CN111648829A - Monitoring device for measuring original pressure water head of deep-buried tunnel and construction and measurement method - Google Patents
Monitoring device for measuring original pressure water head of deep-buried tunnel and construction and measurement method Download PDFInfo
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- CN111648829A CN111648829A CN202010676400.XA CN202010676400A CN111648829A CN 111648829 A CN111648829 A CN 111648829A CN 202010676400 A CN202010676400 A CN 202010676400A CN 111648829 A CN111648829 A CN 111648829A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/06—Measuring temperature or pressure
Abstract
The invention discloses a monitoring device for measuring an original pressure water head of a deep-buried tunnel, and a construction and measurement method, wherein the monitoring device for measuring the original pressure water head of the deep-buried tunnel comprises a drill hole arranged on the earth surface, an osmometer is arranged in the drill hole, the outside of the osmometer is wrapped by medium coarse sand, and the space of the drill hole outside the medium coarse sand is filled by filling materials. Along with the construction of large-scale national projects, the construction of deep-buried tunnels is gradually increased, and the application of original pressure water head projects of the deep-buried tunnels is also increased. The method mainly solves the problem of incomplete monitoring of the original underground water line, realizes underground water level monitoring of various stratums and unfavorable geological structure zones covered on the deep-buried tunnel, can better provide scientific basis for calculation of the external water pressure of a lining structure of the deep-buried tunnel, and provides important guarantee for long-term operation safety of a deep-buried tunnel engineering structure.
Description
Technical Field
The invention belongs to the technical field of measurement of original pressure water heads of deep-buried tunnels, and particularly relates to a monitoring device for measuring original pressure water heads of deep-buried tunnels and a construction and measurement method.
Background
For a deeply buried underground tunnel, the height difference between a natural underground water surface line and the axis of the tunnel is large, and a relatively large underground water pressure water head is formed at the axis part of the tunnel according to the analysis of a hydrostatic pressure calculation formula. Deep-buried tunnels, unlike shallow-buried tunnels, present a significant challenge to the design of the lining structure at such high pressure heads. In order to solve the design problem of the lining structure considering the pressure of underground water, the design specification of hydraulic tunnels (SL279-2002) provides a method for determining the pressure (load) of the external water of the lining structure by multiplying a head of height difference between a natural underground water surface line and the axis of the tunnel by a reduction coefficient beta, wherein the value of the reduction coefficient beta is a description according to the activity state of the underground water, different reduction coefficient value intervals are given, namely the value is not a quantitative index, so that great subjectivity is brought to the design, and various calculation results of the external water pressure can be obtained.
In recent decades, the concept of external water pressure (load) of the lining structure and the corresponding research are concerned by many scholars, and deep discussion and research are carried out, so that a determination method with important understanding and certain use value is provided. Some of the scholars suggested a model of the seepage theory and some suggested a "load-structure" model.
No matter a seepage theory model or a load-structure model, the determination of the underground water pressure head on the lining structure and the determination of the original pressure head at the hole axis part are key links which cannot be avoided.
The discussion of the original pressure head of the tunnel is basically followed by the specification of the height difference head between the natural underground water line and the tunnel axis.
At present, most of the original pressure water heads are directly applied to the action water head from the underground water line to the hole axis, but the action water head is only suitable for the discrete medium hydrostatic pressure condition, and the credibility is not high in the complex rock mass medium deep-buried tunnel. Although the original pressure head can be obtained by a seepage theory model or a load-structure model numerical analysis means, the credibility of the model is questioned in the practical engineering application due to the complexity of rock mass seepage and boundary conditions.
Therefore, the development of a novel monitoring device and a novel measuring method for measuring the original pressure head of the deeply-buried tunnel is necessary, and the monitoring device and the measuring method have important significance for calculating the lining external water pressure of the deeply-buried tunnel and ensuring the long-term operation safety of the tunnel.
Disclosure of Invention
The invention provides a monitoring device for measuring an original pressure water head of a deep-buried tunnel, and a construction and measurement method, mainly solves the problem of incomplete monitoring of an original underground water line, realizes underground water level monitoring of various stratums and unfavorable geological structure zones covered on the deep-buried tunnel, can better provide scientific basis for calculation of external water pressure of a lining structure of the deep-buried tunnel, and provides important guarantee for long-term operation safety of an engineering structure of the deep-buried tunnel.
In order to achieve the purpose, the invention adopts the following technical scheme:
the monitoring device for measuring the original pressure water head of the deeply buried tunnel comprises a drill hole formed in the earth surface, wherein an osmometer is arranged in the drill hole, the osmometer is wrapped by medium coarse sand, and the space of the drill hole, except the medium coarse sand, is filled with filler.
As a further description of the above technical solution:
the drill hole is drilled from the original ground surface to the deep-buried tunnel, and the diameter of the drill hole is not less than 50 mm.
As a further description of the above technical solution:
the drilling hole is provided with the osmometer at the tunnel position, the middle position of different stratums and a bad geological zone.
As a further description of the above technical solution:
the medium coarse sand is used for wrapping the osmometer, and the length of the wrapped medium coarse sand is more than 30 cm.
As a further description of the above technical solution:
the filler is an expansive soil ball or cement slurry and is used for covering a partition space outside the osmometer position by medium coarse sand.
The construction method of the monitoring device for measuring the original pressure water head of the deep-buried tunnel comprises the following steps:
a1: and drilling the aperture on the original ground surface to the depth of the deeply buried tunnel.
A2: and according to the geological description of the drill core, dividing the stratum and the unfavorable geological zone between the earth surface and the tunnel position, and determining the depth of the stratum boundary and the unfavorable geological zone.
A3: and soaking the osmometer, and wrapping and compacting the osmometer by using saturated medium coarse sand.
A4: the installation sequence is from the bottom to the earth surface, the osmometer wrapped by the saturated medium-coarse sand is put into the corresponding position, and then the filler is backfilled.
A5: repeating the step A4 until all the formation boundary positions and the osmometers in the bad geological zone positions of the drill hole are installed.
A6: reading the readings of the osmometer at each position of the drilled hole, and selecting an initial value after ensuring that three continuous readings at intervals of 24 hours do not exceed 1 percent of the average value.
As a further description of the above technical solution: in the step a3, the immersion time of the osmometer is 24 hours or more.
As a further description of the above technical solution: in the step A3, after the package is compacted, the whole length of the package is more than 30 cm.
The method for measuring the original pressure water head of the deep-buried tunnel comprises the following steps:
b1: performing data compilation analysis according to the reading of the osmometer at each position of the drill hole;
b2: carrying out time sequence analysis to obtain time course curves of the osmometers at all positions;
b3: on the basis of the time course curve, carrying out osmometer correlation curves at two positions;
b4: carrying out osmometer clustering curves at different positions on the basis of the correlation curve;
b5: carrying out water level layering according to the position of the osmometer on the basis of the clustering curve;
b6: on the basis of water level stratification, carrying out comparative analysis on the osmometer at the deep-buried tunnel position, repeating the steps B3 and B4, and finding out each osmometer position with obvious correlation with the osmometer at the deep-buried tunnel position;
b7: plotting osmometer readings versus position based on step B6;
b8: finding the osmometer at the farthest position away from the deep-buried tunnel on the basis of the step B7;
b9: and B8, on the basis of the step B, carrying out a statistical model of the osmometers at the deep-buried tunnel position and the farthest position to obtain a statistical model of the original pressure head of the deep-buried tunnel, and calculating to obtain the original pressure head of the deep-buried tunnel.
As a further description of the above technical solution: the measuring method further comprises the following steps:
b10: if no osmometer is deeply buried in the tunnel, executing the steps B1-B5, on the basis, carrying out comparative analysis on the osmometers at the nearest positions to the earth surface, repeating the steps B3 and B4, and finding out positions of the osmometers which have insignificant correlation with the osmometers at the nearest positions to the earth surface;
b11: on the basis of the step B10, executing the steps B7 and B8 to find a farthest position osmometer with insignificant reading from the osmometer at the nearest position on the earth surface;
b12: and (3) establishing a statistical model of each osmometer (at least two osmometers at two positions) with insignificant correlation with the osmometer at the nearest position of the earth surface, and then carrying out extrapolation to obtain the original pressure water head of the deep-buried tunnel.
The invention has the following beneficial effects:
along with the construction of large-scale national projects, the construction of deep-buried tunnels is gradually increased, and the application of original pressure water head projects of the deep-buried tunnels is also increased. The method mainly solves the problem of incomplete monitoring of the original underground water line, realizes underground water level monitoring of various stratums and unfavorable geological structure zones covered on the deep-buried tunnel, can better provide scientific basis for calculation of the external water pressure of a lining structure of the deep-buried tunnel, and provides important guarantee for long-term operation safety of a deep-buried tunnel engineering structure.
Drawings
FIG. 1 is a schematic structural view of the present invention applied to the structural design and construction of a deep-buried tunnel in hydraulic and hydroelectric engineering;
FIG. 2 is a schematic structural view of the present invention applied to the structural design and construction of a deep-buried tunnel in highway engineering;
FIG. 3 is a schematic structural view of the deep-buried tunnel structure applied to railway engineering and construction.
Illustration of the drawings:
1-original earth surface; 2, drilling; 3-expansive soil balls or cement slurry; 4-osmometer; 5-medium coarse sand; 6-deeply burying the tunnel; 7-zone of bad geology; 8-formation boundary.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
Referring to fig. 1-3, one embodiment of the present invention is provided:
the monitoring device for measuring the original pressure water head of the deeply buried tunnel comprises a drill hole 2 formed in an original earth surface 1, wherein an osmometer 4 is arranged in the drill hole 2, the osmometer 4 is wrapped by medium coarse sand 5, and the space of the drill hole 2 except the medium coarse sand 5 is filled with a filler.
In the embodiment, the drill hole 2 is drilled from the original ground surface 1 to the deep-buried tunnel position 6, and the diameter of the drill hole 2 is not less than 50 mm; the osmometer 4 is arranged on the drill hole 2 at a tunnel position 6, the middle position of different stratums (namely a stratum boundary 8) and a bad geological zone 7; the medium coarse sand 5 is used for wrapping the osmometer 4, and the length of the wrapped medium coarse sand is more than 30 cm; the filler is an expansive soil ball or cement slurry 3 and is used for a partition space outside the position of the osmometer 4 wrapped by medium coarse sand 5.
In the present embodiment, the number of the osmometers 4 is one or more; when the number of the osmometers 4 is one, the drill holes 2 are filled on the upper side and the lower side of the medium coarse sand 5 through fillers; when the osmometers 4 are plural, the boreholes 2 are filled with the packing between the adjacent medium grits 5 and the upper side of the uppermost medium grit 5 and the lower side of the lowermost medium grit 5.
Example 2
Referring to fig. 1-3, the construction method of the monitoring device for the original pressure water head of the deep-buried tunnel comprises the following steps:
1) and drilling a hole diameter 2 with the diameter not less than 50mm on the original ground surface 1 to the position of a deep-buried tunnel 6.
2) The strata and zone of poor geology between the surface to the tunnel location 6 are partitioned according to the geological description of the core of the borehole 2, and the depth of the strata boundary 8 and zone of poor geology 7 are determined.
3) Soaking the osmometer 4 for more than 24 hours, wrapping and compacting the osmometer 4 by using saturated medium-coarse sand 5, and after wrapping and compacting, the whole length of the osmometer is more than 30 cm. If the thickness of the unfavorable geological zone 7 is more than 30cm, the integral length of the osmometer 4 wrapped by the saturated medium-coarse sand 5 is ensured to be more than the thickness of the unfavorable geological zone 7 and is more than 20cm higher than the upper and lower boundaries of the unfavorable geological zone 7.
4) The installation sequence is that the osmometer 4 wrapped by the saturated medium-coarse sand 5 is put into the corresponding position from the bottom to the earth surface, and the expansive soil ball or cement slurry 3 is backfilled. After the backfilled expansive soil ball or cement slurry 3 is initially set, the next position can be entered into an osmometer 4 wrapped by saturated medium coarse sand 5 for installation and burying.
5) And repeating the step 4) until the osmometers at all the stratum boundary 8 positions and the unfavorable geological zone 7 positions of the drill hole 2 are installed.
6) Reading the readings of the osmometer 4 at each position of the borehole 2, and selecting the initial value after ensuring that three continuous readings at intervals of 24 hours do not exceed 1% of the average value.
Example 3
The method for measuring the original pressure water head of the deep-buried tunnel comprises the following steps:
1) performing data compilation analysis according to the reading of the osmometer 4 at each position of the drill hole 2;
2) carrying out time sequence analysis to obtain a time course curve of the osmometer 4 at each position;
3) on the basis of the time course curve, carrying out correlation curves of osmometers 4 at two positions;
4) on the basis of the correlation curve, clustering curves of osmometers 4 at different positions are carried out;
5) carrying out water level layering according to the position of the osmometer 4 on the basis of the clustering curve;
6) on the basis of water level stratification, carrying out comparative analysis on the osmometer 4 at the position of the deeply buried tunnel 6, and repeating the steps 3) and 4) to find each osmometer 4 position which has obvious correlation with the osmometer 4 at the position of the deeply buried tunnel;
7) drawing a curve of the relationship between the reading of the osmometer 4 and the position on the basis of the step 6);
8) on the basis of the step 7), finding the osmometer 4 at the farthest position away from the deep-buried tunnel 6;
9) and 8) on the basis of the step, carrying out a statistical model of the osmometers 4 at the positions of the deeply buried tunnel 6 and the farthest position to obtain a statistical model of the original pressure head of the deeply buried tunnel 6, and calculating to obtain the original pressure head of the deeply buried tunnel 6.
10) If no osmometer 4 at the position of the deeply buried tunnel 6 exists, executing the steps 1) to 5), on the basis, carrying out comparative analysis on the osmometer 4 at the position closest to the original earth surface 1, and repeating the steps 3) and 4), so as to find out the positions of the osmometers 4 with insignificant correlation with the osmometers 4 at the position closest to the original earth surface 1;
11) on the basis of the step 10), executing the steps 7) and 8), and finding the farthest position osmometer 4 with inconspicuous reading from the osmometer 4 at the nearest position of the original ground surface 1;
12) and (3) establishing a statistical model of each osmometer 4 (at least two osmometers 4) with insignificant correlation with the osmometers at the nearest positions of the original earth surface 1, and then carrying out extrapolation to obtain the original pressure water head of the deeply-buried tunnel 6.
Along with the construction of large-scale national projects, the construction of deep-buried tunnels is gradually increased, and the application of original pressure water head projects of the deep-buried tunnels is also increased. The device mainly solves original groundwater bit line monitoring incompleteness, has realized that bury the tunnel deeply and has covered the groundwater level monitoring in each stratum, unfavorable geological structure area, can provide scientific foundation for bury tunnel lining structure outer water pressure calculation better, provides important guarantee for bury tunnel engineering structure long-term operation safety deeply.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Claims (10)
1. The monitoring device for measuring the original pressure water head of the deeply-buried tunnel is characterized in that: the sand pack type drilling tool comprises a drilling hole formed in the earth surface, wherein an osmometer is arranged in the drilling hole, the osmometer is wrapped by medium coarse sand, and the space of the drilling hole outside the medium coarse sand is filled with a filler.
2. A fully assembled concrete low voltage distribution room as claimed in claim 1, wherein: the drill hole is drilled from the original ground surface to the deep-buried tunnel, and the diameter of the drill hole is not less than 50 mm.
3. A fully assembled concrete low voltage distribution room as claimed in claim 1, wherein: the drilling hole is provided with the osmometer at the tunnel position, the middle position of different stratums and a bad geological zone.
4. A fully assembled concrete low voltage distribution room as claimed in claim 1, wherein: the medium coarse sand is used for wrapping the osmometer, and the length of the wrapped medium coarse sand is more than 30 cm.
5. A fully assembled concrete low voltage distribution room as claimed in claim 1, wherein: the filler is an expansive soil ball or cement slurry and is used for covering a partition space outside the osmometer position by medium coarse sand.
6. The construction method of the monitoring device according to any one of claims 1 to 5, comprising the steps of:
a1: and drilling the aperture on the original ground surface to the depth of the deeply buried tunnel.
A2: and according to the geological description of the drill core, dividing the stratum and the unfavorable geological zone between the earth surface and the tunnel position, and determining the depth of the stratum boundary and the unfavorable geological zone.
A3: and soaking the osmometer, and wrapping and compacting the osmometer by using saturated medium coarse sand.
A4: the installation sequence is from the bottom to the earth surface, the osmometer wrapped by the saturated medium-coarse sand is put into the corresponding position, and then the filler is backfilled.
A5: repeating the step A4 until all the formation boundary positions and the osmometers in the bad geological zone positions of the drill hole are installed.
A6: reading the readings of the osmometer at each position of the drilled hole, and selecting an initial value after ensuring that three continuous readings at intervals of 24 hours do not exceed 1 percent of the average value.
7. The construction method according to claim 6, wherein in the step A3, the immersion time of the osmometer is 24 hours or more.
8. The method of claim 7, wherein the step A3 is carried out after the parcel is compacted, and the overall length is greater than 30 cm.
9. The measurement method of the monitoring device according to any one of claims 1-5, comprising the steps of:
b1: performing data compilation analysis according to the reading of the osmometer at each position of the drill hole;
b2: carrying out time sequence analysis to obtain time course curves of the osmometers at all positions;
b3: on the basis of the time course curve, carrying out osmometer correlation curves at two positions;
b4: carrying out osmometer clustering curves at different positions on the basis of the correlation curve;
b5: carrying out water level layering according to the position of the osmometer on the basis of the clustering curve;
b6: on the basis of water level stratification, carrying out comparative analysis on the osmometer at the deep-buried tunnel position, repeating the steps B3 and B4, and finding out each osmometer position with obvious correlation with the osmometer at the deep-buried tunnel position;
b7: plotting osmometer readings versus position based on step B6;
b8: finding the osmometer at the farthest position away from the deep-buried tunnel on the basis of the step B7;
b9: and B8, on the basis of the step B, carrying out a statistical model of the osmometers at the deep-buried tunnel position and the farthest position to obtain a statistical model of the original pressure head of the deep-buried tunnel, and calculating to obtain the original pressure head of the deep-buried tunnel.
10. The measurement method according to claim 9, characterized in that the measurement method further comprises the steps of:
b10: if no osmometer is deeply buried in the tunnel, executing the steps B1-B5, on the basis, carrying out comparative analysis on the osmometers at the nearest positions to the earth surface, repeating the steps B3 and B4, and finding out positions of the osmometers which have insignificant correlation with the osmometers at the nearest positions to the earth surface;
b11: on the basis of the step B10, executing the steps B7 and B8 to find a farthest position osmometer with insignificant reading from the osmometer at the nearest position on the earth surface;
b12: and (3) establishing a statistical model of each osmometer (at least two osmometers at two positions) with insignificant correlation with the osmometer at the nearest position of the earth surface, and then carrying out extrapolation to obtain the original pressure water head of the deep-buried tunnel.
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| CN112253256A (en) * | 2020-11-26 | 2021-01-22 | 安徽省煤田地质局勘查研究院 | Mine ground drilling non-sleeve multi-aquifer underground water level monitoring system |
| CN115030680A (en) * | 2022-06-30 | 2022-09-09 | 中国地质科学院岩溶地质研究所 | Automatic monitoring method for groundwater in pressure maintaining influence range of slurry balance shield |
| CN115994494A (en) * | 2022-11-21 | 2023-04-21 | 长江三峡勘测研究院有限公司（武汉） | Method and system for estimating diving high external water pressure of multilayer slowly-inclined rock-soil body deep-buried tunnel |
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| CN115030680A (en) * | 2022-06-30 | 2022-09-09 | 中国地质科学院岩溶地质研究所 | Automatic monitoring method for groundwater in pressure maintaining influence range of slurry balance shield |
| CN115994494A (en) * | 2022-11-21 | 2023-04-21 | 长江三峡勘测研究院有限公司（武汉） | Method and system for estimating diving high external water pressure of multilayer slowly-inclined rock-soil body deep-buried tunnel |
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