grouting wall;
step 3, implementing a first gradient drilling operation and implementing a first gradient grouting operation;
step 4, after the first gradient grouting is completed, implementing a second gradient detection drilling operation, and checking the first gradient grouting result when the second gradient detection drilling is carried out to the first gradient grouting area;
step 5, implementing a second gradient drilling operation, implementing a second gradient grouting operation, and simultaneously implementing a middle-lower step anchor rod and anchor cable installation operation;
step 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, performing full-section anchor rod and anchor cable installation operation;
and 7, a two-lining structure is arranged, and the supporting operation of the tunnel is completed.
In the advanced grouting construction method of the tunnel penetrating fault, preferably, the first gradient grouting area is positioned at the front periphery of the tunnel face; the second gradient grouting area is located at the periphery of the first gradient grouting area.
In the advanced grouting construction method for tunnel penetrating fault, preferably, the first gradient grouting area and the second gradient grouting area are staggered in the front-rear direction, the second gradient grouting area is advanced from the first gradient grouting area, and the second gradient grouting area and the first gradient grouting area have an overlapping area in the vertical direction.
Preferably, the grouting design comprises determining a grouting range, determining a first gradient grouting length and a second gradient grouting length, a slurry diffusion radius, a drilling parameter, a grouting parameter and grouting material selection.
In the advanced grouting construction method of the tunnel penetration active fault as described above, preferably, the drilling angle is alpha,
wherein: alpha is the drilling angle;
L 1n drilling a radial length for an nth gradient;
L 2n drilling an axial length for an nth gradient;
L Z is the borehole length.
In the advanced grouting construction method for tunnel penetration fault, preferably, the grouting parameters include grouting amount, and an estimation formula of the grouting amount is as follows:
V＝πr 2 l
wherein: s-total grouting amount, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
-slurry loss factor.
l-length of hole to be drilled, m.
r-radius of grouting hole, m.
In the advanced grouting construction method of the tunnel penetrating fault, preferably, the first gradient grouting area adopts an advanced sectional advanced grouting technology, and the length of the first gradient advanced grouting is 10-13 m.
In the advanced grouting construction method of tunnel penetrating fault, preferably, in step 4, when the second gradient drilling operation is implemented, a detection hole with the same depth as the first gradient is first drilled for checking the first gradient grouting effect, and the detection hole needs to have the same valgus angle as the second gradient grouting hole.
In the advanced grouting construction method for tunnel penetrating fault, preferably, in step 5, the stable structure formed by the first gradient grouting can be used as a grouting stop wall for the second gradient grouting, the second gradient grouting adopts a sleeve grouting technology, and the advanced grouting range of the second gradient is from the end point of the first gradient grouting to the designed full grouting range.
In the advanced grouting construction method of the tunnel penetrating fault, preferably, the anchor rod or the anchor cable is an NPR anchor rod or an NPR anchor cable.
The beneficial effects are that: the advanced grouting construction method for the tunnel penetrating active fault utilizes advanced grouting to strengthen surrounding rock, can enable the active fault to reduce adverse effects on tunnel construction caused by underground water and unstable surrounding rock, and can effectively guarantee safety of constructors and equipment. By adopting the double-gradient advanced grouting technology, the defect of insufficient grouting in the existing disposable grouting technology can be overcome, so that the surrounding rock is ensured to form a complete stable structure. By adopting the double-gradient grouting and NPR anchor rod cable supporting technology, the primary lining of the tunnel can be more stable, so that the safety of the tunnel and the safety of construction staff are ensured.
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 flow chart of a method for advanced grouting construction of tunnel penetrating fault in an embodiment of the application;
FIG. 2 is a cross-sectional view of a first gradient lead grouting along the axial direction of a tunnel according to an embodiment of the present application;
FIG. 3 is a cross-sectional view of a second gradient lead grouting along the axial direction of a tunnel according to an embodiment of the present application;
FIG. 4 is a cross-sectional view of a first gradient lead grouting along the radial direction of a tunnel according to an embodiment of the present application;
fig. 5 is a cross-sectional view of a second gradient lead grouting along the radial direction of a tunnel according to an embodiment of the present application.
In the figure: 1. NPR anchor rods or NPR anchor cables; 2. a second gradient grouting area; 3. a first gradient grouting area; 4. a first gradient grouting pipe; 5. crushing the belt; 6. a grouting pump; 7. a secondary liner structure; 8. and a second gradient grouting pipe.
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.
According to a specific embodiment of the present application, as shown in fig. 1 to 5, the present application provides a method for advanced grouting construction of a tunnel penetrating fault, which is characterized in that the construction method includes the following steps:
step 1, detecting a broken surrounding rock area of a tunnel, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is located at the peripheral position in front of the face.
In this embodiment, the first gradient grouting area is located at the front periphery of the face; the second gradient grouting area is located at the periphery of the first gradient grouting area.
The first gradient grouting area and the second gradient grouting area are staggered in the front-back direction, the second gradient grouting area is ahead of the first gradient grouting area, and the second gradient grouting area and the first gradient grouting area are provided with an overlapping area in the vertical direction; the method can ensure that a part of a stable structure formed by the first gradient grouting can be used as a grouting stopping wall of the second gradient grouting, meanwhile, a part of the second gradient grouting area leads to the second gradient grouting area and can also be used as a grouting stopping wall of the first gradient grouting area in the next period, and the first gradient grouting area and the second gradient grouting area are staggered with each other, so that the second gradient grouting area in the previous period and the first gradient grouting area in the next period have mutually overlapped parts, further, the grouting areas in any two adjacent periods can be mutually overlapped, the grouting areas in all grouting periods can be better connected into a whole, the lead grouting area has enough integral structural strength, and the construction method has better lead grouting effect.
In this embodiment, the grouting depth and area are determined by breaking the surrounding rock area and the length of the anchor rod and the anchor cable, so as to divide the first gradient grouting area and the second gradient grouting area. The grouting design comprises the steps of determining a grouting range, determining a first gradient grouting length, a second gradient grouting length, a slurry diffusion radius, drilling parameters, grouting parameters (including grouting efficiency, grouting final pressure and single-hole grouting amount) and grouting material model selection.
The drilling angle is alpha,
wherein: alpha is the drilling angle;
L 1n drilling a radial length for an nth gradient;
L 2n drilling an axial length for an nth gradient;
L Z is the borehole length.
The grouting parameters comprise grouting amount, and the estimation formula of the grouting amount is as follows:
V＝πr 2 l
wherein: s-total grouting amount, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
-slurry loss factor.
l-length of hole to be drilled, m.
r-radius of grouting hole, m.
Step 2, spraying a concrete cover on the tunnel face, manufacturing an artificial grouting wall, and marking drilling points required by a first gradient grouting area on the artificial grouting wall; the thickness of the sprayed concrete is 20-40cm. The hole sites are designed on the upper step face, the first gradient hole site is arranged on the outer periphery of the artificial grouting stop wall, the second gradient hole site is arranged on the inner periphery of the artificial grouting stop wall, and the second gradient grouting area is arranged above the first gradient grouting area and leads a part of the second gradient grouting area, and the hole site on the inner periphery extends to the hole site of which the grouting area position leads the outer periphery.
Step 3, implementing a first gradient drilling operation and implementing a first gradient grouting operation; the first gradient grouting adopts an advancing type segmented advanced grouting technology to perform grouting reinforcement on broken surrounding rock near the face, so that the front of the face can have a self-stabilizing structure. The sectional length of the grouting area can be obtained by looking up a table according to the surrounding rock breaking grade, and in the embodiment, the first gradient advanced grouting length is 10-13m; grouting material is injected into the breaker 5 through the first gradient grouting pipe 4 by using the grouting pump 6, so that a first gradient grouting area 3 is formed in the near-face area.
Step 4, after the first gradient grouting is completed, implementing a second gradient detection drilling operation, and checking the first gradient grouting result when the second gradient detection drilling is carried out to the first gradient grouting area; in step 4, when the second gradient drilling operation is implemented, firstly, a detection hole with the same depth as the first gradient is drilled and used for checking the first gradient grouting effect, and the detection hole needs to be the same as the everting angle of the second gradient grouting hole; therefore, the second gradient advanced grouting can be used for further punching by using the detection holes, and the utilization rate of the detection holes is improved.
And 5, implementing a second gradient drilling operation, implementing a second gradient grouting operation, and simultaneously implementing a middle-lower-step anchor rod and anchor cable installation operation.
In the embodiment, the second gradient grouting adopts a sleeve grouting technology to perform grouting reinforcement on the deep broken surrounding rock, and the second gradient advanced grouting range is from the end point of the first gradient grouting to the designed full grouting range; by adopting the sleeve type grouting technology, the grouting can be directly performed on the second gradient grouting area through the first gradient grouting area, so that the problems of repeated grouting of a shallow part and insufficient grouting of a deep part are avoided. Specifically, a grouting material is injected into the breaker belt 5 through a second gradient grouting pipe 8 using a grouting pump 6, so that a second gradient grouting area 2 is formed outside the first gradient grouting area 3.
The first gradient grouting and the second gradient grouting are performed on the upper step, and after the first gradient grouting is completed, the surrounding rock near the face has a stable structure, so that the anchor rod supporting operation can be implemented on the middle step and the lower step of the surrounding rock which is subjected to grouting reinforcement in the previous cycle, and the anchor rod or the anchor rope anchoring section is required to be ensured to be positioned in a grouting reinforcement area.
In this embodiment, the anchor rods or anchor cables are NPR anchor rods or NPR anchor cables 1, and the NPR anchor rods or NPR anchor cables 1 are anchored in the second gradient grouting area. The surrounding rock close to the outer portion of the face is reinforced by the first gradient grouting area, a safe construction environment is provided for construction, advanced grouting is performed on the deep portion by the second gradient, grouting reinforcement is performed on surrounding rock close to the anchoring section of the NPR anchor rod rope by effectively combining the NPR anchor rod rope technology, the NPR anchor rod rope is prevented from failing due to the fact that the NPR anchor rod rope is not anchored, the constant resistance large deformation characteristic of the NPR material is fully exerted, the double gradient grouting technology is combined with the NPR anchor rod rope technology, accordingly deformation of a broken surrounding rock tunnel is effectively controlled, the repairing rate is reduced, and the construction tunneling efficiency is improved.
And 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, carrying out the installation operation of the full-section NPR anchor rod or the NPR anchor cable 1.
And 7, a secondary lining structure 7 is arranged, and the supporting operation of the tunnel is completed.
In summary, in the technical scheme of the advanced grouting construction method for the tunnel penetrating fault, the advanced grouting is divided into two gradients for grouting, so that the strength of surrounding rock of the tunnel is effectively improved, the deformation of the surrounding rock is reduced, and the safety of construction environment is ensured. The near-face stable crack-free structure is formed through the first gradient grouting, the second gradient grouting can be ensured to be focused on the deep grouting position, the problem that the deep grouting is insufficient due to repeated grouting at the shallow position is avoided, the face is extremely unstable for active faults and extremely broken surrounding rocks, the near-face surrounding rocks can be reinforced through the first gradient grouting, and a stable structure is formed near the face, so that a safe working environment is provided for construction. Thus, the problem of insufficient grouting is solved, the environment with extremely poor surrounding rock conditions can be adapted, and the working efficiency can be 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 (8)
1. The advanced grouting construction method for the tunnel penetrating fault is characterized by comprising the following steps of:
step 1, detecting a broken surrounding rock area of a tunnel, determining a grouting reinforcement area, and performing grouting design; the grouting reinforcement area comprises a first gradient grouting area and a second gradient grouting area, and the grouting reinforcement area is positioned at the peripheral position in front of the face;
step 2, spraying a concrete cover on the tunnel face, manufacturing an artificial grouting wall, and marking drilling points required by a first gradient grouting area on the artificial grouting wall;
step 3, implementing a first gradient drilling operation and implementing a first gradient grouting operation;
step 4, after the first gradient grouting is completed, implementing a second gradient detection drilling operation, and checking the first gradient grouting result when the second gradient detection drilling is carried out to the first gradient grouting area;
step 5, implementing a second gradient drilling operation, implementing a second gradient grouting operation, and simultaneously implementing a middle-lower step anchor rod and anchor cable installation operation;
step 6, after the advanced grouting of the first gradient grouting area and the second gradient grouting area is completed, performing full-section anchor rod and anchor cable installation operation;
step 7, a two-lining structure is arranged, the supporting operation of the tunnel is completed, and a first gradient grouting area is positioned at the periphery in front of the tunnel face; the second gradient grouting area is positioned at the periphery of the first gradient grouting area, the first gradient grouting area and the second gradient grouting area are staggered in the front-back direction, the second gradient grouting area is ahead of the first gradient grouting area, and the second gradient grouting area and the first gradient grouting area are provided with overlapping areas in the vertical direction.
2. The advanced grouting construction method of tunnel penetrating fault according to claim 1, wherein grouting design comprises determining grouting range, determining first gradient grouting length and second gradient grouting length, slurry diffusion radius, drilling parameters, grouting parameters and grouting material selection.
3. The advanced grouting construction method for tunnel penetration active fault according to claim 2, wherein the drilling angle is alpha,
wherein: alpha is the drilling angle;
L 1n drilling a radial length for an nth gradient;
L 2n drilling an axial length for an nth gradient;
L Z is the borehole length.
4. The advanced grouting construction method of tunnel penetrating fault according to claim 2, wherein the grouting parameters comprise grouting amount, and the estimation formula of the grouting amount is as follows:
V＝πr 2 l
wherein: s-total grouting amount, m 3 ；
V-grouting volume, m 3 ；
P-porosity,%;
lambda-slurry fill factor (selected in the range of 0.7-0.9);
-slurry loss factor;
l-length of drilling to be driven in, m;
r-radius of grouting hole, m.
5. The advanced grouting construction method of the tunnel penetrating active fault according to claim 1, wherein the first gradient grouting area adopts an advanced sectional advanced grouting technology, and the length of the first gradient advanced grouting is 10-13 m.
6. The advanced grouting construction method of tunnel penetrating fault according to claim 1, wherein in step 4, when the second gradient drilling operation is performed, a detection hole with the same depth as the first gradient is first drilled for checking the effect of the first gradient grouting, and the detection hole needs to have the same valgus angle as the second gradient grouting hole.
7. The advanced grouting construction method of tunnel penetrating fault according to claim 1, wherein in step 5, the stable structure formed by the first gradient grouting can be used as a grouting stop wall of the second gradient grouting, the second gradient grouting adopts a sleeve grouting technology, and the second gradient advanced grouting range is from the end point of the first gradient grouting to the designed full grouting range.
8. The advanced grouting construction method for tunnel penetrating fault according to any one of claims 1-7, wherein the anchor rod or the anchor cable is an NPR anchor rod or an NPR anchor cable.
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| CN202210541970.7A CN114991818B (en) | 2022-05-17 | 2022-05-17 | Advanced grouting construction method for tunnel penetrating fault |
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| CN202210541970.7A CN114991818B (en) | 2022-05-17 | 2022-05-17 | Advanced grouting construction method for tunnel penetrating fault |
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| CN112855223A (en) * | 2021-04-06 | 2021-05-28 | 中国矿业大学 | Integrated grouting method for coal roadway penetrating through goaf wall rear-advance curtain space |
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| CN109209443A (en) * | 2018-11-12 | 2019-01-15 | 山东大学 | A kind of construction method of breaking surrounding rock tunnel structure |
| CN109854252A (en) * | 2019-02-01 | 2019-06-07 | 王�琦 | Underground engineering complete control method stage by stage |
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| CN112855223A (en) * | 2021-04-06 | 2021-05-28 | 中国矿业大学 | Integrated grouting method for coal roadway penetrating through goaf wall rear-advance curtain space |
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| CN114991818A (en) | 2022-09-02 |
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