CN112855167A - Grouting water blocking method for ultra-deep shaft to penetrate broken rock stratum - Google Patents
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- 238000000034 method Methods 0.000 title claims abstract description 30
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- 230000000903 blocking effect Effects 0.000 title claims abstract description 14
- 238000010276 construction Methods 0.000 claims abstract description 22
- 239000011440 grout Substances 0.000 claims abstract description 20
- 238000012360 testing method Methods 0.000 claims abstract description 19
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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Abstract
The invention relates to a grouting water blocking method for an ultra-deep shaft to penetrate through a broken rock stratum, which comprises the following steps of S1, predicting the stratum condition by adopting an electrical deep apparent resistivity geological method, and obtaining geological information of the stratum; s2, determining the thickness of the grout stopping pad; s3, installing a pilot hole orifice pipe: the positions and the number of the advanced exploring hole orifice pipes are determined according to the geological information obtained in S1; s4, constructing a pilot hole, wherein the depth of the pilot hole is designed according to the geological information obtained in the step S1; s5, testing the water yield, the water pressure measurement and the water pressure test in the advance probe hole in the S4, and designing grouting parameters according to the test result; and S6, grouting and water plugging. The invention adopts the electrical deep-looking resistivity geological method to predict the stratum condition, can accurately obtain the geological information of the complex stratum, is beneficial to designing a scientific and reasonable grouting scheme, is beneficial to enhancing the water plugging effect, improves the construction quality, and can avoid the condition of flooding caused by water burst (gushing) in the construction process of the deep and large vertical shaft.
Description
Technical Field
The invention relates to the technical field of shaft construction, in particular to a grouting water blocking method for an ultra-deep shaft to penetrate through a broken rock stratum.
Background
Grouting reinforcement means grouting into the stratum through a grouting hole under pressure, and aims to reinforce the stratum and block a water source. The mechanism is that the broken surrounding rock or clay layer is fractured into cracks by depending on the pressure of slurry, and the cracks are filled and consolidated by the slurry, so that the functions of reinforcement and water shutoff are achieved by the compaction effect.
However, in recent years, in the construction process of various mines and tunnel shafts, hydrogeological conditions of some shafts are extremely complex, and the condition of flooding caused by water burst (inrush) in the construction process of deep and large shafts all over the country is not rare. At present, for the construction of a deep large vertical shaft with complex geological conditions, the conventional method is adopted to determine a grouting scheme, and the construction requirement is difficult to meet.
Disclosure of Invention
The invention provides a grouting water blocking method for penetrating a broken rock stratum by an ultra-deep shaft in order to solve the technical problems.
The invention is realized by the following technical scheme:
a grouting water blocking method for an ultra-deep shaft to penetrate through a broken rock stratum comprises the following steps:
s1, predicting the stratum condition by adopting an electrical deep apparent resistivity geological method to obtain geological information of the stratum;
s2, determining the thickness of the grout stop pad, and pouring the grout stop pad;
s3, installing a pilot hole orifice pipe: the positions and the number of the advanced exploring hole orifice pipes are designed according to geological information obtained by S1;
s4, carrying out advanced exploration hole construction after the advanced exploration hole orifice pipe is anchored to reach the strength, and determining the depth of the advanced exploration hole according to the geological information obtained in the step S1;
s5, testing the water yield, the water pressure measurement and the water pressure test in the advance probe hole in the S4, and designing grouting parameters according to the test result;
and S6, grouting and water plugging.
Further, the grouting parameters in S5 include grouting pressure and grouting liquid amount.
Preferably, the diameter of the advance hole orifice tube is 150 mm.
Preferably, the pulp stopping pad is of a pot bottom type structure.
Preferably, there are 4 rings of grout holes around the wellbore from inside to outside.
Compared with the prior art, the invention has the following beneficial effects:
the invention adopts the electrical deep-looking resistivity geological method to predict the stratum condition, can accurately obtain the geological information of the complex stratum, is beneficial to designing a scientific and reasonable grouting scheme, is beneficial to enhancing the water plugging effect and improving the construction quality, can avoid the condition of flooding caused by water burst (gushing) in the construction process of the deep and large vertical shaft, and is beneficial to ensuring the construction safety.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the invention and together with the description serve to explain the principles of the invention.
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a cross-sectional view of the geological conditions of example 1;
FIG. 3 is a schematic view of a pilot hole in example 1;
FIG. 4 is a schematic cross-sectional view of a pilot hole in example 1.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
As shown in fig. 1, the grouting water blocking method for the ultra-deep shaft to penetrate through the broken rock stratum disclosed by the invention comprises the following steps:
s1, predicting the stratum condition by adopting an electrical deep apparent resistivity geological method, and judging the geological information of the stratum;
s2, determining the thickness of the grout stopping pad;
s3, installing a pilot hole orifice pipe;
s4, carrying out advanced borehole construction after the advanced borehole orifice pipe is anchored to reach the strength;
s5, testing the water yield, the water pressure measurement and the water pressing test in the advance probe hole in the S4, designing grouting parameters according to the test result, and determining grouting pressure and the using amount of grouting liquid;
and S6, grouting and water plugging.
Based on the above method, the present invention discloses an embodiment.
Example 1
In the construction process of a tunnel in Gaili tribute mountain of Darui railway, a 110m ultra-deep large shaft well needs to be dug, and the water inflow of an auxiliary well of the shaft well is 314m3And h, the well flooding depth reaches 625 m. The specific construction method comprises the following steps:
step one, predicting the stratum condition by adopting an electrical deep apparent resistivity geological method, and judging the geological information of the stratum.
Formation of the formation rock mass is different, and the magnitude of the resistivity value is influenced by whether the formation rock mass undergoes structural movement after formation, hot water metamorphism, weathering effect and other factors. And obtaining a stratum profile according to the stratum resistivity value, and then knowing the position and the depth of the stratum aquifer, thereby providing a basis for the position and the depth of the grouting drill hole.
According to different stops of different geological layers, the magnitude of power supply current and the potential difference between earth surface measuring polar distances of the electric field distribution formed by the direct current power supply in the geological layers are measured according to the different stops of the different geological layers, the apparent resistivity of bottom layers with different depths is calculated according to the result, and the resistivity, the thickness and the depth of the stratum with different electrical property differences are calculated by combining a measuring plate fitting method.
The stratum profile structure corresponding to the tunnel in the gaoligong mountain of the big rui railway in this embodiment is shown in fig. 2, the first stratum is silty clay 11: brownish red, hard and plastic. Mainly consists of clay particles and powder particles, and contains a small amount of granite broken stones and cobbles. Smooth section, moderate toughness, high dry strength and no shake reaction. The bearing capacity is basically 240 kPa.
The second stratum is granite 12: grayish brown, mottled, granular-varying crystal structure, and flaxen structure. Mainly comprises biotite, plagioclase feldspar, quartz, a small amount of potassium feldspar and other minerals. The minerals are arranged directionally, and the anisotropy is obvious. A strongly weathered layer, joint cracks develop, and the bearing capacity basically has an allowable value of 600 kPa; in the middle of the geological layer, the rock mass is relatively complete, and the rock core is in a crushed block shape, a short column shape and a column shape after mechanical crushing. The bearing capacity is basically allowed to be 2000 kPa.
The third stratum and the fourth stratum are mixed granite one 13 and mixed granite two 14: grey, off-white, medium-fine grain structure, spot-like structure, block-like structure. Mainly comprises biotite, quartz, plagioclase feldspar, potassium feldspar, part of accessory minerals and the like. In the case of apoplectic layer, the joint fissure develops, the rock is hard, and the hammering sound is clear and crisp. The bearing capacity is basically allowed to be 2000 kPa.
And step two, determining the thickness of the grout stop pad, and pouring the grout stop pad.
In the embodiment, the grout stopping pad is of a pot bottom type structure, and the strength grade of C35 concrete is high. When the hydrostatic water pressure is less than or equal to 2Mp, the thickness of the grout stopping pad is 3 m; when the water pressure is more than 2Mpa and less than or equal to 4Mpa, the thickness of the grout stopping pad is 4 m; when the water pressure is more than 4Mpa, the thickness of the pulp stopping pad is 5 m.
And step three, installing the advanced exploring hole orifice pipe.
Due to the characteristics of disorder of well bore fracture development and coexistence of radial and horizontal fractures, the grouting hole can effectively penetrate through a water-containing fracture and ensure the grouting effect. The grouting holes are arranged in two circles, the inner circle is a vertical hole, and the outer circle is a radial tangential hole.
The diameter of the advanced probing hole is 150mm, and the advanced probing hole is anchored by using a cement-based anchoring agent so as to ensure that the orifice pipe is firmly installed and does not leak slurry.
And step four, advanced exploratory hole construction.
And after the advanced exploring hole orifice pipe is anchored to reach the strength, performing advanced exploring hole construction until reaching the design depth.
In the embodiment, two mountain-opening brand KQD-100 pneumatic down-the-hole drills are adopted for drilling simultaneously, alloy probes with the diameter of 150mm are adopted, the excavating depth is 80m, the construction is sequentially carried out clockwise, and the deviation of the drilling angle is not more than 1 degree.
As shown in fig. 3 and 4, the drilling construction sequence of the first group of high injection grout holes 1 is as follows: 1(1) (2) → 1(3) → 1(4) → 1(5) → 1(6) → 1(7) → 1(8) → 1(9) → 1 (10).
The drilling construction sequence of the first group of high-jetting slurry holes 2 is as follows: 2(1) → 2(2) → 2(3) → 2(4) → 2(5) → 2(6) → 2(7) → 2(8) → 2(9) → 2(10) → 2(11) → 2(12) → 2(13) → 2(14) → 2(15) → 2(16) → 2(17) → 2(18) → 2(19) → 2(20) → 2(21) → 2(22) → 2(23) → 2(24) → 2(25) → 2(26) → 2(27) → 2(28) → 2(29) → 2(31) → 2(32) → 2) → 33) → 2(34) ((35) → 2) (36).
The drilling construction sequence of the first group of seamless steel pipe curtain grouting holes 3 is as follows in sequence: 3(1), (3), (2) → 3(3) → 3(4) → 3(5) → 3(6) → 3(7) → 3(8) → 3(9) → 3(10) → 3(11) → 3(12) → 3(13) → 3(14) → 3(15) → 3(16) → 3(17) → 3(18) → 3(19) → 3(20) → 3(21) → 3(22) → 3(23) → 3(24) → 3 (25).
The drilling construction sequence of the second group of seamless steel pipe curtain grouting holes 4 is as follows in sequence: 4(1), (4), (2) → 4(3) → 4(4) → 4(5) → 4(6) → 4(7) → 4(8) → 4(9) → 4(10) → 4(11) → 4(12) → 4(13) → 4(14) → 4(15) → 4(16) → 4(17) → 4(18) → 4(19) → 4(20) → 4(21) → 4(22) → 4(23) → 4(24) → 4(25) → 4 (26).
Wherein, the radius of the vertical shaft back-digging hole is 80 cm.
The radius of the hole ring of the first group of high-pressure grout spraying holes 1 is 180cm, and the distance between drilled holes is 109 cm.
The radius of the hole ring of the first group of high-pressure grout spraying holes 2 is 457cm, and the distance between drilled holes is 80 cm.
The radius of the hole ring of the first group of seamless steel pipe curtain grouting holes 3 is 557cm, and the distance between the drilled holes is 140 cm.
The radius of a hole ring of a second group of seamless steel pipe curtain grouting holes 4 is 657cm, and the distance between drilled holes is 159 cm.
And step five, testing the water yield, the water pressure measurement and the water pressure test in the advance probing hole in the step four.
And selecting grouting parameters and determining the slurry consumption according to the water burst pressure and flow of the water pressure test. The time for injecting clear water is 30min (the time for washing holes and injecting clear water can be properly increased in the extremely broken section of the surrounding rock), the integrity of grouting equipment and pipelines can be checked through a water pressure test, and fillers in rock cracks can be washed, so that the filling density and the stone strength of the slurry are improved.
And carrying out a pressurized water test and water inflow measurement on the constructed grouting hole, and selecting grouting parameters according to the pressure and flow of the pressurized water test. The time for injecting clear water is 30min (the time for washing holes and injecting clear water can be properly increased in the extremely broken section of the surrounding rock), the integrity of grouting equipment and pipelines can be checked through a water pressure test, and fillers in rock cracks can be washed, so that the filling density and the stone strength of the slurry are improved.
The grouting parameters comprise grouting pressure and grouting liquid dosage. In this embodiment, the formula (1) is used to calculate the grouting pressure P, and the formula (2) is used to calculate the grouting amount Q.
P＝3MPa+Po (1)
In the formula (1), Po is the water burst pressure.
Q＝1.2πR2H (2)
In the formula (2), Q is the dosage of grouting liquid, m3(ii) a R is the diffusion radius, m; h is the length of the grouting section, and m is the length of the grouting section.
And step six, grouting and water plugging.
Grouting materials: the grouting liquid is mainly single-liquid cement paste and is assisted by double-liquid cement paste. The grouting is single-liquid cement slurry during normal grouting, and cement slurry and water glass double-liquid slurry are adopted when the grouting stop pad (grouting stop rock cap) is used for plugging and reinforcing and when grouting final pressure hole sealing is achieved. The cement is P0.42.5 ordinary silica cement, the modulus of water glass is 2.8, the baume degree is 40 Be', and the adjustment is carried out according to the change conditions of the slurry suction amount and the grouting pressure.
Controlling the mixing ratio: water-cement ratio (W/C) 0.8: 1-2: 1, adjusting the grouting water-cement ratio in time according to actual measurement parameters; the dilution concentration of the water glass is 25-28 Be; double liquid volume ratio (CIS) 1: 0.5-1: 1. the slurry is prepared according to the preparation proportion strictly, is stirred uniformly, is injected after being stirred for 5-10 min, and is continuously stirred in the slurry process.
Grouting machines: a Liaoning cucurbit island 2TGZ-120/105 type double-liquid speed-regulating high-pressure grouting machine (the pulp suction amount is 240-120L/min, the grouting pressure is 4-10.5 MPa, and the motor power is 11KW) is selected. The machine type has the advantages of large capacity, reliable operation, simple and convenient maintenance and the like.
Slurry making equipment: a C-350 type drum mixer is selected to prepare cement grout on the ground, and a special pipeline with the diameter of 89 multiplied by 3.5mm is suspended in a shaft for conveying the required cement grout, so that the requirements of continuous and quick grouting operation are met.
Grouping and numbering grouting holes, adopting a symmetrical or interval drilling mode, and constructing according to the sequence of an outer ring hole, an inner ring hole and a final central hole, wherein if the water amount in the drilled hole is small, the hole can be drilled to the final hole depth at one time; and when the total water inflow of the drilled hole exceeds the pumping capacity of the well barrel, stopping drilling, and constructing by adopting a sectional drilling and injecting method.
And (3) slurry concentration transformation: under the initial pressure, the pulp absorption is 80% of the water absorption capacity, and the pulp is considered to be normal; the pressure is unchanged, the pulp suction amount is unchanged after continuous injection for 30min, and the concentration-grade can be adjusted; the pressure rises slowly, the slurry suction amount is reduced gradually to be normal, and the slurry injection is finished according to the standard until the final pressure is reached.
Principle to be mastered during grouting: when the slurry intake of the rock stratum is large and the slurry can be smoothly injected under the condition of low pressure or no pressure, the grouting rate is controlled not to be too fast; when the slurry-taking amount of the rock stratum is small and grouting is difficult, the grouting pressure should be increased as soon as possible, and grouting can not be carried out for a long time under low pressure.
When the grout is not sucked into the grout inlet hole and the final grouting pressure is reached, the valve of the orifice can be closed, and the grouting of the hole is finished. Opening the pressure reducing valve of the three-way mixer to discharge slurry, unloading the mixer and filling another hole. After the pump is stopped, the water glass valve is immediately closed to prevent the mixed liquid from blocking the high-pressure grouting pipe.
The grouting water plugging effect is generally expressed by the grouting water plugging rate and the water inflow revealed and observed during shaft excavation. The total water inflow of a shaft is required to be less than 5m after grouting3/h。
The invention adopts the technical measure of pouring the modified cement grout, thereby forming a stone body after maintenance to plug the water burst point of the working surface of the auxiliary well, and the amount of the return water in the well shaft after plugging is 1m3And the water inrush point of the breach is successfully blocked below the/h, and the technical, economic and social benefits are remarkable. The successful application of the method of the invention verifies the feasibility of the technology of blocking the water inrush point by pouring the modified cement paste into the still water.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (5)
1. A grouting water blocking method for an ultra-deep shaft to penetrate through a broken rock stratum is characterized by comprising the following steps: the method comprises the following steps:
s1, predicting the stratum condition by adopting an electrical deep apparent resistivity geological method to obtain geological information of the stratum;
s2, determining the thickness of the grout stop pad, and pouring the grout stop pad;
s3, installing a pilot hole orifice pipe: the positions and the number of the advanced exploring hole orifice pipes are designed according to geological information obtained by S1;
s4, carrying out advanced exploration hole construction after the advanced exploration hole orifice pipe is anchored to reach the strength, and determining the depth of the advanced exploration hole according to the geological information obtained in the step S1;
s5, testing the water yield, the water pressure measurement and the water pressure test in the advance probe hole in the S4, and designing grouting parameters according to the test result;
and S6, grouting and water plugging.
2. The grouting water blocking method for penetrating broken rock stratum of ultra-deep shaft according to claim 1, characterized in that: the grouting parameters in the S5 include grouting pressure and grouting amount.
3. The grouting water blocking method for penetrating broken rock stratum of ultra-deep shaft according to claim 1, characterized in that: the diameter of the advanced probing hole orifice pipe is 150 mm.
4. The grouting water blocking method for penetrating broken rock stratum of ultra-deep shaft according to claim 1, characterized in that: the pulp stopping pad is of a pot bottom type structure.
5. The grouting water blocking method for penetrating broken rock stratum of ultra-deep shaft according to claim 1, characterized in that: 4 circles of grouting holes are arranged around the shaft from inside to outside.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114920308A (en) * | 2022-04-18 | 2022-08-19 | 长沙矿山研究院有限责任公司 | Underground mine wastewater zero discharge process |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN104453913A (en) * | 2014-12-19 | 2015-03-25 | 玉溪大红山矿业有限公司 | Vertical shaft working face ahead pre-grouting method |
| CN105298388A (en) * | 2015-10-30 | 2016-02-03 | 中国石油天然气集团公司 | Horizontal well drilling path guiding method and device |
| CN108661650A (en) * | 2018-04-23 | 2018-10-16 | 中铁隧道局集团有限公司 | A kind of rich water magmatic body area depth pozo shaft construction method |
| CN108798690A (en) * | 2018-06-01 | 2018-11-13 | 中国科学院武汉岩土力学研究所 | Realize the combination type T BM and geology detecting driving method of geology detecting |
-
2021
- 2021-01-25 CN CN202110099883.6A patent/CN112855167A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN104453913A (en) * | 2014-12-19 | 2015-03-25 | 玉溪大红山矿业有限公司 | Vertical shaft working face ahead pre-grouting method |
| CN105298388A (en) * | 2015-10-30 | 2016-02-03 | 中国石油天然气集团公司 | Horizontal well drilling path guiding method and device |
| CN108661650A (en) * | 2018-04-23 | 2018-10-16 | 中铁隧道局集团有限公司 | A kind of rich water magmatic body area depth pozo shaft construction method |
| CN108798690A (en) * | 2018-06-01 | 2018-11-13 | 中国科学院武汉岩土力学研究所 | Realize the combination type T BM and geology detecting driving method of geology detecting |
Non-Patent Citations (1)
| Title |
|---|
| 王铁记等: "《奥灰特大突水灾害快速治理技术-峰峰矿区实例研究》", 30 April 2017 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114920308A (en) * | 2022-04-18 | 2022-08-19 | 长沙矿山研究院有限责任公司 | Underground mine wastewater zero discharge process |
| CN114920308B (en) * | 2022-04-18 | 2023-02-07 | 长沙矿山研究院有限责任公司 | Underground mine wastewater zero discharge process |
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