CN111441775A - Rapid grouting arching reinforcement method before excavation of tunnel in stratum with poor groutability and difficult self-stability - Google Patents
Rapid grouting arching reinforcement method before excavation of tunnel in stratum with poor groutability and difficult self-stability Download PDFInfo
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- CN111441775A CN111441775A CN201911101749.4A CN201911101749A CN111441775A CN 111441775 A CN111441775 A CN 111441775A CN 201911101749 A CN201911101749 A CN 201911101749A CN 111441775 A CN111441775 A CN 111441775A
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 83
- 238000000034 method Methods 0.000 title claims abstract description 55
- 230000002787 reinforcement Effects 0.000 title claims abstract description 42
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 45
- 238000011105 stabilization Methods 0.000 claims abstract description 16
- 238000005086 pumping Methods 0.000 claims description 133
- 238000011010 flushing procedure Methods 0.000 claims description 80
- 239000004568 cement Substances 0.000 claims description 65
- 239000002002 slurry Substances 0.000 claims description 30
- 238000007664 blowing Methods 0.000 claims description 28
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 239000000463 material Substances 0.000 claims description 20
- 238000005553 drilling Methods 0.000 claims description 16
- 238000005406 washing Methods 0.000 claims description 9
- 238000007599 discharging Methods 0.000 claims description 8
- 238000001914 filtration Methods 0.000 claims description 8
- 239000003822 epoxy resin Substances 0.000 claims description 4
- 229920000647 polyepoxide Polymers 0.000 claims description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 230000002265 prevention Effects 0.000 abstract description 5
- 230000035515 penetration Effects 0.000 abstract 1
- 230000006641 stabilisation Effects 0.000 abstract 1
- 239000011440 grout Substances 0.000 description 33
- 239000002689 soil Substances 0.000 description 12
- 238000010276 construction Methods 0.000 description 10
- 230000000694 effects Effects 0.000 description 7
- 239000011083 cement mortar Substances 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 239000004746 geotextile Substances 0.000 description 3
- 239000012535 impurity Substances 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 230000008014 freezing Effects 0.000 description 2
- 238000007710 freezing Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 229910000514 dolomite Inorganic materials 0.000 description 1
- 239000010459 dolomite Substances 0.000 description 1
- 239000003651 drinking water Substances 0.000 description 1
- 235000020188 drinking water Nutrition 0.000 description 1
- 238000005755 formation reaction Methods 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
- E21B21/16—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor using gaseous fluids
-
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Physics & Mathematics (AREA)
- Mechanical Engineering (AREA)
- Soil Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a rapid grouting reinforcement method before tunnel excavation of a stratum which is poor in groutability and difficult to self-stabilize, relates to the technical field of tunnels and underground engineering, and solves the technical problems that the tunnel excavation reinforcement method of the stratum which is poor in groutability and difficult to self-stabilize cannot achieve the purposes of rapidness and economy according to a conventional excavation reinforcement method and cannot meet the requirements of tunnel excavation seepage prevention and stabilization in the prior art. It comprises the following steps: (1) dividing the inner side close to the tunnel excavation side line into a plurality of reinforcing areas along the tunnel excavation side line; (2) and (5) reinforcing the reinforced area. The grouting reinforcement method is used for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before the tunnel is excavated, solves the problems of tunnel stability and seepage prevention during the period that the lining is not constructed after the tunnel is excavated, improves the excavation efficiency of the tunnel, and ensures the safe and quick penetration of the tunnel.
Description
Technical Field
The invention relates to the technical field of tunnels and underground engineering, in particular to a rapid grouting reinforcement method before excavation of a tunnel in a stratum which is poor in groutability and difficult to self-stabilize.
Background
The tunnel is used as a passage for passing through natural obstacles such as mountains, rivers, straits and the like, and is widely applied to hydraulic and hydroelectric engineering, traffic engineering, diversion and water transfer engineering, mine engineering and the like. Poor geologic bodies which are difficult to self-stabilize, such as fine sand, clay, desertification dolomite and other strata are usually encountered in the tunnel excavation process, and the tunnel excavation method is characterized in that the self-stabilizing capability is poor, the tunnel excavation can collapse, and the water-rich condition is more serious, so that the tunnel excavation method can become a key factor for restricting the tunnel excavation.
For the stratum which is difficult to self-stabilize and has better groutability, the adoption of advanced grouting of cement-based materials is a more common treatment method in engineering.
For the stratum which is difficult to be self-stabilized and has poor groutability, a freezing method, a solution type grouting material advanced grouting method, a large pipe shed (small conduit) dense support, a short footage excavation method or a high-pressure rotary spraying method is mainly adopted at present. In actual construction, different problems exist in the methods, and the specific analysis is as follows:
1. problems with the freezing method: the construction period is long, the cost is high, and the construction method is difficult to adopt when a long tunnel section is excavated;
2. problems with chemical grouting (solution type grouting material advanced grouting): the slurry solidification body is required to have certain strength, usually more than 10MPa, the material has high cost and poor controllability, most of the materials have influence on the environment, and the slurry solidification body is required to be used with caution particularly near drinking water sources or in diversion tunnels;
3. the problems of the large pipe shed (small pipe) intensive support and short footage excavation method are as follows: the efficiency is low, the reinforcing effect is difficult to ensure, and the phenomena of large-volume soil body collapse and long-time delay of the construction period of the tunnel are frequently encountered.
4. The high-pressure rotary spraying method has the following problems: when the rock block, the pebble and other hard rock-soil bodies are encountered, the treatment effect is difficult to ensure; the equipment has larger volume, the construction is not flexible and convenient, and the operation is more complicated when the overhead hole and the horizontal hole are constructed; in formations with significant fractures, the diffusion distance is relatively small.
The applicant has found that the prior art has at least the following technical problems:
in the prior art, the tunnel in a stratum which has poor irrigation performance and is difficult to stabilize by itself cannot achieve the purposes of rapidness and economy according to a conventional excavation reinforcing method, and cannot meet the requirements of seepage prevention and stability of tunnel excavation.
Disclosure of Invention
The invention aims to provide a rapid grouting reinforcement method before excavation of a tunnel in a stratum which is poor in groutability and difficult to self-stabilize, and aims to solve the technical problems that the tunnel in the stratum which is poor in groutability and difficult to self-stabilize cannot achieve the purpose of rapidness and economy according to a conventional excavation reinforcement method, and cannot meet the requirements of seepage prevention and stability in tunnel excavation in the prior art. The technical effects that can be produced by the preferred technical scheme in the technical schemes provided by the invention are described in detail in the following.
In order to achieve the purpose, the invention provides the following technical scheme:
the invention provides a rapid grouting reinforcement method before excavation of a tunnel in a stratum which is poor in groutability and difficult to self-stabilize, which is characterized by comprising the following steps of: the method comprises the following steps:
(1) dividing the inner side close to the tunnel excavation side line into a plurality of reinforcing areas along the tunnel excavation side line;
(2) and (3) reinforcing the reinforced area:
① drilling a first group of flushing grouting holes and pumping holes in a first reinforcing area at the inner side close to the excavation side line of the tunnel, wherein the flushing grouting holes and the pumping holes are drilled adjacently, the positions of the flushing grouting holes are higher than those of the pumping holes, the flushing grouting holes and the pumping holes are drilled along the excavation direction of the tunnel, and the hole depth of the pumping holes is not less than that of the flushing grouting holes;
② a pumping and exhausting pipe is arranged in the pumping and exhausting hole, and a pumping and exhausting through hole is arranged on the side wall of the pumping and exhausting pipe;
③ washing and blowing the washing and grouting holes in sequence;
meanwhile, air and water in the pumping hole are pumped away by a pumping pump; under the combined action of flushing and blowing the flushing grouting holes and pumping and discharging the pumping and discharging holes by using a pumping and discharging pump, a channel for pouring cement slurry is formed between the flushing grouting holes and the pumping and discharging holes;
④ pouring cement slurry into the flushing grouting hole under high pressure, and continuously pumping the pumping hole by using a pump;
⑤ drilling a first reinforced grouting hole between the flushing grouting hole and the pumping hole, and injecting solution type grouting material into the first reinforced grouting hole at low pressure, so that the first reinforced area is reinforced;
⑥ repeat the above steps ① - ⑤ until all reinforcement areas are reinforced.
Further, the method also comprises the step (3) of carrying out reinforcement again between the reinforced areas:
and drilling a second reinforced grouting hole between the adjacent reinforced areas, and filling solution type grouting materials into the second reinforced grouting hole at low pressure.
Further, in the step (2) ⑤ and the step (3), the solution type grouting material is epoxy resin slurry or water glass slurry.
Further, in the step (2) ①, when the drilled flushing grouting hole or pumping hole encounters a large flow rate or high pressure water outlet, a drain hole is drilled on the upper side of the flushing grouting hole or pumping hole.
Further, in the step (2) ②, the pumping through hole is a circular hole with a diameter of 8mm-25mm, and a filtering structure is arranged at the circular hole.
Further, in the step (2) ③, the flushing is to flush the flushing grouting holes with water, and the blowing holes are to blow the flushing grouting holes with high pressure air.
Further, in the step (2) ③, the wind pressure of the high-pressure wind blowing the holes is 0.3MPa to 0.6 MPa.
Further, in the step (2) ③, the hole blowing is stopped after the hole blowing is carried out for 20-40 min or when air leaks obviously from the pumping hole.
Further, in the step (2) ④, the mass ratio of the water in the cement slurry to the cement is in the range of 2:1-5: 1.
Further, in the step (2) ④, in the process of pouring the cement slurry, the drainage condition of the pump is observed, when the cement slurry poured from the flushing and grouting hole appears in the drainage of the pump, the cement slurry is poured for 30-60 min, then the pump is closed, and the cement slurry is continuously poured for 30 min.
Based on the above technical solution, the present embodiment can at least produce the following technical effects:
the method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation is provided by the invention, and is an economic and quick grouting and reinforcing method aiming at the stratum with poor groutability and difficult self-stabilization, the method is flexible and quick in construction, and the diffusion distance of slurry can be effectively increased under the conditions of not replacing equipment and not increasing equipment, so that the distance between grouting holes can be increased in the design of a reinforcing scheme, and the drilling amount in a reinforcing area can be reduced by 30% compared with the conventional advanced grouting; the method comprises the steps of carrying out controllable disturbance on the soil body near the excavation sideline of the tunnel, cleaning and blowing holes to form a channel into which cement grout with a large water-cement ratio can be poured between the holes, and effectively reinforcing the soil body near the channel; a small amount of low-strength (the strength of a consolidation body is more than 1 MPa) environment-friendly solution type grout is adopted for filling among the holes, and the soil body to which the cement grout is not diffused is reinforced; form a reinforcement arch ring near tunnel excavation sideline inboard to solve the tunnel stability and the prevention of seepage problem during the lining cutting is not under construction after the tunnel excavation, improved tunnel excavation efficiency, guaranteed that the tunnel safety link up fast.
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, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic view of the construction of example 1 of the present invention;
FIG. 2 is a schematic construction view of embodiment 2 of the present invention;
FIG. 3 is a schematic construction view of embodiment 3 of the present invention.
In the figure: 1. excavating sidelines of the tunnel; 2. flushing the grouting hole; 3. drawing and arranging holes; 4. reinforcing a grouting hole I; 5. reinforcing a grouting hole II; 6. a tunnel face; 7. a tunnel bottom sideline; A. a first consolidated area; B. a second consolidated area; C. a third consolidated area; D. a fourth consolidated area; E. a fifth consolidated area; F. a sixth consolidated area.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the present invention will be described in detail below. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. All other embodiments, which can be derived by a person skilled in the art from the examples given herein without any inventive step, are within the scope of the present invention.
As shown in fig. 1-3:
example 1:
the method comprises the steps of preparing an excavated tunnel, reinforcing the tunnel before excavation, and showing a tunnel excavation side line 1, a tunnel face 6 and a tunnel bottom side line 7 in a graph 1.
A quick grouting reinforcement method before excavation of a tunnel in a stratum with poor groutability and difficult self-stabilization comprises the following steps:
(1) dividing the inner side close to the tunnel excavation side line 1 into six reinforced areas along the tunnel excavation side line 1;
the reinforced areas comprise a first reinforced area A, a second reinforced area B, a third reinforced area C, a fourth reinforced area D, a fifth reinforced area E and a sixth reinforced area F; the number of reinforced areas can be divided as desired
(2) And (3) reinforcing the reinforced area:
① drilling a first group of flushing grouting holes 2 and a pumping hole 3 in a first reinforcing area A at the inner side close to the excavation sideline 1 of the tunnel, wherein the flushing grouting holes 2 and the pumping hole 3 are drilled adjacently, the position of the flushing grouting holes 2 is higher than that of the pumping hole 3, the flushing grouting holes 2 and the pumping hole 3 are drilled along the excavation direction of the tunnel, the hole depth of the pumping hole 3 is not less than that of the flushing grouting holes 2, if the drilled hole is subjected to large-flow or high-pressure water discharge, a water discharge hole with a larger caliber can be additionally arranged at the upper part of the drilled hole, the distance between the water discharge holes is generally 0.8m, the hole diameter is 100mm, and the depth of the water discharge hole is not less than that of the flushing grouting holes 2 or the pumping hole 3;
② a pumping and exhausting pipe is arranged in the pumping and exhausting hole 3, a pumping and exhausting through hole is arranged on the side wall of the pumping and exhausting pipe, the pumping and exhausting through hole is a round hole with the diameter of 15mm, and a filtering structure is arranged at the round hole, the filtering structure is a permeable geotextile or a steel wire mesh wrapped at the outer side of the pumping and exhausting through hole of the pumping and exhausting pipe so as to prevent the pumping and exhausting through hole from being blocked by soil, impurities and the like;
the clearance between the pumping hole 3 and the pumping pipe is filled with cement paste or cement mortar within the range of extending 1.0m from the hole opening of the pumping hole 3 to the hole, and the clearance between the pumping hole 3 and the pumping pipe is filled and sealed after the cement paste or cement mortar is solidified, so that pumping is facilitated;
③, washing the flushing grouting hole 2 with water for 40min, blowing the flushing grouting hole 2 with high pressure air for 0.5MPa, after blowing for 30min, stopping blowing when air leaks from the pumping hole 3;
meanwhile, air and water in the pumping hole 3 are pumped away by a pumping pump; a channel for pouring cement slurry is formed between the flushing and grouting hole 2 and the pumping hole 3; the forming process of the channel for pouring the cement grout comprises the following steps: the method has the advantages that some channels exist in the stratum which is poor in groutability and difficult to self-stabilize originally, after flushing and pumping drainage, the flowing diffusivity of cement grout can be enhanced and improved, and the channels for filling the cement grout can be formed between the flushing grouting holes 2 and the pumping drainage holes 3 under the combined action of flushing and hole blowing of the flushing grouting holes 2 and pumping drainage of the pumping drainage holes 3 by a pumping drainage pump;
④, pouring cement grout into the flushing and grouting hole 2 by using a grouting pump under the pressure of 7MPa, and filling the cement grout into a passage for pouring the cement grout formed between the flushing and grouting hole 2 and the pumping hole 3 to finish the primary reinforcement of the first reinforced area A, wherein the mass ratio of water in the cement grout to cement is 4: 1;
in the process of pouring cement grout, the drainage condition of the pump drainage pump needs to be observed, when the drainage of the pump drainage pump generates the cement grout poured from the flushing grouting hole 2, the cement grout is poured for 50min, and the pump drainage pump is closed; and continuously pouring the cement slurry for 30 min.
⑤ drilling a reinforced grouting hole I4 between the flushing grouting hole 2 and the pumping hole 3, and injecting a solution type grouting material into the reinforced grouting hole I4 at low pressure, wherein the first reinforced area A is reinforced;
⑥ repeating steps ① - ⑤ until all reinforcement areas are reinforced;
(3) performing secondary reinforcement between the reinforced areas:
and drilling a second reinforcing grouting hole 5 between adjacent reinforcing areas, and injecting a solution type grouting material (which can also be injected quantitatively for saving cost) into the second reinforcing grouting hole 5 at low pressure, wherein the solution type grouting material is epoxy resin slurry.
After the reinforcement and pouring are finished, the consolidated soil body can form an arched reinforcement body with the thickness of several meters, so that the effect of bearing and reinforcement is achieved, and the excavation can be carried out by adopting a manual excavation mode; monitoring and protection are enhanced while excavation is carried out; and after the excavation is finished, adopting a supporting measure in time.
Example 2:
the method comprises the steps of preparing an excavated tunnel, reinforcing the tunnel before excavation, and showing a tunnel excavation side line 1, a tunnel face 6 and a tunnel bottom side line 7 in a figure 2.
A quick grouting reinforcement method before excavation of a tunnel in a stratum with poor groutability and difficult self-stabilization comprises the following steps:
(1) dividing the inner side close to the tunnel excavation side line 1 into five reinforced areas along the tunnel excavation side line 1;
the reinforced areas comprise a first reinforced area A, a second reinforced area B, a third reinforced area C, a fourth reinforced area D and a fifth reinforced area E;
(2) and (3) reinforcing the reinforced area:
① drilling a first group of flushing grouting holes 2 and a pumping hole 3 in a first reinforcing area A at the inner side close to the excavation sideline 1 of the tunnel, wherein the flushing grouting holes 2 and the pumping hole 3 are drilled adjacently, the position of the flushing grouting holes 2 is higher than that of the pumping hole 3, the flushing grouting holes 2 and the pumping hole 3 are drilled along the excavation direction of the tunnel, the hole depth of the pumping hole 3 is not less than that of the flushing grouting holes 2, if the drilled hole is subjected to large-flow or high-pressure water discharge, a water discharge hole with a larger caliber can be additionally arranged at the upper part of the drilled hole, the distance between the water discharge holes is generally 1.0m, the diameter is 146mm, and the depth of the water discharge hole is not less than that of the flushing grouting holes 2 or the pumping hole 3;
② a pumping and exhausting pipe is arranged in the pumping and exhausting hole 3, a pumping and exhausting through hole is arranged on the side wall of the pumping and exhausting pipe, the pumping and exhausting through hole is a round hole with the diameter of 8mm, and a filtering structure is arranged at the round hole, the filtering structure is a permeable geotextile or a steel wire mesh wrapped at the outer side of the pumping and exhausting through hole of the pumping and exhausting pipe so as to prevent the pumping and exhausting through hole from being blocked by soil, impurities and the like;
the gap between the pumping hole 3 and the pumping pipe is filled with cement paste or cement mortar within the range of extending 0.5m from the hole opening of the pumping hole 3 to the hole, and the gap between the pumping hole 3 and the pumping pipe is filled and sealed after the cement paste or cement mortar is solidified, so that pumping is facilitated;
③, washing and blowing the washed grouting holes 2 in sequence, wherein the washing is to wash the washed grouting holes 2 by water for 20min, the blowing is to blow the washed grouting holes 2 by high-pressure air, the air pressure of the high-pressure air of the blowing is 0.6MPa, and the blowing is stopped after 40 min;
meanwhile, air and water in the pumping hole 3 are pumped away by a pumping pump; a channel for pouring cement slurry is formed between the flushing and grouting hole 2 and the pumping hole 3; the forming process of the channel for pouring the cement grout comprises the following steps: the method has the advantages that some channels exist in the stratum which is poor in groutability and difficult to self-stabilize originally, after flushing and pumping drainage, the flowing diffusivity of cement grout can be enhanced and improved, and the channels for filling the cement grout can be formed between the flushing grouting holes 2 and the pumping drainage holes 3 under the combined action of flushing and hole blowing of the flushing grouting holes 2 and pumping drainage of the pumping drainage holes 3 by a pumping drainage pump;
④, pouring cement grout into the flushing and grouting hole 2 at the pressure of 3MPa by using a grouting pump, and filling the cement grout into a passage for pouring the cement grout formed between the flushing and grouting hole 2 and the pumping hole 3 to finish the primary reinforcement of the first reinforcement area A, wherein the mass ratio of water in the cement grout to cement is 2: 1;
in the process of pouring the cement grout, the drainage condition of the pump drainage pump needs to be observed, when the drainage of the pump drainage pump generates the cement grout poured from the flushing grouting hole 2, the cement grout is poured for 60min, and the pump drainage pump is closed; and continuously pouring the cement slurry for 30 min.
⑤ drilling a reinforced grouting hole I4 between the flushing grouting hole 2 and the pumping hole 3, and injecting a solution type grouting material into the reinforced grouting hole I4 at low pressure, wherein the first reinforced area A is reinforced;
⑥ repeating steps ① - ⑤ until all reinforcement areas are reinforced;
(3) performing secondary reinforcement between the reinforced areas:
and drilling a second reinforcing grouting hole 5 between the adjacent reinforcing areas, and injecting a solution type grouting material into the second reinforcing grouting hole 5 at low pressure, wherein the solution type grouting material is water glass slurry.
After the reinforcement and pouring are finished, the consolidated soil body can form an arched reinforcement body with the thickness of several meters, so that the effect of bearing and reinforcement is achieved, and the excavation can be carried out by adopting a manual excavation mode; monitoring and protection are enhanced while excavation is carried out; and after the excavation is finished, adopting a supporting measure in time.
Example 3:
the method comprises the steps of preparing an excavated tunnel, reinforcing the tunnel before excavation, and showing a tunnel excavation side line 1, a tunnel face 6 and a tunnel bottom side line 7 in a figure 2.
A quick grouting reinforcement method before excavation of a tunnel in a stratum with poor groutability and difficult self-stabilization comprises the following steps:
(1) dividing the inner side close to the tunnel excavation sideline 1 into seven reinforced areas along the tunnel excavation sideline 1;
the reinforced areas comprise a first reinforced area A, a second reinforced area B, a third reinforced area C, a fourth reinforced area D, a fifth reinforced area E, a sixth reinforced area F and a seventh reinforced area G;
(2) and (3) reinforcing the reinforced area:
① drilling a first group of flushing grouting holes 2 and a pumping hole 3 in a first reinforcing area A at the inner side close to the excavation sideline 1 of the tunnel, wherein the flushing grouting holes 2 and the pumping hole 3 are drilled adjacently, the position of the flushing grouting holes 2 is higher than that of the pumping hole 3, the flushing grouting holes 2 and the pumping hole 3 are drilled along the excavation direction of the tunnel, and the hole depth of the pumping hole 3 is not less than that of the flushing grouting holes 2;
② a pumping and exhausting pipe is arranged in the pumping and exhausting hole 3, a pumping and exhausting through hole is arranged on the side wall of the pumping and exhausting pipe, the pumping and exhausting through hole is a round hole with the diameter of 25mm, and a filtering structure is arranged at the round hole, the filtering structure is a permeable geotextile or a steel wire mesh wrapped at the outer side of the pumping and exhausting through hole of the pumping and exhausting pipe so as to prevent the pumping and exhausting through hole from being blocked by soil, impurities and the like;
the clearance between the pumping hole 3 and the pumping pipe is filled with cement paste or cement mortar within the range of extending 1.5m from the hole opening of the pumping hole 3 to the hole, and the clearance between the pumping hole 3 and the pumping pipe is filled and sealed after the cement paste or cement mortar is solidified, so that pumping is facilitated;
③, washing and blowing the washed grouting holes 2 in sequence, wherein the washing is to wash the washed grouting holes 2 by water for 20min, the blowing is to blow the washed grouting holes 2 by high-pressure air, the air pressure of the high-pressure air of the blowing is 0.3MPa, and the blowing is stopped after 20 min;
meanwhile, air and water in the pumping hole 3 are pumped away by a pumping pump; a channel for pouring cement slurry is formed between the flushing and grouting hole 2 and the pumping hole 3; the forming process of the channel for pouring the cement grout comprises the following steps: the method has the advantages that some channels exist in the stratum which is poor in groutability and difficult to self-stabilize originally, after flushing and pumping drainage, the flowing diffusivity of cement grout can be enhanced and improved, and the channels for filling the cement grout can be formed between the flushing grouting holes 2 and the pumping drainage holes 3 under the combined action of flushing and hole blowing of the flushing grouting holes 2 and pumping drainage of the pumping drainage holes 3 by a pumping drainage pump;
④, pouring cement grout into the flushing and grouting hole 2 at the pressure of 10MPa by using a grouting pump, and filling the cement grout into a passage for pouring the cement grout formed between the flushing and grouting hole 2 and the pumping hole 3 to finish the primary reinforcement of the first reinforcement area A, wherein the mass ratio of water in the cement grout to cement is 5: 1;
in the process of pouring the cement grout, the drainage condition of the pump drainage pump needs to be observed, when the drainage of the pump drainage pump generates the cement grout poured from the flushing grouting hole 2, the cement grout is poured for 30min, and the pump drainage pump is closed; and continuously pouring the cement slurry for 30 min.
⑤ drilling a reinforced grouting hole I4 between the flushing grouting hole 2 and the pumping hole 3, and injecting a solution type grouting material into the reinforced grouting hole I4 at low pressure, wherein the first reinforced area A is reinforced;
⑥ repeating steps ① - ⑤ until all reinforcement areas are reinforced;
(3) performing secondary reinforcement between the reinforced areas:
and drilling a second reinforcing grouting hole 5 between the adjacent reinforcing areas, and injecting a solution type grouting material into the second reinforcing grouting hole 5 at low pressure, wherein the solution type grouting material is epoxy resin slurry.
After the reinforcement and pouring are finished, the consolidated soil body can form an arched reinforcement body with a certain thickness, so that the effect of bearing and reinforcing is achieved, and the excavation can be carried out by adopting a manual excavation mode; monitoring and protection are enhanced while excavation is carried out; and after the excavation is finished, adopting a supporting measure in time.
After the reinforcement and pouring are finished, the consolidated soil body can form an arched reinforcement body with the thickness of several meters, so that the effect of bearing and reinforcement is achieved, and the excavation can be carried out by adopting a manual excavation mode; monitoring and protection are enhanced while excavation is carried out; and after the excavation is finished, adopting a supporting measure in time.
The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (10)
1. The utility model provides a can irritate nature poor, difficult self-stabilization stratum tunnel excavation before quick grouting reinforcement method which characterized in that: the method comprises the following steps:
(1) dividing the inner side close to the tunnel excavation side line into a plurality of reinforcing areas along the tunnel excavation side line;
(2) and (3) reinforcing the reinforced area:
① drilling a first group of flushing grouting holes and pumping holes in a first reinforcing area at the inner side close to the excavation side line of the tunnel, wherein the flushing grouting holes and the pumping holes are drilled adjacently, the positions of the flushing grouting holes are higher than those of the pumping holes, the flushing grouting holes and the pumping holes are drilled along the excavation direction of the tunnel, and the hole depth of the pumping holes is not less than that of the flushing grouting holes;
② a pumping and exhausting pipe is arranged in the pumping and exhausting hole, and a pumping and exhausting through hole is arranged on the side wall of the pumping and exhausting pipe;
③ washing and blowing the washing and grouting holes in sequence;
meanwhile, air and water in the pumping hole are pumped away by a pumping pump; under the combined action of flushing and blowing the flushing grouting holes and pumping and discharging the pumping and discharging holes by using a pumping and discharging pump, a channel for pouring cement slurry is formed between the flushing grouting holes and the pumping and discharging holes;
④ pouring cement slurry into the flushing grouting hole under high pressure, and continuously pumping the pumping hole by using a pump;
⑤ drilling a first reinforced grouting hole between the flushing grouting hole and the pumping hole, and injecting solution type grouting material into the first reinforced grouting hole at low pressure, so that the first reinforced area is reinforced;
⑥ repeat the above steps ① - ⑤ until all reinforcement areas are reinforced.
2. The method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation according to claim 1, which is characterized in that: further comprising the step (3) of performing secondary reinforcement between the reinforced areas:
and drilling a second reinforced grouting hole between the adjacent reinforced areas, and filling solution type grouting materials into the second reinforced grouting hole at low pressure.
3. The method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation according to claim 2, wherein in the step (2) ⑤ and the step (3), the solution type grouting material is epoxy resin slurry or water glass slurry.
4. The method for rapid grouting reinforcement before excavation of a tunnel in a stratum with poor groutability and difficult self-stabilization according to any one of claims 1 to 3, wherein in the step (2) ①, when a flushing grouting hole or a pumping hole is drilled and water is discharged at a large flow rate or a high pressure, a drainage hole is drilled on the upper side of the flushing grouting hole or the pumping hole.
5. The method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation according to any one of claims 1 to 3, wherein in the step (2) ②, the pumping through hole is a round hole with a diameter of 8mm to 25mm, and a filtering structure is arranged at the round hole.
6. The method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation according to claim 5, wherein in the step (2) ③, the flushing is performed by flushing the flushing grouting holes with water, and the blowing holes are performed by blowing the flushing grouting holes with high-pressure air.
7. The method for quickly grouting and reinforcing the stratum tunnel with poor groutability and difficult self-stabilization before excavation according to claim 6, wherein in the step (2) ③, the wind pressure of the high-pressure wind blowing the hole is 0.3MPa to 0.6 MPa.
8. The method for quickly grouting and reinforcing the tunnel in the stratum with poor groutability and difficult self-stabilization before excavation according to claim 7, wherein in the step (2) ③, the hole blowing is stopped after the hole blowing is carried out for 20-40 min or when air leaks obviously from the drainage hole.
9. The method for quickly grouting and reinforcing the tunnel in the poor groutability and difficult self-stabilizing stratum before excavation according to claim 8, wherein in the step (2) ④, the mass ratio of water to cement in the cement slurry ranges from 2:1 to 5: 1.
10. The method for quickly grouting and reinforcing a tunnel in a stratum with poor groutability and difficult self-stabilization before excavation according to claim 9, wherein in the step (2) ④, the drainage condition of a pump is observed in the process of grouting cement slurry, when the drainage of the pump generates the cement slurry poured from a flushing grouting hole, the cement slurry is poured for 30-60 min, then the pump is closed, and the cement slurry is continuously poured for 30 min.
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