CN108625897B - Artificial drainage pressure relief method for water-rich area outside tunnel - Google Patents
Artificial drainage pressure relief method for water-rich area outside tunnel Download PDFInfo
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- CN108625897B CN108625897B CN201810210852.1A CN201810210852A CN108625897B CN 108625897 B CN108625897 B CN 108625897B CN 201810210852 A CN201810210852 A CN 201810210852A CN 108625897 B CN108625897 B CN 108625897B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 155
- 238000000034 method Methods 0.000 title claims abstract description 42
- 238000005553 drilling Methods 0.000 claims abstract description 41
- 238000010276 construction Methods 0.000 claims abstract description 39
- 238000003825 pressing Methods 0.000 claims abstract description 11
- 238000013461 design Methods 0.000 claims abstract description 7
- 238000002347 injection Methods 0.000 claims description 28
- 239000007924 injection Substances 0.000 claims description 28
- 239000011435 rock Substances 0.000 claims description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 238000007599 discharging Methods 0.000 claims description 7
- 238000012360 testing method Methods 0.000 claims description 7
- 230000009471 action Effects 0.000 claims description 4
- 238000005336 cracking Methods 0.000 claims description 4
- 238000011161 development Methods 0.000 claims description 4
- 238000013507 mapping Methods 0.000 claims description 4
- 230000001052 transient effect Effects 0.000 claims description 4
- 238000009826 distribution Methods 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 230000003247 decreasing effect Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 8
- 230000008859 change Effects 0.000 abstract description 3
- 230000006378 damage Effects 0.000 abstract description 3
- 230000008595 infiltration Effects 0.000 abstract description 3
- 238000001764 infiltration Methods 0.000 abstract description 3
- 230000008569 process Effects 0.000 description 5
- 239000003673 groundwater Substances 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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Abstract
The invention relates to an artificial drainage pressure relief method for a water-rich area outside a tunnel, which comprises the following steps: firstly, detecting an upper large water guide pipeline and a lower large water guide pipeline or a water-rich area around a tunnel; secondly, designing row drilling holes; thirdly, drilling and lowering the pipe; fourthly, fracturing by pressing water; the invention is suitable for the engineering situation that the underground water level can change greatly due to rainfall rise and fall, and the periphery of the tunnel adopts curtain grouting for water plugging, so that no or few drain holes exist. The artificial drainage pressure relief method can effectively realize rapid drainage of rainfall infiltration, so that the tunnel support bears high pressure due to the fact that underground water level is maintained at a high level for a long time, and the problem of support damage caused by the fact that the underground water level is suddenly expanded due to strong rainfall such as rainstorm is solved. The artificial drainage pressure relief method has scientific and reasonable design, convenient construction and operation, good effect and worth of popularization and application.
Description
Technical Field
The invention relates to an artificial drainage pressure relief method for a water-rich area outside a tunnel, which is mainly applied to the tunnel built in a stratum with the underground water level greatly influenced by strong rainfall and belongs to the technical field of tunnel excavation.
Background
With the continuous development of tunnel engineering, the conditions of unfavorable geology are increased continuously in the tunnel construction process. Under the influence of complex geological structure conditions and topographic factors, tunnel construction in China often passes through stratums with poor geological conditions. Under the comprehensive action of underground water, ground stress and loosening and crushing of tunnel surrounding rocks, engineering disasters and problems such as tunnel collapse, water burst and mud burst, support cracking and the like easily occur in the construction process, and in order to prevent potential safety hazards of tunnel construction, methods such as grouting reinforcement and the like are gradually and continuously applied in the tunnel construction process. However, in the process of grouting and reinforcing the tunnel surrounding rock, the squeezing and filling effect of the slurry closes the underground water fracture channel in the original stratum, and the underground water circulation may be blocked.
When the tunnel passes through a stratum with large change of underground water level due to rainfall rise and fall, under the condition of heavy rainfall such as rainstorm and the like, because underground water in the stratum is not smoothly drained, huge water pressure acts on surrounding rocks and supports of the tunnel for a long time. Especially in the tunnel construction process, tunnel excavation and tunnel curtain construction pass through the stratum groundwater circulation crack, will cause original groundwater passageway to be cut off, and the curtain slip casting has improved the impervious ability of country rock greatly for this stratum groundwater is difficult to excrete more, and when meeting strong rainfall suddenly, rainfall infiltration constantly accumulates in the stratum, and is difficult to excrete, and the water pressure of production will be acted on tunnel support and country rock for a long time, leads to tunnel support structure destruction easily, causes geological disasters such as gushing water suddenly mud even.
At present, aiming at the problems, a conduction drainage pipeline can be adopted to drain underground water so as to prevent potential threats to tunnel support, but long-term drainage causes adverse effects on the surrounding environment, formation drought with higher terrain, nearby underground water level reduction and the like, and the drained underground water can not be effectively utilized generally, so that waste of underground water resources is caused. Under the geological conditions, an artificial drainage pressure relief method must be created, so that rainfall is enabled to seep water and be rapidly drained under the condition of sudden strong rainfall, the underground water level is not caused to be maintained at a high water level for a long time, and adverse effects on the environment are reduced as much as possible.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides an artificial drainage pressure relief method for a water-rich area outside a tunnel.
The technical scheme of the invention is as follows:
an artificial drainage pressure relief method for a water-rich area outside a tunnel comprises the following steps:
step one, detecting an upper large water guide pipeline and a lower large water guide pipeline or a water-rich area around a tunnel:
comprehensively detecting the water containing condition of the outer side of the tunnel of the water burst section by using a transient electromagnetic method, a high-density resistivity method, an earthquake mapping method and a geological radar method, detecting a main water-rich area and a water-rich crack of the outer side of the tunnel of the water burst section, and comprehensively analyzing the complete condition of surrounding rocks near the main drainage pipeline area of underground water passing through the tunnel and the distribution condition of underground large-scale water guide pipelines and water-rich areas;
step two, designing the row drilling holes:
designing the row-by-row drill holes according to the positions and the intervals of the large water guide pipeline and the water-rich area determined in the step one and the integrity of nearby surrounding rocks, determining the starting point, the angle and the depth of the drill holes on the side wall of the tunnel, and ensuring that the interval of the positions of the final drill holes does not exceed 10m so as to ensure that hydraulic connection can be generated under the action of high-pressure hydraulic fracture;
step three, drilling construction and pipe laying:
drilling according to the designed drilling position determined in the step two, wherein the drilling adopts forward construction, and the deviation is corrected in time after one section of drilling is checked; after one drilling construction is finished, pipe discharging operation is carried out, and after the pipe discharging operation is finished, next drilling construction is carried out; a water pressing pipeline for discharging the water is a full sleeve, and waterproof treatment is carried out on the outer side of the pipe sleeve to prevent water from flowing backwards;
step four, water pressing cracking:
dividing the drilled holes constructed in the third step into two batches at intervals, pressurizing and injecting water into the first batch of drilled holes, monitoring in real time through the reading of a pressure gauge, gradually increasing the pressure to a set water injection pressure value after starting pressure, and stopping injecting water at the moment; and pressurizing and injecting water into the second batch of drilled holes, wherein the pressure is gradually increased after the pressure is increased until the fracturing is through, then is rapidly reduced and gradually tends to stable low pressure, the pressure does not rise any more, and the pressure fracturing is completed.
Preferably, before the step one, the construction preparation process is further included: and knowing the geological conditions of the pressurized water injection zone, including water pressure, the development degree of the surrounding rock cracks, the properties of fillers in the cracks and the strength of a tunnel support and a grouting curtain, determining the water injection pressure range causing the surrounding rock splitting according to the geological conditions, and setting a water injection pressure value according to the water injection pressure range.
Preferably, in the third step, before drilling construction, a measurer marks the drilling position on the grout stopping wall on the tunnel face by using red paint according to design parameters and sequentially marks the hole numbers.
Preferably, in the third step, a HL650 type rock drilling machine is used for drilling, and the vertical angle and the horizontal angle of the drilling construction advancing are controlled by the difference value of the head coordinate and the tail coordinate of the drilling machine.
Preferably, in the third step, the waterproof treatment on the outer side of the pipe sleeve means that the whole sleeve construction is adopted, a closed waterproof sleeve is used, and the whole sleeve protects the wall.
Preferably, in the third step, before the steel pipe is discharged, a water pressure test is performed on the steel pipe required by the construction, the water pressure is added to the steel pipe in a trial mode to reach a water injection pressure value which is 1.2 times of the set water pressure value, the steel pipe is kept stand for 45min, the steel pipe is checked to have the water leakage problem, and the water pressure test is repeatedly completed for 3 times. The advantage of this design lies in, the high pressure resistant intensity of inspection construction equipment and have the condition of leaking water, guarantees construction quality.
Preferably, in the fourth step, when the number of the drill holes is odd, the two drill holes close to the large underground water guide pipeline and the water-rich area are divided into the second batch for pressurized water injection.
The invention has the beneficial effects that:
the invention is suitable for the engineering situation that the underground water level can change greatly due to rainfall rise and fall, and the periphery of the tunnel adopts curtain grouting for water plugging, so that no or few drain holes exist. The artificial drainage pressure relief method can effectively realize rapid drainage of rainfall infiltration, so that the tunnel support bears high pressure due to the fact that underground water level is maintained at a high level for a long time, and the problem of support damage caused by the fact that the underground water level is suddenly expanded due to strong rainfall such as rainstorm is solved. The artificial drainage pressure relief method has scientific and reasonable design, convenient construction and operation, good effect and worth of popularization and application.
Drawings
FIG. 1 is a cross-sectional view of a tunnel in the present invention;
FIG. 2 is a longitudinal cross-sectional view of a borehole in the present invention;
FIG. 3 is a schematic diagram of high-pressure water injection splitting of a first batch of drilled holes in the present invention;
FIG. 4 is a schematic diagram of the final effect of high-pressure water injection splitting in the present invention;
wherein: the method comprises the steps of 1-road, 2-tunnel contour line, 3-surrounding rock reinforcing area, 4-disaster-causing water source, 5-underground water-rich area, 6-high-pressure splitting drill hole and 7-high-pressure hydraulic splitting water guide crack.
Detailed Description
The present invention will be further described by way of examples, but not limited thereto, with reference to the accompanying drawings.
Example 1:
as shown in fig. 1 to 4, the present embodiment provides an artificial drainage pressure relief method for a water-rich area outside a tunnel, which specifically includes the following steps:
step one, detecting an upper large water guide pipeline and a lower large water guide pipeline or a water-rich area around a tunnel:
comprehensively detecting the water containing condition of the outer side of the tunnel of the water burst section by using a transient electromagnetic method, a high-density resistivity method, an earthquake mapping method and a geological radar method, detecting a main water-rich area and a water-rich crack of the outer side of the tunnel of the water burst section, and comprehensively analyzing the complete condition of surrounding rocks near the main drainage pipeline area of underground water passing through the tunnel and the distribution condition of underground large-scale water guide pipelines and water-rich areas;
in the step, four methods, namely a transient electromagnetic method, a high-density resistivity method, a seismic mapping method and a geological radar method, are adopted for detection respectively, and mutual verification is carried out through the four detection methods, so that the precision of detecting a main water-rich area and a water-rich crack can be improved.
Step two, designing the row drilling holes:
designing the row-by-row drill holes according to the positions and the intervals of the large water guide pipeline and the water-rich area determined in the step one and the integrity of nearby surrounding rocks, determining the starting point, the angle and the depth of the drill holes on the side wall of the tunnel, and ensuring that the interval of the positions of the final drill holes does not exceed 10m so as to ensure that hydraulic connection can be generated under the action of high-pressure hydraulic fracture;
step three, drilling construction and pipe laying:
determining the designed drilling hole position according to the second step, marking the drilling hole position on the grout stopping wall of the tunnel face by using red paint according to the design parameters by a measurer, and sequentially marking the hole number;
and then, drilling holes in sequence according to the hole numbers, drilling holes by using an HL650 type rock drilling machine, and controlling the vertical angle and the horizontal angle of the advancing drilling hole construction by using the head-tail coordinate difference value of the drilling machine. The drilling adopts forward construction, each drilling section is checked for one section, the deviation is corrected in time, the pipe discharging operation is carried out after the drilling construction is finished, and the next drilling construction is carried out according to the hole number sequence after the pipe discharging is finished; the water pressing pipeline for the lower pipe adopts a full sleeve, the outer side of the sleeve is subjected to waterproof treatment, the full sleeve is adopted for construction, the closed waterproof sleeve is used, and the wall of the full sleeve is protected, so that the backward surge of water injection is prevented.
Step four, water pressing cracking:
and C, dividing the drilled holes constructed in the step three into two batches at intervals, wherein the drilled holes with odd numbers are divided into the first batch, and the drilled holes with even numbers are divided into the second batch. Pressurizing and injecting water into a first batch of drilled holes, monitoring in real time through reading of a pressure gauge, gradually increasing the pressure to a set water injection pressure value after pressure is started, and stopping injecting water at the moment; and pressurizing and injecting water into the second batch of drill holes, wherein the pressure is gradually increased after the pressure is increased until the fracture is through, then the pressure is rapidly decreased and gradually tends to be stable and low pressure, the pressure does not rise any more, the pressure fracturing is completed, and the final effect is shown in fig. 4.
Example 2:
an artificial drainage pressure relief method for a water-rich area outside a tunnel comprises the following operation steps of example 1, and is characterized in that: before the first step, the construction preparation process is further included: and knowing the geological conditions of the pressurized water injection zone, including water pressure, the development degree of the surrounding rock cracks, the properties of fillers in the cracks and the strength of a tunnel support and a grouting curtain, determining the water injection pressure range causing the surrounding rock splitting according to the geological conditions, and setting a water injection pressure value according to the water injection pressure range.
Example 3:
an artificial drainage pressure relief method for a water-rich area outside a tunnel comprises the following operation steps of example 1, and is characterized in that: and in the third step, before the steel pipe is placed, performing a water pressing test on the steel pipe required by the construction, testing the water pressure to be 1.2 times of the set water injection pressure value, standing for 45min, checking whether the steel pipe has a water leakage problem, and repeatedly completing the water pressing test for 3 times. Before pipe laying, the high-pressure-resistant strength and the water leakage condition of the construction device are checked, and the whole construction quality is guaranteed.
Example 4:
an artificial drainage pressure relief method for a water-rich area outside a tunnel comprises the following operation steps of example 1, and is characterized in that: in the fourth step, when the number of the drilled holes is odd (as shown in fig. 3 and 4), the two drilled holes close to the large underground water guiding pipe and the water-rich area are divided into the second batch for pressurized water injection. By adopting the design, after the pressurized water injection splitting is carried out on the drill holes in the middle part of the first batch, the splitting gap diffuses towards two sides, so that when the pressurized water injection splitting is carried out on the drill holes in the second batch, the splitting gap can be better connected with the splitting gaps in the first batch, and a better splitting through effect is achieved.
Claims (3)
1. An artificial drainage pressure relief method for a water-rich area outside a tunnel is characterized by comprising the following steps:
the construction preparation process comprises the following steps: knowing the geological conditions of the pressurized water injection zone, including water pressure, the development degree of the surrounding rock cracks, the properties of fillers in the cracks and the strength of a tunnel support and a grouting curtain, determining a water injection pressure range causing the surrounding rock splitting according to the geological conditions, and setting a water injection pressure value according to the water injection pressure range;
step one, detecting an upper large water guide pipeline and a lower large water guide pipeline or a water-rich area around a tunnel:
comprehensively detecting the water containing condition of the outer side of the tunnel of the water burst section by using a transient electromagnetic method, a high-density resistivity method, an earthquake mapping method and a geological radar method, detecting a main water-rich area and a water-rich crack of the outer side of the tunnel of the water burst section, and comprehensively analyzing the complete condition of surrounding rocks near the main drainage pipeline area of underground water passing through the tunnel and the distribution condition of underground large-scale water guide pipelines and water-rich areas;
step two, designing the row drilling holes:
designing the row-by-row drill holes according to the positions and the intervals of the large water guide pipeline and the water-rich area determined in the step one and the integrity of nearby surrounding rocks, determining the starting point, the angle and the depth of the drill holes on the side wall of the tunnel, and ensuring that the interval of the positions of the final drill holes does not exceed 10m so as to ensure that hydraulic connection can be generated under the action of high-pressure hydraulic fracture;
step three, drilling construction and pipe laying:
drilling according to the designed drilling position determined in the step two, wherein the drilling adopts forward construction, and the deviation is corrected in time after one section of drilling is checked; after one drilling construction is finished, pipe discharging operation is carried out, and after the pipe discharging operation is finished, next drilling construction is carried out; the water pressing pipeline for the lower pipe adopts a full sleeve, and the outer side of the sleeve is subjected to waterproof treatment, wherein the waterproof treatment refers to full sleeve construction, a closed waterproof sleeve is used, and the wall of the full sleeve is protected to prevent water injection from flowing backwards;
before pipe descending, carrying out a water pressing test on a steel pipe required by construction, trying to add water to a water injection pressure value 1.2 times of the set water injection pressure value, standing for 45min, checking whether the steel pipe has a water leakage problem, and repeatedly finishing the water pressing test for 3 times;
step four, water pressing cracking:
dividing the drilled holes constructed in the third step into two batches at intervals, pressurizing and injecting water into the first batch of drilled holes, monitoring in real time through the reading of a pressure gauge, gradually increasing the pressure to a set water injection pressure value after starting pressure, and stopping injecting water at the moment; pressurizing and injecting water into the second batch of drilled holes, gradually increasing the pressure after the pressure is increased until the fracturing is through, then rapidly decreasing the pressure and gradually tending to stable low pressure, wherein the pressure does not increase any more, and the pressure fracturing is finished;
and when the number of the drill holes is odd, dividing the two drill holes close to the large underground water guide pipeline and the water-rich area into a second batch for pressurized water injection.
2. The method for manually draining and decompressing the water according to claim 1, wherein in the third step, before the drilling construction, a measurer marks the drilling position on the grout stop wall on the tunnel face according to design parameters by using red paint, and sequentially marks the hole numbers.
3. The method for manually draining and decompressing the water according to claim 1, wherein in the third step, a drill is drilled by using an HL650 type rock drilling machine, and the vertical angle and the horizontal angle of the advancing drilling construction are controlled by using the coordinate difference between the head and the tail of the drill.
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| CN112832810B (en) * | 2021-03-04 | 2022-03-22 | 淮北市平远软岩支护工程技术有限公司 | Support method for fractured-interval argillization rheological rock mass |
| CN113565566B (en) * | 2021-08-24 | 2023-03-28 | 中铁二院工程集团有限责任公司 | Construction method for dewatering, depressurizing and stabilizing tunnel face of water-rich composite stratum |
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| CN103758570A (en) * | 2014-01-14 | 2014-04-30 | 中国矿业大学 | Method for controlling high mine pressure of open-air roadway by hydraulic fracturing |
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| CN104594898A (en) * | 2014-11-10 | 2015-05-06 | 山东科技大学 | Hard top plate waterflooding pressure relief treatment method |
| CN205714281U (en) * | 2016-04-29 | 2016-11-23 | 中国水利水电第五工程局有限公司 | A kind of tunnel excavation top diffusing concentrates water draw-off |
| CN107060834A (en) * | 2017-06-26 | 2017-08-18 | 山东大学 | Grout injection control technique is oozed in drainage slowly under back rich water broken condition |
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- 2018-03-14 CN CN201810210852.1A patent/CN108625897B/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101050709A (en) * | 2006-04-03 | 2007-10-10 | 郭国政 | High water pressure releasing and blocking mining method for mining area |
| CN102536240A (en) * | 2012-01-17 | 2012-07-04 | 河南省煤层气开发利用有限公司 | Method for preventing rock burst by adopting high-pressure fracturing |
| CN103758570A (en) * | 2014-01-14 | 2014-04-30 | 中国矿业大学 | Method for controlling high mine pressure of open-air roadway by hydraulic fracturing |
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