CN113153307A - Tunnel construction method suitable for water-rich fractured rock mass - Google Patents
Tunnel construction method suitable for water-rich fractured rock mass Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 85
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- 238000005553 drilling Methods 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 238000007599 discharging Methods 0.000 claims abstract description 5
- 238000009412 basement excavation Methods 0.000 claims description 15
- 238000005422 blasting Methods 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 11
- 238000012544 monitoring process Methods 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- GNFTZDOKVXKIBK-UHFFFAOYSA-N 3-(2-methoxyethoxy)benzohydrazide Chemical compound COCCOC1=CC=CC(C(=O)NN)=C1 GNFTZDOKVXKIBK-UHFFFAOYSA-N 0.000 claims description 2
- FGUUSXIOTUKUDN-IBGZPJMESA-N C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 Chemical compound C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 FGUUSXIOTUKUDN-IBGZPJMESA-N 0.000 claims description 2
- 238000001514 detection method Methods 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 239000003673 groundwater Substances 0.000 abstract 1
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 239000011440 grout Substances 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
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Images
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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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
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
Abstract
The invention relates to a tunnel construction method suitable for a water-rich fractured rock mass, which comprises the following steps of: a. b, advance geological forecast, advance small pipe pre-reinforcement, c, set up the small pipe of radial direction in tunnel radial direction near the tunnel face, used for discharging the tunnel hole peripheral groundwater; d. respectively drilling advanced holes in front of a tunnel face at the wall feet on two sides of the tunnel, wherein the advanced holes are used as drain holes for draining underground water in front of the tunnel face on one hand and are used as geological forecast holes on the other hand; e. grouting into the rock mass through the small radial guide pipe to form a reinforcing ring, reinforcing the cracked rock mass at the periphery of the tunnel, and plugging the underground water seepage path. The invention can quickly realize drainage and depressurization and stabilize the fractured rock mass, effectively reduce the construction risk and ensure the safety of tunnel construction.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tunnel construction method suitable for water-rich fractured rock masses.
Background
With the continuous expansion of the basic traffic construction scale in China, the number and mileage of traffic tunnels are increased year by year. China is vast, and in the process of tunnel engineering construction, various bad and complex strata are inevitably penetrated, and the common action of underground water brings huge challenges to the tunnel engineering construction, and construction disasters are easily induced by carelessness. Among them, in the construction of numerous tunnels in water-rich areas, the construction problems caused by fractured rock masses due to a series of reasons such as geological structure movement, weathering and corrosion are prominent, and because the construction problems often have the characteristics of high water pressure, rock mass fracture and the like, if the construction method adopted in the construction is improper, the damage such as tunnel face instability, surrounding rock collapse and water inrush and the like can be caused, and even more serious casualties and economic losses can be caused.
The Chinese invention patent CN108952732A discloses an excavation construction method suitable for a large-section tunnel in a water-rich fault fracture zone, wherein a tunnel face is divided into 7 parts by two side pilot tunnels for excavation, although the method can effectively guarantee construction safety, no drainage method is arranged, the excavation procedures are more, the construction period is long, and the economy is short. The invention Chinese patent CN 101798930A discloses a rapid construction method for a high-pressure water-rich fault of a tunnel, which comprises the steps of reducing pressure and draining water step by step in a water-rich area by additionally arranging a drainage branch tunnel, carrying out accurate tracking grouting reinforcement on the tunnel, and then carrying out rapid sealing and rapid excavation on the tunnel. According to the invention, the construction method adopted in the water-rich fractured rock mass area still has the problems of complex process, poor drainage capability, high construction cost and the like.
The invention discloses a tunnel construction method suitable for a water-rich fractured rock mass, which is mainly suitable for surrounding rock stability control and excavation construction of a tunnel penetrating through a water-rich fractured rock mass stratum. The method can realize rapid and stable drainage and depressurization, dynamically observe the conditions of underground water pressure, water quantity and the like in the surrounding rock, accurately grasp the construction and excavation time, combine geophysical prospecting and drilling, improve the accuracy of advanced geological forecast, provide safety guarantee for construction safety, and have simple construction steps and stronger applicability and economy.
Disclosure of Invention
The invention aims to provide a tunnel construction method suitable for water-rich fractured rock masses, which can quickly realize drainage depressurization and stabilization of the fractured rock masses, effectively reduce construction risks and ensure the safety of tunnel construction.
Therefore, the invention adopts the following technical scheme:
a tunnel construction method suitable for water-rich fractured rock masses comprises the following steps in sequence:
a. advanced geological forecast, when a tunnel passes through a water-rich fractured rock mass for construction, detecting the crushing degree and the underground water distribution condition of surrounding rocks in front of a tunnel face through the geological forecast;
b. pre-reinforcing the advanced small guide pipes, forming a grouting layer by grouting the advanced small guide pipes according to the result of advanced geological prediction, and performing advanced support on surrounding rocks above the tunnel face;
c. a small radial guide pipe is arranged near the tunnel face along the radial direction of the tunnel and used for discharging underground water around the tunnel;
d. respectively drilling advanced holes in front of a tunnel face at the wall feet on two sides of the tunnel, wherein the advanced holes are used as drain holes for draining underground water in front of the tunnel face on one hand and are used as geological forecast holes on the other hand;
e. grouting into the rock mass through the small radial guide pipe to form a reinforcing ring, reinforcing the cracked rock mass at the periphery of the tunnel, and plugging the underground water seepage path.
Further, after the step e, the method further comprises the steps of:
f. tunneling and excavating the tunnel, plugging the basement drainage drill hole, blasting and excavating by controlling blasting, and further constructing a tunnel supporting structure.
g. And (4) performing information construction, adopting a monitoring and measuring means to monitor the deformation condition of the rock mass of the tunnel in real time, and adjusting the construction scheme and guiding the construction site through information feedback.
Preferably, the advanced geological forecast is to detect the surrounding rock conditions within 20-25 m in front of the face by adopting a geological radar geological forecast method, acquire formation information in front of the face by combining detection data, and predict occurrence form, position and scale of underground water, wherein the formation information comprises rock mass crushing conditions and joint fractures.
Preferably, the advanced small catheter pre-reinforcement comprises; grouting advanced small ducts within the range of 120-180 degrees of the tunnel arch, wherein the diameter of each advanced small duct is 30-50 mm, the circumferential distance is 30cm, the length of each advanced small duct is 3-5 m, the external insertion angle is 10-15 degrees, the lap joint length of each advanced small duct is 1m, and grouting rings are formed through grouting of the advanced small ducts.
Preferably, in the step c, small radial guide pipes are uniformly drilled at the tunnel wall foot and above, the diameter of each small radial guide pipe is 50mm, the length of each small radial guide pipe is 3-5 m, the circumferential interval is 0.3m, and the longitudinal interval is 2.2 m.
Preferably, in the step d, the initial positions of the drain holes are located at the wall feet on two sides of the tunnel, the foremost ends of the drain holes are located 3-5 m outside the contour line of the tunnel, the diameter of the drain holes is 150-225 mm, the diameter of the drill holes is selected according to the underground water condition obtained by geophysical prospecting, and the length of the drill holes is 30 m.
Preferably, in step e, when the water discharge of the small radial conduits is obviously reduced, the flow rate tends to be stable, and the water discharge of all the small radial conduits is accumulated to be not more than 30L/min, grouting into the rock body through the small radial conduits is started.
Further preferably, the grout injected into the rock body through the small radial guide pipes is 1: 1, cement paste is C25 or above grade concrete, the grouting pressure is 0.5MPa higher than the water seepage pressure, preferably 0.5-1 MPa higher than the water seepage pressure, and the grouting is stopped when the grouting amount of a single radial small guide pipe is less than 20L/min.
Preferably, in the step f, after the accumulated water discharge of the two water discharge holes is reduced to 10-30L/min and the flow is stable, grouting and sealing the water discharge holes, and beginning to adopt controlled blasting to perform tunnel excavation, wherein the excavation footage is not more than 2 m.
Preferably, in the step g, a monitoring section is arranged every 2 times of excavation footage, reliable monitoring points are arranged on arch springing and arch crown of the monitoring section, tunnel surrounding rock convergence and arch crown settlement are monitored in real time, and the measuring frequency is 3-5 times/day; when the deformation rate v of the surrounding rock is less than 0.2mm/d, continuing construction; and when the deformation rate of the surrounding rock is continuously greater than 0.2mm/d, stopping construction.
The invention has the following beneficial effects:
the radial small guide pipe is used as a water drainage hole in the early stage, so that the water pressure around the tunnel face can be reduced, the water pressure change can be mastered, the radial small guide pipe is used as a grouting hole in the later stage, the fractured rock mass is reinforced through grouting, the stability of surrounding rocks is controlled, one hole is multipurpose, and the function of drilling is fully exerted;
when the water-rich fractured rock mass is constructed in the water-rich fractured rock mass area, the drainage modes are various, radial drainage measures are provided, and a front drainage measure of the face is also provided, so that drainage and depressurization can be quickly realized through multi-path drainage, and the face is protected to be stable;
in the tunnel excavation stage, the advanced drain holes arranged on the tunnel face in the early stage can provide a free face for blasting construction, so that the blasting speed and the blasting quality are improved, and meanwhile, the blasting cracks are beneficial to gathering underground water to the drain holes at the wall base and discharging the underground water out of the tunnel;
the advanced horizontal drilling of the tunnel face has the functions of drainage and pressure reduction, and can judge the stratum information according to the drilling core condition, and the stratum information and the geophysical prospecting adopted by the invention are mutually verified, so that more accurate geological forecast is provided for tunnel construction;
and fifthly, performing short-distance accurate advanced geological forecast on the face to reveal the surrounding rock and underground water conditions in front of the face, then removing the advanced small guide pipe for grouting to pre-reinforce the rock mass above the face, and further performing drainage through the radial small guide pipe and the advanced drilling of the face to further finish tunnel excavation. The method can drain water quickly, has simple process, avoids the conventional measures of additionally arranging a drainage branch hole and the like, ensures the construction safety and has obvious economic benefit.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic view of a tunnel longitudinal section and components of construction;
fig. 3 is the layout of the tunnel cross section and the radial small drainage pipe and the wall footing drainage hole.
In the figure: 1-advanced small guide pipe, 2-advanced small guide pipe grouting layer, 3-radial small guide pipe, 4-drain hole, 5-radial small guide pipe grouting layer and 6-tunnel supporting structure.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail below with reference to the accompanying drawings.
Referring to fig. 1, a tunnel construction method suitable for water-rich fractured rock mass comprises the following steps:
1) when the tunnel passes through the water-rich fractured rock mass, the crushing degree and the underground water distribution condition of surrounding rocks in front of the tunnel face are detected through advanced geological forecast;
2) in order to prevent unstable collapse of the cracked rock mass of the tunnel face, a grouting layer 2 is formed by grouting through a small advanced guide pipe, and surrounding rock above the tunnel face is supported in advance;
3) in order to reduce the water pressure near the tunnel face, small radial conduits 3 are arranged near the tunnel face along the construction tunnel and used for discharging underground water around the tunnel hole to realize water drainage and pressure reduction;
4) drilling advanced holes in front of the tunnel face at the wall feet on two sides of the tunnel respectively, wherein the advanced holes are used as water drainage holes 4 to drain underground water in front of the tunnel face and reduce water pressure in front of the tunnel face; on the other hand, the drilling hole is used as a geological forecast drilling hole, so that the accuracy of advanced geological forecast is improved;
5) after the radial small guide pipe drains for a period of time, grouting into the rock mass along the small guide pipe to form a reinforcing ring 5, reinforcing the fractured rock mass at the periphery of the tunnel, and plugging an underground water seepage path;
6) and (5) tunneling and excavating the tunnel. When the water discharge amount of the two drainage drill holes of the tunnel wall foot is obviously reduced and the flow is constant, the drainage drill holes of the tunnel wall foot are immediately blocked, blasting excavation is carried out by controlling blasting, and a tunnel supporting structure 6 is further constructed;
7) and (5) information construction. And monitoring and measuring means are adopted, the deformation condition of the tunnel rock mass is monitored in real time, and the design is adjusted and guided to a construction site through information feedback.
Referring to fig. 2 and 3, in the range of 120-180 degrees of the tunnel arch, advanced small guide pipe grouting is performed, the diameter is 30-50 mm, the annular distance is 30cm, the length is 3-5 m, the external insertion angle is 10-15 degrees, the lap joint length of the small guide pipe 1 is 1m, a grouting ring 2 is formed through the advanced small guide pipe grouting, fractured rock bodies are reinforced, and underground water is blocked.
Further, the radial small guide pipes 3 are uniformly drilled in the range of the tunnel wall foot and above, the diameter of each small guide pipe is 50mm, the length of each small guide pipe is 3-5 m, the circumferential distance of the drilled holes is 0.3m, and the longitudinal distance of the drilled holes is 2.2 m.
Furthermore, a drain hole 4 is drilled through drilling equipment, the starting position of the drain hole is located at the wall feet on two sides of the tunnel, and the foremost end of the drain hole is located 3-5 m outside the contour line of the tunnel. The diameter of the drilled hole is 150-225 mm, the diameter of the drilled hole is selected according to the condition of underground water obtained by geophysical prospecting, and the length of the drilled hole is 30 m. When the water discharge of the radial water discharge small pipes 3 is obviously reduced, the flow tends to be stable, and the accumulated water discharge of all the water discharge small pipes does not exceed 30L/min, the rock mass can be grouted through the small pipes, and the grout can adopt 1: 1, adopting C25 and above concrete as cement; the radial grouting pressure is 0.5MPa higher than the water seepage pressure, and is generally 0.5-1 MPa; and stopping grouting when the single-hole grout inlet amount is less than 20L/min. When the accumulated water discharge of the two drain holes is obviously reduced (10-30L/min) and the flow is stable, the drain holes can be sealed through grouting, and the subsequent construction links can be carried out.
The present invention is not limited to the above embodiments, and other embodiments are possible, and various changes and modifications may be made by those skilled in the art without departing from the spirit and the essence of the present invention, and these changes and modifications should fall within the scope of the appended claims.
Claims (10)
1. A tunnel construction method suitable for water-rich fractured rock masses is characterized by comprising the following steps of:
a. advanced geological forecast, when a tunnel passes through a water-rich fractured rock mass for construction, detecting the crushing degree and the underground water distribution condition of surrounding rocks in front of a tunnel face through the geological forecast;
b. pre-reinforcing the advanced small guide pipes, forming a grouting layer by grouting the advanced small guide pipes according to the result of advanced geological prediction, and performing advanced support on surrounding rocks above the tunnel face;
c. a small radial guide pipe is arranged near the tunnel face along the radial direction of the tunnel and used for discharging underground water around the tunnel;
d. respectively drilling advanced holes in front of a tunnel face at the wall feet on two sides of the tunnel, wherein the advanced holes are used as drain holes for draining underground water in front of the tunnel face on one hand and are used as geological forecast holes on the other hand;
e. grouting into the rock mass through the small radial guide pipe to form a reinforcing ring, reinforcing the cracked rock mass at the periphery of the tunnel, and plugging the underground water seepage path.
2. The tunnel construction method applicable to the water-rich fractured rock mass according to claim 1, further comprising the following step after step e:
f. tunneling and excavating the tunnel, plugging the basement drainage drill hole, blasting and excavating by controlling blasting, and further constructing a tunnel supporting structure;
g. and (4) performing information construction, adopting a monitoring and measuring means to monitor the deformation condition of the rock mass of the tunnel in real time, and adjusting the construction scheme and guiding the construction site through information feedback.
3. The tunnel construction method suitable for the water-rich fractured rock mass according to claim 1 or 2, wherein the advanced geological prediction is that a geological radar geological prediction method is adopted to detect the surrounding rock conditions within 20-25 m in front of the face, stratum information in front of the face is obtained by combining detection data, occurrence forms, positions and scales of underground water are predicted, and the stratum information comprises rock mass fracture conditions and joint cracks.
4. The tunnel construction method applicable to the water-rich fractured rock mass according to claim 1 or 2, wherein the advance small guide pipe is pre-reinforced by comprising; grouting advanced small ducts within the range of 120-180 degrees of the tunnel arch, wherein the diameter of each advanced small duct is 30-50 mm, the circumferential distance is 30cm, the length of each advanced small duct is 3-5 m, the external insertion angle is 10-15 degrees, the lap joint length of each advanced small duct is 1m, and grouting rings are formed through grouting of the advanced small ducts.
5. A tunnel construction method suitable for water-rich fractured rock mass according to claim 1 or 2, wherein in the step c, small radial guide pipes are uniformly drilled at the tunnel wall foot and above, the diameter of the small radial guide pipes is 50mm, the length of the small radial guide pipes is 3-5 m, the circumferential interval is 0.3m, and the longitudinal interval is 2.2 m.
6. The tunnel construction method suitable for the water-rich fractured rock mass according to claim 1 or 2, wherein in the step d, the initial positions of the drainage holes are located at the wall feet on two sides of the tunnel, the foremost ends of the drainage holes are located 3-5 m outside the contour line of the tunnel, the diameters of the drainage holes are 150-225 mm, the diameters of the drilling holes are selected according to the underground water condition obtained by geophysical prospecting, and the drilling lengths are 30 m.
7. The tunnel construction method for the water-rich fractured rock mass according to the claim 1 or 2, wherein in the step e, when the water discharge amount of the small radial guide pipes is obviously reduced, the flow rate tends to be stable, and the water discharge amount of all the small radial guide pipes is accumulated to be less than 30L/min, grouting into the rock mass through the small radial guide pipes is started.
8. The tunnel construction method for the water-rich fractured rock mass according to claim 1 or 2, wherein slurry for grouting into the rock mass through the small radial pipes is prepared from the following components in percentage by weight: 1, cement paste is C25 or above grade concrete, the grouting pressure is 0.5MPa higher than the water seepage pressure, preferably 0.5-1 MPa higher than the water seepage pressure, and the grouting is stopped when the grouting amount of a single radial small guide pipe is less than 20L/min.
9. The tunnel construction method suitable for the water-rich fractured rock mass according to claim 2, wherein in the step f, when the accumulated water discharge of the two drain holes is reduced to 10-30L/min and the flow is stable, grouting and sealing the drain holes, and beginning to perform tunnel excavation by adopting controlled blasting, wherein the excavation footage is not more than 2 m.
10. The tunnel construction method suitable for the water-rich fractured rock mass according to claim 2, wherein in the step g, a monitoring section is arranged every 2 excavation footings, reliable monitoring points are arranged at arch springing and arch crown of the monitoring section, the convergence and arch crown settlement of tunnel surrounding rocks are monitored in real time, and the measuring frequency is 3-5 times/day; when the deformation rate v of the surrounding rock is less than 0.2mm/d, continuing construction; and when the deformation rate of the surrounding rock is continuously greater than 0.2mm/d, stopping construction.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114991819A (en) * | 2022-05-20 | 2022-09-02 | 中国矿业大学(北京) | Three-phase control technology for water damage tunnel |
| CN115012953A (en) * | 2022-06-17 | 2022-09-06 | 北京瑞诺安科新能源技术有限公司 | Grouting reinforcement process and equipment for water-rich flowing sand surrounding rock in coal mine or tunnel engineering |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114991819A (en) * | 2022-05-20 | 2022-09-02 | 中国矿业大学(北京) | Three-phase control technology for water damage tunnel |
| CN114991819B (en) * | 2022-05-20 | 2023-09-12 | 中国矿业大学(北京) | Three-super control technology for water damage tunnel |
| CN115012953A (en) * | 2022-06-17 | 2022-09-06 | 北京瑞诺安科新能源技术有限公司 | Grouting reinforcement process and equipment for water-rich flowing sand surrounding rock in coal mine or tunnel engineering |
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Application publication date: 20210723 |