CN114483110A - Oblique grouting water plugging construction method for top plate of underground large chamber - Google Patents
Oblique grouting water plugging construction method for top plate of underground large chamber Download PDFInfo
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- CN114483110A CN114483110A CN202210349588.6A CN202210349588A CN114483110A CN 114483110 A CN114483110 A CN 114483110A CN 202210349588 A CN202210349588 A CN 202210349588A CN 114483110 A CN114483110 A CN 114483110A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 94
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 238000005553 drilling Methods 0.000 claims abstract description 49
- 238000001514 detection method Methods 0.000 claims abstract description 36
- 238000007689 inspection Methods 0.000 claims abstract description 33
- 238000009412 basement excavation Methods 0.000 claims abstract description 11
- 238000004364 calculation method Methods 0.000 claims abstract description 11
- 239000000463 material Substances 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 8
- 239000011435 rock Substances 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 2
- 239000000523 sample Substances 0.000 claims 3
- 238000000034 method Methods 0.000 abstract description 10
- 230000000694 effects Effects 0.000 abstract description 6
- 230000009286 beneficial effect Effects 0.000 abstract description 3
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- 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
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- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
-
- 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
- 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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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses an oblique grouting water plugging construction method for a top plate of an underground large chamber, which comprises the following steps of: p1, preliminary positioning; p2, modeling calculation; p3, excavating a pilot tunnel; p4, radar water; p5, borehole water exploration; p6, drilling a grouting hole; p7, grouting and water plugging; p8, drilling an inspection hole; p9, drilling a multiple grouting hole; p10, reinjection; p11, excavating large chambers. The method can more accurately determine the position of the water-bearing layer of the big chamber roof by combining radar detection and drilling detection, and compared with the traditional big chamber roof grouting method, the method is more reasonable and more accurate in grouting, is beneficial to saving grouting materials and reducing grouting cost; after grouting is finished, the grouting effect is checked through the check hole, the part with poor grouting effect is re-injected, and the grouting and water plugging effect of the top plate of the large chamber and the safety of excavation of the large chamber can be effectively improved.
Description
Technical Field
The invention relates to the technical field of underground construction of mines, in particular to a construction method for obliquely grouting and water plugging of a top plate of an underground large chamber.
Background
Along with the development of social economy in China, underground mines and underground space construction projects are increased continuously, various problems of construction are caused, particularly the problems of water seepage and water inrush of a top plate, which are often encountered in the excavation process of a large underground mine chamber, and a large amount of water inrush is extremely difficult to treat.
So far, the traditional excavation mode of the large chamber is various, no matter a full-section construction method or a newer excavation method, no good solution is provided when the problem of water seepage and water inrush of a top plate occurs, and the great threat is caused to the personal safety of workers.
Disclosure of Invention
In order to solve the technical problems, the invention provides the oblique grouting water plugging construction method for the top plate of the underground large chamber, which is simple in construction, safe and reliable.
The technical scheme for solving the problems is as follows: an underground large chamber roof oblique grouting water plugging construction method comprises the following steps:
step P1, preliminary positioning: determining the position of the big chamber and the position of the central pilot tunnel according to the design data and the geological and hydrological data;
step P2, modeling calculation: excavating a large chamber model, and determining the distribution range of the plastic zone and the positions of the left auxiliary cave and the right auxiliary cave after the large chamber is excavated;
step P3, excavating a pilot tunnel: excavating a central pilot tunnel and a left auxiliary tunnel and a right auxiliary tunnel, wherein the excavation length is a meters each time;
step P4, radar water detection: radar water detection is carried out on the top plate of the central guide tunnel, if the radar detection result shows that the aquifer exists, the step P5 is carried out, and if the radar detection result shows that the aquifer does not exist, the step P3 is returned;
step P5, drilling water: carrying out multi-angle drilling and water exploration on a central pilot tunnel top plate, wherein the drilling depth is b meters outside a large chamber plastic zone, and if water flows out, setting the position as a grouting point;
step P6, drilling a grouting hole: drilling grouting holes in the auxiliary holes, calculating the angles and the depths of the grouting holes of the auxiliary holes according to the angles and the depths of the water detection holes in the step P5, then drilling the grouting holes of the auxiliary holes according to the calculated angles, and stopping drilling until the target depth is reached;
step P7, grouting and water plugging: grouting and water plugging are carried out on the target position through the auxiliary hole grouting holes until grout flows out of the water detection holes, and then grouting is stopped, and the steps P3-P7 are repeated until the central pilot hole and the auxiliary holes are excavated to the target depth, and grouting of all the auxiliary hole grouting holes is finished;
step P8, drilling an inspection hole: the inspection hole is positioned at the vault position of the central pilot tunnel, the drilling section of the inspection hole is positioned in the middle of the two radar detection sections, and one drilling section of the inspection hole is arranged every a meters; if the inspection holes have water flowing out, performing the step P9, and if the inspection holes have no water, repeating the step P8 until all the inspection holes are drilled;
step P9, drilling a multiple grouting hole: drilling a secondary grouting hole in the auxiliary hole;
step P10, reinjection: re-injecting the re-injection grouting holes until grout flows out of the inspection holes;
and step P11, excavating a large chamber.
In the oblique grouting and water plugging construction method for the top plate of the underground large chamber, in the step P2, a large chamber model is established by using Flac 3D, and the distribution range of a plastic zone generated by surrounding rocks after the large chamber is excavated is simulated by excavating calculation of the model, so that the thickness h1 of the plastic zone is obtained.
In the oblique grouting and water plugging construction method for the top plate of the underground large chamber, in the step P2, the positions of the two auxiliary tunnels are respectively the left side position and the right side position of the large chamber to be excavated, the auxiliary tunnels are consistent with the design size of the central pilot tunnel outside the plastic zone of the large chamber, and the width is multiplied by the height by dXh.
In the step P4, the radar of the top plate of the central pilot tunnel detects water, the position of the aquifer is preliminarily determined, the water detection position is the position of the top plate of the tunnel face of the central pilot tunnel, the ground penetrating radar scans the top plate of the small pilot tunnel, and when the radar scans the water detection section, the antenna collects data every 20.0cm of movement on the tunnel face.
In the oblique grouting and water plugging construction method for the top plate of the underground large chamber, in the step P5, water detecting holes are arranged at intervals of 5 degrees in water detecting angle.
In the oblique grouting and water plugging construction method for the top plate of the underground large chamber, in the step P8, the inspection hole is drilled to the edge position of the plastic zone of the large chamber determined in the step P2.
In the step P9, drilling a secondary grouting hole through the auxiliary hole, checking the angle and the depth of the hole according to the step P8, calculating the angle and the depth of the secondary grouting hole of the auxiliary hole, performing the same calculation method as the step P6, then drilling the secondary grouting hole according to the calculated angle, and stopping drilling when water flows out.
In the oblique grouting and water plugging construction method for the top plate of the underground large chamber, in the step P10, the grouting and water plugging material for re-grouting is cement slurry until the grout flows out of the inspection holes, and the step P11 can be performed after all the inspection holes are inspected or grouting is finished.
The invention has the beneficial effects that: the method can more accurately determine the position of the water-bearing layer of the big chamber roof by combining radar detection and drilling detection, and compared with the traditional big chamber roof grouting method, the method is more reasonable and more accurate in grouting, is beneficial to saving grouting materials and reducing grouting cost; after grouting is finished, the grouting effect is checked through the check hole, the part with poor grouting effect is re-injected, and the grouting and water plugging effect of the top plate of the large chamber and the safety of excavation of the large chamber can be effectively improved.
Drawings
FIG. 1 is a flow chart of an embodiment of the present invention.
Fig. 2 is a general diagram of the surrounding rock situation of the large chamber.
Fig. 3 is a diagram of large chamber size.
Fig. 4 is a cross-sectional layout view.
FIG. 5 is a view showing arrangement of grouting holes of the auxiliary holes.
FIG. 6 is a schematic diagram of calculation of a grouting hole of a cave.
Fig. 7 is a diagram of inspection hole arrangement.
In the figure: 1. a large chamber; 2. a central pilot hole; 3. a left auxiliary hole; 4. a right auxiliary hole; 5. a surrounding rock mass; 6. a plastic region; 7. an aqueous layer; 8. a radar water detection section; 9. a water detecting hole; 10. grouting holes; 11. grouting points; 12. inspecting the hole; 13. re-injecting the grouting holes; 14. and checking the hole drilling section.
Detailed Description
The invention is further described below with reference to the figures and examples.
The position layout diagram and surrounding rock conditions of the large chamber are shown in figures 2 and 3, the total length L of the large chamber is L, and the width x the height of an arched section is DxH. In this embodiment, the invention adopts a construction method for oblique grouting and water plugging of a top plate of an underground large chamber, as shown in fig. 1, the construction method for oblique grouting and water plugging of the top plate of the underground large chamber comprises the following steps:
step P1, preliminary positioning: and determining the position of the big chamber 1 and the position of the central pilot tunnel 2 according to the design data and the geological and hydrological data.
Step P2, modeling calculation: and (5) excavating the large chamber model, and determining the distribution range of the plastic zone and the positions of the left auxiliary cave and the right auxiliary cave after the large chamber is excavated.
And (3) establishing a large chamber model (modeling can be carried out by selecting simulation software meeting working conditions according to different geological conditions) by using Flac 3D, and simulating the distribution range of a plastic zone generated by surrounding rocks after the large chamber is excavated by carrying out excavation calculation on the model to obtain the thickness h1 of the plastic zone 6. The left-side auxiliary cave 3 and the right-side auxiliary cave 4 are respectively positioned at the left side and the right side of the large chamber 1 to be excavated, and are outside a plastic zone 6 of the large chamber 1, the left-side auxiliary cave 3 and the right-side auxiliary cave 4 are consistent with the design size of the central pilot tunnel 2, and the width multiplied by the height is dmultiplied by h.
Step P3, excavating a pilot tunnel: and excavating the central pilot tunnel 2 and the left and right auxiliary tunnels, wherein the excavation length is 10 meters each time.
Step P4, radar water detection: radar water detection is carried out on the top plate of the central pilot tunnel 2, the position of a water-bearing stratum is preliminarily determined, and the water detection position is the position of the top plate on the tunnel face of the central pilot tunnel 2, as shown in fig. 4; scanning a small pilot tunnel top plate by a ground penetrating radar, wherein in the step, when a radar water detection section 8 is scanned, an antenna moves 20.0cm above a tunnel face to acquire data, so that richer feedback signals can be received; if the radar detection result indicates the presence of the aquifer 7, the process proceeds to step P5, and if the radar detection result indicates the absence of the aquifer, the process returns to step P3.
Step P5, drilling water: and (3) carrying out multi-angle drilling and water detection on the top plate of the central pilot tunnel 2, wherein a water detection hole 9 is arranged at each water detection angle of 5 degrees, the drilling depth of the water detection hole 9 reaches 5 meters outside the plastic zone of the large chamber, and if water flows out, the position is set as a grouting point 11 as shown in figure 5.
Step P6, drillAnd (3) grouting holes are arranged: drilling a grouting hole 10 in the auxiliary hole, and calculating the angle and the depth of the grouting hole 10 of the auxiliary hole according to the angle and the depth of the water detecting hole 9 in the step P5, as shown in FIG. 5; drilling of the hole 10 is then carried out according to the calculated angle, drilling is stopped to the target depth, taking a vertical water-exploring hole as an example, and d is known1、h1At an angle of 90 DEG, can be found
。
Step P7, grouting and water plugging: grouting and water plugging are carried out on the target position through the auxiliary hole grouting holes 10, the grouting and water plugging material is cement paste, superfine cement can be adopted to prepare the cement paste if the grouting flow of common cement paste is small, chemical cement paste can be adopted if the water flow of the water detection hole is large, grouting can be stopped until the grout flows out of the water detection hole, then the steps P3-P7 are repeated until the central pilot tunnel 2, the left auxiliary tunnel 3 and the right auxiliary tunnel 4 are excavated to the target depth, and grouting of all the auxiliary hole grouting holes 10 is finished.
Step P8, drilling the inspection hole 12: the position of the inspection hole 12 is the vault position of the central pilot tunnel 2, and the drilling section of the inspection hole 12 is positioned in the middle position of the two radar detection sections, as shown in figure 4; setting an inspection hole drilling section 14 at intervals of 10 meters, and drilling an inspection hole 12 to the edge position of the plastic zone of the large chamber determined in the step P2; if there is water flowing out from the inspection holes 12, the step P9 is performed, and if there is no water, the step P8 is repeated until all the inspection holes 12 are drilled.
Step P9, drilling a multiple grouting hole: and drilling a secondary grouting hole 13 in the auxiliary hole.
Checking the hole angle and depth according to the step P8, calculating the angle and depth of the auxiliary hole re-injection grouting hole 13, the calculation method is the same as the step P6, then drilling the re-injection grouting hole 13 according to the calculated angle, and stopping drilling when water flows out.
Step P10, reinjection: and (4) re-injecting the re-injection grouting holes 13, wherein the grouting water plugging material is cement paste, ultrafine cement can be adopted to prepare the cement paste if the grouting flow of common cement paste is small, chemical cement paste can be adopted if the water flow of the water detection holes is large until the grout flows out of the inspection holes, and the step P11 can be carried out after all the inspection holes are inspected or the grouting is finished.
And step P11, performing excavation work of the large chamber.
Claims (8)
1. An underground large chamber roof oblique grouting water plugging construction method is characterized by comprising the following steps:
step P1, preliminary positioning: determining the position of the big chamber and the position of the central pilot tunnel according to the design data and the geological and hydrological data;
step P2, modeling calculation: excavating a large chamber model, and determining the distribution range of the plastic zone and the positions of the left auxiliary cave and the right auxiliary cave after the large chamber is excavated;
step P3, excavating a pilot tunnel: excavating a central pilot tunnel and a left auxiliary tunnel and a right auxiliary tunnel, wherein the excavation length is a meters each time;
step P4, radar water detection: radar water detection is carried out on the top plate of the central guide tunnel, if the radar detection result shows that the aquifer exists, the step P5 is carried out, and if the radar detection result shows that the aquifer does not exist, the step P3 is returned;
step P5, drilling water: carrying out multi-angle drilling and water exploration on a central pilot tunnel top plate, wherein the drilling depth is b meters outside a large chamber plastic zone, and if water flows out, setting the position as a grouting point;
step P6, drilling a grouting hole: drilling grouting holes in the auxiliary holes, calculating the angles and the depths of the grouting holes of the auxiliary holes according to the angles and the depths of the water detection holes in the step P5, then drilling the grouting holes of the auxiliary holes according to the calculated angles, and stopping drilling until the target depth is reached;
step P7, grouting and water plugging: grouting and water plugging are carried out on the target position through the auxiliary hole grouting holes until grout flows out of the water detection holes, and then grouting is stopped, and the steps P3-P7 are repeated until the central pilot hole and the auxiliary holes are excavated to the target depth, and grouting of all the auxiliary hole grouting holes is finished;
step P8, drilling an inspection hole: the inspection hole is positioned at the vault position of the central pilot tunnel, the drilling section of the inspection hole is positioned in the middle of the two radar detection sections, and one drilling section of the inspection hole is arranged every a meters; if the inspection holes have water flowing out, performing the step P9, and if the inspection holes have no water, repeating the step P8 until all the inspection holes are drilled;
step P9, drilling a multiple grouting hole: drilling a secondary grouting hole in the auxiliary hole;
step P10, reinjection: re-injecting the re-injection grouting holes until grout flows out of the inspection holes;
and step P11, excavating a large chamber.
2. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 1, wherein in the step P2, a large chamber model is established by using Flac 3D, and the distribution range of the plastic zone generated by surrounding rocks after the large chamber is excavated is simulated by excavation calculation of the model, so as to obtain the thickness h1 of the plastic zone.
3. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 2, wherein in the step P2, two auxiliary tunnels are respectively located at the left and right sides of the large chamber to be excavated, and outside the plastic zone of the large chamber, the auxiliary tunnels are consistent with the design size of the central pilot tunnel, and the width x the height are d x h.
4. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 1, wherein in said step P4, the radar of the central pilot tunnel roof probes water to preliminarily determine the position of the aquifer, the probe water position is the position of the roof of the tunnel face of the central pilot tunnel, the ground penetrating radar scans the roof of the small pilot tunnel, and the data is collected every 20.0cm when the antenna moves above the tunnel face during the scanning of the radar probe water section.
5. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 1, wherein in the step P5, water detection holes are provided every 5 ° apart.
6. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 3, wherein in the step P8, an inspection hole is drilled to the edge position of the plastic zone of the large chamber determined in the step P2.
7. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 3, wherein in the step P9, a secondary hole is drilled with a secondary grouting hole, the angle and the depth of the secondary hole are calculated according to the hole angle and the depth checked in the step P8, the calculation method is the same as the step P6, then the drilling of the secondary grouting hole is carried out according to the calculated angle, and the drilling is stopped when water flows out.
8. The underground large chamber roof diagonal grouting water plugging construction method as claimed in claim 3, wherein in the step P10, the grouting water plugging material for re-grouting is cement slurry, until the grout flows out from the inspection holes, and the step P11 can be performed after all the inspection holes are inspected or grouted.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210349588.6A CN114483110B (en) | 2022-04-02 | Oblique grouting water plugging construction method for top plate of underground large chamber |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210349588.6A CN114483110B (en) | 2022-04-02 | Oblique grouting water plugging construction method for top plate of underground large chamber |
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| CN114483110A true CN114483110A (en) | 2022-05-13 |
| CN114483110B CN114483110B (en) | 2024-06-21 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06101400A (en) * | 1992-09-16 | 1994-04-12 | Asahi Denka Kogyo Kk | Injection type water stop method |
| CN103032083A (en) * | 2012-12-21 | 2013-04-10 | 中南大学 | Reconstruction method for water-proof shell |
| CN108316948A (en) * | 2018-02-01 | 2018-07-24 | 山东交通学院 | A kind of rich water soft stratum gushing water is dashed forward the Grouting method after mud |
| CN211116045U (en) * | 2019-09-23 | 2020-07-28 | 中国电建集团华东勘测设计研究院有限公司 | Large-scale underground cavern excavation order rationality normal position detection structure |
| CN114086966A (en) * | 2021-11-17 | 2022-02-25 | 湖南省交通规划勘察设计院有限公司 | Construction method for fine vibration-damping blasting of four-arch tunnel |
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06101400A (en) * | 1992-09-16 | 1994-04-12 | Asahi Denka Kogyo Kk | Injection type water stop method |
| CN103032083A (en) * | 2012-12-21 | 2013-04-10 | 中南大学 | Reconstruction method for water-proof shell |
| CN108316948A (en) * | 2018-02-01 | 2018-07-24 | 山东交通学院 | A kind of rich water soft stratum gushing water is dashed forward the Grouting method after mud |
| CN211116045U (en) * | 2019-09-23 | 2020-07-28 | 中国电建集团华东勘测设计研究院有限公司 | Large-scale underground cavern excavation order rationality normal position detection structure |
| CN114086966A (en) * | 2021-11-17 | 2022-02-25 | 湖南省交通规划勘察设计院有限公司 | Construction method for fine vibration-damping blasting of four-arch tunnel |
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