CN113137250B - Rapid pre-reinforcement grouting method for tunnel face excavation of deep-buried high-pressure water-rich tunnel - Google Patents
Rapid pre-reinforcement grouting method for tunnel face excavation of deep-buried high-pressure water-rich tunnel Download PDFInfo
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- CN113137250B CN113137250B CN202110591710.6A CN202110591710A CN113137250B CN 113137250 B CN113137250 B CN 113137250B CN 202110591710 A CN202110591710 A CN 202110591710A CN 113137250 B CN113137250 B CN 113137250B
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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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
Abstract
The invention provides a rapid pre-reinforcement grouting method for excavation of a tunnel face of a deep-buried high-pressure water-rich tunnel, which comprises the following steps: determining surrounding rock parameters of the tunnel, and calculating hole distances according to the surrounding rock parameters; determining a drilling scheme according to the section area of the tunnel; carrying out regional and step-by-step drilling according to a drilling scheme, and stopping drilling when the drilling depth is reached; starting a high-pressure water jet device, cutting a rock mass within the length range of a drilling hole by using high-pressure water of a drilling arm hole, and generating a pre-crack to form a slurry diffusion channel; starting a grouting device, pressing a rock mass into quick initial setting slurry, and realizing quick diffusion of the slurry to an excavation surface by utilizing the pressure difference between the rock mass and the tunnel excavation surface; checking grouting effect, and judging whether the slurry is refilled or not according to the water seepage condition of surrounding rock of the face. The grouting method provided by the invention can realize on-site dynamic regulation and control, fully utilizes the pressure difference between the fracture water and the excavation surface, reasonably optimizes the drilling quantity, shortens the time consumption of labor, saves grouting materials, effectively reduces the occurrence frequency of disasters, and ensures the safe penetration of the high-pressure water-rich tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a rapid pre-reinforcement grouting method for tunnel face excavation of a deep-buried high-pressure water-rich tunnel.
Background
With the continuous and straight forward development of the western region, the infrastructure of the southwest region is rapidly developed, and tunnels are built in all places. In partial regions of southwest, the rock mass property and hydrologic conditions of the partial regions promote the formation of karst landforms; under the geological condition of karst landform, engineering disasters such as water burst and mud burst are often encountered when a tunnel is constructed to pass through a karst development zone: a large amount of groundwater flows into the tunnel to cause mechanical equipment damage and casualties, so that the engineering cost is increased and the construction period is prolonged; once water and mud burst, a great amount of financial resources and material resources are consumed for grouting and water shutoff.
For a deep buried water-rich tunnel, in actual engineering, when the water yield of the tunnel face is more than 10m 3 At the time of/h, grouting and water shutoff are usually carried out on the tunnel face according to a curtain grouting method at present. Although curtain grouting has good water blocking and preventing effects, curtain grouting has the defects of large drilling quantity, high grouting construction strength, long labor time and the like.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a rapid pre-reinforcing grouting method for deep-buried high-pressure water-rich tunnel face excavation, which aims to solve the technical problems of large number of curtain grouting holes, high grouting construction strength, poor grouting reinforcing effect and long time in the prior art.
The technical scheme adopted by the invention is that the rapid pre-reinforcement grouting method for the tunnel face excavation of the deep-buried high-pressure water-rich tunnel comprises the following steps:
s1, determining surrounding rock parameters of a tunnel, and calculating hole distances according to the surrounding rock parameters;
s2, determining a drilling scheme according to the section area of the tunnel;
s3, carrying out zoning and step-by-step drilling according to a drilling scheme, and stopping drilling when the drilling depth is reached;
s4, determining the water pressure according to the pore-forming area, and setting grouting pressure;
s5, starting a high-pressure water jet device, injecting high-pressure water into the rock mass through the drill boom hole, and enabling the rock mass at the drill boom hole to generate a pre-crack to form a slurry diffusion channel;
s6, starting a grouting device, grouting and reinforcing the rock mass through a slurry diffusion channel;
s7, repeating the steps S3 to S6 until grouting reinforcement is completed on the face;
s8, checking grouting effect, and determining whether to carry out slurry filling treatment according to the water leakage condition of surrounding rock of the face.
Further, the calculation of the pitch is specifically performed according to the following steps:
s11, determining tunnel surrounding rock parameters by adopting a TSP advanced geophysical prospecting technology;
s12, calculating to obtain a hole distance according to surrounding rock parameters and grouting material basic parameters;
s13, recalculating the hole distance when the surrounding rock parameters are changed;
s14, repeating the steps S11 and S12 to obtain the hole distances corresponding to the surrounding rocks of various grades.
Further, the calculation formula of the hole pitch is specifically as follows:
in the above formula, R represents the pitch, k f The rock mass permeability coefficient is represented, P represents grouting pressure, D represents drilling diameter, t represents grouting time, and alpha represents viscosity ratio; n represents porosity.
Further, the drilling scheme divides holes according to the section area of the tunnel, if the section area of the tunnel is smaller than 50m 2 Dividing the section into an upper region and a lower region; if the tunnel cross-sectional area is greater than 50m 2 Less than 100m 2 Dividing the section into upper, middle and lower 3 areas; if the tunnel section is more than 100m 2 The section is divided into upper, middle and lower 4 zones.
Further, the step-by-step hole forming is to drill holes from top to bottom according to the drilling partition from outside to inside.
Further, the diameter of the drill bit of the drill rod used in drilling is 6-8 mm larger than the diameter of the drill arm; the length of the drill boom is 25-35 m.
Further, the water pressure in the pore-forming area is the water pressure after all drilling holes in a certain area are completed.
Further, when grouting reinforcement is carried out on the rock mass, grouting is carried out in a mode of reinforcing the outer layer and then reinforcing the inner layer, and the pressure in the grouting process is 0.5-1 MPa higher than the water pressure after drilling is finished.
According to the technical scheme, the beneficial technical effects of the invention are as follows:
the provided grouting method can realize on-site dynamic regulation and control, and realize mobility of a deep-buried high-pressure water-rich tunnel face excavation rapid pre-reinforcement grouting scheme and feasibility of dynamic construction; the method has the advantages that the pressure difference between the crack water pressure in the rock mass and the excavated surface is fully utilized to enable the material to be self-diffused, the grouting pressure is reduced, the number of holes to be drilled is reasonably optimized, the loss of the grouting material is reduced, the construction strength is reduced, the time consumption is shortened, the occurrence frequency of disasters is effectively reduced, and the safe and smooth penetration of the high-pressure water-rich tunnel is ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. Like elements or portions are generally identified by like reference numerals throughout the several figures. In the drawings, elements or portions thereof are not necessarily drawn to scale.
FIG. 1 is a flow chart of a grouting method according to an embodiment of the invention;
FIG. 2 is a schematic diagram of hole spacing and tunnel zoning according to an embodiment of the present invention;
FIG. 3 is a schematic view of a mechanical drill rod according to an embodiment of the present invention;
FIG. 4 is a schematic diagram showing the comparison of the pre-fracture generated by the high-pressure water jet device according to the embodiment of the present invention with the conventional grouting reinforcement;
FIG. 5 is a schematic view of axial grouting reinforcement in a region A1 of a tunnel section according to an embodiment of the present invention;
reference numerals:
1-pitch, A1, A2; b1 B2, B3; c1 The method comprises the following steps of C2, C3 and C4 tunnel section zoning, namely 21-drill bit, 22-drill arm, 23-drill arm hole, 3-drill hole, 31-reinforcement range under water pressure, 32-reinforcement range under no water pressure, 33-water pressure direction, 4-zoning contour line, 41-first part grouting hole, 42-second part grouting hole and 43-third part grouting hole.
Detailed Description
Embodiments of the technical scheme of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for more clearly illustrating the technical aspects of the present invention, and thus are merely examples, and are not intended to limit the scope of the present invention.
It is noted that unless otherwise indicated, technical or scientific terms used herein should be given the ordinary meaning as understood by one of ordinary skill in the art to which this invention pertains.
Examples
As shown in FIG. 1, the rapid pre-reinforcement grouting plugging method for the excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel comprises the following steps:
s1, determining surrounding rock parameters of the tunnel, and calculating the hole distance according to the surrounding rock parameters.
Determining tunnel surrounding rock parameters by adopting a TSP advanced geophysical prospecting technology, and obtaining a plurality of physical and mechanical parameters by combining grouting materials, wherein the method comprises the following steps: rock mass permeability coefficient, rock mass poisson ratio, rock mass elastic modulus, viscosity ratio, and porosity. Calculating hole distance according to surrounding rock and grouting material parameters, wherein the hole distance is as follows:
(1) Calculation of hole spacing
S11, obtaining a hole pitch calculation formula according to the grouting reinforcement range, wherein the hole pitch calculation formula is as follows:
in the above formula (1), R represents a pitch, k f The rock mass permeability coefficient is represented, P represents grouting pressure, D represents drilling diameter, t represents grouting time, and alpha represents viscosity ratio; n represents porosity.
The grouting pressure P is calculated according to the following formula:
in the above formula (2), ρ represents the density of water; v denotes the liquid flow rate, pi denotes the circumference ratio, d denotes the drill boom hole diameter, and q denotes the liquid flow rate.
S12, obtaining a hole pitch according to the grouting reinforcement range;
in a specific embodiment, in order to achieve a better grouting reinforcement effect, the overlapping area of the grouting reinforcement area is determined to be 1/3 of the grouting reinforcement range, and a hole pitch is obtained, wherein the hole pitch 1 is shown in fig. 2.
S13, recalculating the hole distance when the surrounding rock parameters are changed;
s14, repeating the steps S11 and S12 to obtain the hole distances corresponding to the surrounding rocks of various grades.
And repeating the steps S11 and S12 to obtain the hole distances corresponding to all levels of surrounding rocks. In a specific embodiment, the hole distance corresponding to the IV-level surrounding rock calculated according to the step is 40-55 cm, the hole distance corresponding to the V-level surrounding rock is 45-60 cm, and the hole distance corresponding to the VI-level surrounding rock is 50-65 cm.
S2, determining a drilling scheme according to the section area of the tunnel.
When the drilling scheme is made, partition drilling is adopted according to the size of the section of the tunnel, so that drilling and grouting quality is ensured, and the partition conditions are shown in the following table:
| tunnel cross-sectional area S (m) 2 ) | ≤50 | 50＜S＜100 | ≥100 |
| Number of partitions | 2 | 3 | 4 |
In the above table, if the tunnel cross-sectional area is smaller than 50m 2 Dividing the section into an upper region and a lower region; if the tunnel cross-sectional area is greater than 50m 2 Less than 100m 2 Dividing the section into upper, middle and lower 3 areas; if the tunnel section is more than 100m 2 The section is divided into upper, middle and lower 4 zones.
S3, carrying out zoning and step drilling according to a drilling scheme, and stopping drilling when the drilling depth is reached; the drill boom of the drill rod used in drilling is provided with a drill boom hole.
When mechanical drilling is carried out, the drilling direction is: and forming holes from the outer layer to the inner layer of the tunnel face, and continuously advancing from the upper layer to the lower layer, wherein the crack channel with better diffusion is obtained by fully utilizing the pressure difference between the crack water pressure in the rock body at the drilling position in the region with smaller tunnel section and the pressure difference between the excavation surfaces.
When mechanical drilling is performed according to the drilling scheme, a schematic view of a mechanical drill rod of the drilling device is shown in fig. 3, and the mechanical drill rod comprises a drill bit 21, a drill boom 22 and a drill boom hole 23.
In a specific embodiment, the diameter of the drill bit 21 is 6-8 mm greater than the diameter of the drill boom 22; the length of the drill boom 22 is 25-35 m; the nozzles are mounted in groups every 30cm along the axial direction of the boom 22.
And S4, determining the water pressure according to the pore-forming area, and planning grouting pressure.
After the drilling of a certain area of the tunnel section is completed, a water pressure measuring instrument is used for measuring the water pressure at the two sides and the middle hole of the tunnel.
S5, starting a high-pressure water jet device, injecting high-pressure water into the rock mass through the drill boom hole, and enabling the rock mass at the drill boom hole to generate a pre-crack to form a slurry diffusion channel.
Starting a high-pressure water jet device, injecting high-pressure water into the rock mass through the drill boom hole, enabling the pre-cracks in the rock mass at the drill boom hole position to be continuously expanded along with the increase of water pressure, enabling all the cracks to be communicated with each other finally, and providing a diffusion channel for subsequent grouting, wherein the diffusion channel is shown in fig. 4, and the direction of an arrow 33 which is positioned on the right side and points to the left side in fig. 4, and represents the water pressure direction. In a specific embodiment, the high-pressure water jet device can be started by using a high-pressure water pump matched with a hose, and high-pressure water is injected into the rock mass through the drill boom hole.
S6, starting a grouting device, and grouting and reinforcing the rock mass through a slurry diffusion channel.
As shown in fig. 5, the grouting device is started to perform grouting reinforcement on the rock mass. Grouting is carried out by adopting a mode of reinforcing the outer layer and then reinforcing the inner layer, the pressure in the grouting process is 0.5-1.0 MPa greater than the water pressure after drilling is finished, so that the grouting liquid is ensured to be fully diffused, and meanwhile, the grouting material is fast and hard, and can be used for reinforcing the rock mass in time.
S7, repeating the steps S3 to S6 until grouting reinforcement is completed on the face.
S8, checking grouting effect, and determining whether to carry out slurry filling treatment according to the water leakage condition of surrounding rock of the face.
In a specific embodiment, the grouting is ended when the grouting pressure is increased to a designed final pressure of 1.5 MPa-2 MPa and when the grouting amount is less than 1/4 of the initial grouting amount.
Determining whether the slurry is refilled or not by observing the water leakage condition of surrounding rock of the tunnel face, and carrying out slurry refilling treatment if water spraying, running water and a large amount of water dripping occur on the tunnel face; if a small amount of water drops and infiltration occur on the tunnel face, the next working procedure of tunnel construction is carried out.
According to the technical scheme provided by the embodiment, drilling is firstly carried out according to surrounding rock parameters of a tunnel, high-pressure water jet is adopted at a designed drilling position, rock mass at a drilling arm hole is subjected to fracturing, a through crack is formed, and a diffusion channel is provided for follow-up grouting; the grouting pressure can be effectively reduced, and the grouting reinforcement range is enlarged. After grouting is completed, performing grouting effect inspection, and if grouting reinforcement effect is not achieved, performing supplementary grouting until the design standard is met; the mobility and the dynamic construction feasibility of the rapid pre-reinforcement grouting scheme for the tunnel face excavation of the deep-buried high-pressure water-rich tunnel are realized.
The grouting method provided by the embodiment can realize on-site dynamic regulation and control, reduce grouting pressure, reasonably optimize the number of drilling holes, reduce the loss of grouting materials, effectively reduce construction strength, shorten labor consumption time, effectively reduce disaster occurrence times and ensure safe and smooth penetration of the high-pressure water-rich tunnel.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and are not limiting; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention, and are intended to be included within the scope of the appended claims and description.
Claims (8)
1. The rapid pre-reinforcement grouting method for the excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel is characterized by comprising the following steps of:
s1, determining surrounding rock parameters of a tunnel, and calculating hole distances according to the surrounding rock parameters;
s2, determining a drilling scheme according to the section area of the tunnel;
s3, carrying out zoning and step drilling according to a drilling scheme, and stopping drilling when the drilling depth is reached;
s4, determining the water pressure according to the pore-forming area, and setting grouting pressure;
s5, starting a high-pressure water jet device, injecting high-pressure water into the rock mass through the drill boom hole, and enabling the rock mass at the drill boom hole to generate a pre-crack to form a slurry diffusion channel;
s6, starting a grouting device, grouting and reinforcing the rock mass through a slurry diffusion channel;
s7, repeating the steps S3 to S6 until grouting reinforcement is completed on the tunnel face;
s8, checking grouting effect, and determining whether to carry out slurry filling treatment according to the water leakage condition of surrounding rock of the face.
2. The method for quickly pre-reinforcing grouting for excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel according to claim 1 is characterized by comprising the following steps of:
s11, determining surrounding rock parameters of a tunnel by using a tunnel advanced geological prediction system and adopting an advanced geophysical prospecting technology;
s12, calculating to obtain a hole distance according to surrounding rock parameters and grouting material basic parameters;
s13, recalculating the hole distance when the surrounding rock parameters are changed;
s14, repeating the steps S11 and S12 to obtain the hole distances corresponding to the surrounding rocks of various grades.
3. The method for rapid pre-reinforcing grouting for excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel according to claim 2, wherein the hole pitch is calculated according to the following formula:
in the above formula, R represents the pitch, k f The rock mass permeability coefficient is represented, P represents grouting pressure, D represents drilling diameter, t represents grouting time, and alpha represents viscosity ratio; n represents porosity.
4. The method for rapid pre-reinforcement grouting for tunnel face excavation of deep-buried high-pressure water-rich tunnel according to claim 1, wherein the drilling scheme is divided into separate holes according to the tunnel cross-sectional area, if the tunnel cross-sectional area is smaller than 50m 2 Dividing the section into an upper region and a lower region; if the tunnel cross-sectional area is greater than 50m 2 Less than 100m 2 Dividing the section into upper, middle and lower 3 areas; if the tunnel section is more than 100m 2 The section is divided into upper, middle and lower 4 zones.
5. The rapid pre-reinforcement grouting method for excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel according to claim 1, wherein the step-by-step drilling is performed from outside to inside according to the drilling partition, and the holes are drilled from top to bottom respectively.
6. The method for quickly pre-reinforcing grouting for excavation of the tunnel face of the deep-buried high-pressure water-rich tunnel according to claim 1, wherein the diameter of a drill bit of a drill rod used in drilling is 6-8 mm larger than the diameter of a drill boom; the length of the drill boom is 25-35 m.
7. The method for rapid pre-reinforcing grouting for tunnel face excavation of a deep-buried high-pressure water-rich tunnel according to claim 1, wherein the water pressure in the pore-forming area is the water pressure after all drilling holes in the area are completed.
8. The rapid pre-reinforcing grouting method for the tunnel face excavation of the deep-buried high-pressure water-rich tunnel according to claim 1, wherein when grouting reinforcement is carried out on a rock body, grouting is carried out in a mode of reinforcing an outer layer and then reinforcing an inner layer, and the pressure in the grouting process is 0.5-1 MPa higher than the water pressure after drilling is completed.
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