CN111206933A - Tunnel construction method for traversing karst water-rich section - Google Patents
Tunnel construction method for traversing karst water-rich section Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 139
- 238000010276 construction Methods 0.000 title claims abstract description 47
- 238000000034 method Methods 0.000 claims abstract description 21
- 238000005553 drilling Methods 0.000 claims abstract description 19
- 238000005422 blasting Methods 0.000 claims abstract description 17
- 238000001514 detection method Methods 0.000 claims abstract description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 15
- 239000011435 rock Substances 0.000 claims abstract description 15
- 238000011161 development Methods 0.000 claims abstract description 6
- 238000013459 approach Methods 0.000 claims abstract description 4
- 238000012544 monitoring process Methods 0.000 claims description 7
- 238000005507 spraying Methods 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 5
- 230000008569 process Effects 0.000 claims description 5
- 230000005641 tunneling Effects 0.000 claims description 5
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 125000004122 cyclic group Chemical group 0.000 claims 1
- 230000009172 bursting Effects 0.000 description 6
- 230000000694 effects Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 230000000295 complement effect Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 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
- 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
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a tunnel construction method for traversing a karst water-rich area, which is characterized by comprising the following steps: step 1, when tunnel construction approaches a karst water-rich area, predicting underground water development and stratum information by adopting an advanced geological prediction method; step 2, drilling a water detection hole by adopting an advanced horizontal drilling hole, and detecting the water gushing position, the water gushing amount and the water gushing pressure of the karst water-rich section through the water detection hole; step 3, excavating a tunnel face first pilot tunnel in the tunnel contour line according to the predicted water gushing position to drain water and reduce pressure, wherein the water gushing position is positioned on the side wall of the first pilot tunnel; 4, adopting a small advanced guide pipe for grouting to support the tunnel in advance to form a grouting ring for resisting water and preventing underground water from flowing into surrounding rock in front of the tunnel face; and 5, performing tunnel body excavation operation, plugging the water detection hole, and excavating the tunnel body by adopting controlled blasting. The invention can effectively reduce the risk of water inrush on the tunnel face 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 for passing through a karst water-rich area.
Background
With the rapid development of national economy and the urgent need of people for traffic development, the traffic mode mainly including highways and railways in China develops rapidly, and tunnel engineering built in karst water-rich areas with extremely complex terrain and geology is increasing day by day. Underground water existing in the stratum is one of important factors causing tunnel construction risks and construction accidents. At present, a plurality of engineering examples show that underground water in mountains in karst areas often has higher water pressure, if proper drainage and depressurization measures cannot be found in time in tunnel construction, mud burst and water burst are easily generated on the tunnel face, the tunnel structure is damaged and the construction period is delayed, and buried construction equipment and field constructors are destroyed to cause huge casualties and economic losses. How to effectively prevent the tunnel face of the tunnel in the karst water-rich stratum from gushing and bursting water has important practical significance for reducing construction risks and guaranteeing life and property safety of people.
The invention patent CN109578007A discloses a construction method for excavating and draining a tunnel passing through a high-angle back-flushing water-rich sand-rich fault, wherein a roundabout pilot tunnel and a high-position water drain tunnel are arranged on the same side of a main tunnel of the constructed tunnel, and the existing underground water is drained through the high-position water drain tunnel. The Chinese patent invention CN110630325A discloses a water drainage method for long distance tunnels by utilizing horizontal directional drilling, which has good water drainage effect on tunnels with large daily water inflow and the length of the to-be-excavated segment reaching more than 800 m, but needs 3 water retaining walls, has complex process, is not suitable for residential areas or plant areas and the like below an outlet and has great limitation. In the two inventions, drainage is carried out by building a drainage tunnel, the tunnel main tunnel cannot be fully utilized, and the investment cost is obviously increased.
The invention discloses a tunnel construction method for penetrating a karst water-rich stratum, which is mainly applied to tunnel penetration karst water-rich stratum face stability control and excavation construction. When the drainage and pressure reduction of the karst water-rich stratum are carried out, the water burst on the tunnel face can be effectively prevented, the water quantity in front of the tunnel face can be monitored, the construction time is determined, and the method has the advantages of reasonable design, safety in construction, ecological environment friendliness and the like, and is suitable for stability control and construction of the tunnel face of the water-rich stratum tunnel.
Disclosure of Invention
The invention aims to provide a tunnel construction method for passing through a karst water-rich area, which can effectively reduce the risk of water inrush on the tunnel face and ensure the safety of tunnel construction.
Therefore, the invention adopts the following technical scheme:
a tunnel construction method for passing through a karst water-rich area comprises the following steps:
step 1, when tunnel construction approaches a karst water-rich area, predicting underground water development and stratum information by adopting an advanced geological prediction method;
4, adopting a small advanced guide pipe for grouting to support the tunnel in advance to form a grouting ring for resisting water and preventing underground water from flowing into surrounding rock in front of the tunnel face;
and 5, performing tunnel body excavation operation, plugging the water detection hole, and excavating the tunnel body by adopting controlled blasting.
Further, after the step 5, the method further comprises the following steps:
and 6, dynamically monitoring surrounding rock convergence and tunnel vault settlement by adopting a monitoring and measuring means, guiding a construction site, and optimizing and adjusting construction measures in time.
Preferably, a monitoring point is arranged in each 2-time circulation, the frequency of measurement is 2-4 times per day, surrounding rock convergence and tunnel vault settlement are dynamically monitored, and the circulation is the circulation footage of the blasting excavation of the tunnel body.
Preferably, in step 1, a TSP203 geological detector is used for detecting the surrounding rock in the range of 100-200 m in front of the tunnel face.
Preferably, in step 2, the tunnel face is divided into five regions with equal areas, 5 advanced horizontal water detection holes are drilled on the tunnel face, 2 shallow holes are arranged on the upper row, and 3 deep holes are arranged on the lower row, and the depth of the deep holes is greater than that of the shallow holes.
Preferably, the diameter of the shallow hole is 50mm, the longitudinal outward inserting angle of the drilling hole is 10-12 degrees, and the drilling depth is 30-50 m; the diameter of the deep hole is 101-225 mm, the longitudinal outward inserting angle of the drill hole is 2-4 degrees, and the depth of the drill hole is 120-200 m.
Preferably, the advanced pilot tunnel is located in the area where the largest drainage hole in the 3 deep holes is located, excavation is performed along the bottom surface of the tunnel, the diameter is 2-5 m, the tunneling length is 20m, and the advanced pilot tunnel is always kept 15-20 m ahead of the tunnel face in the construction process.
Preferably, the leading small guide pipes are arranged in the arch crown part of the tunnel face within 120 degrees, the diameter is 50mm, the circumferential distance is 30cm, the length is 5m, the external insertion angle is 20 degrees, the lap joint length of the small guide pipes is 1m, and the upper rock-soil body in front of the reinforced tunnel face is grouted to form a reinforced water plugging grouting ring.
Further, in step 5, the water-blocked water detecting hole is used as a blast hole.
Further, drilling shallow holes again every 30-50 m of tunnel tunneling, and predicting water inflow and water bursting pressure within the range of 30-50 m in front of the tunnel face through the water spraying distance of the water detecting holes; and (3) re-drilling a deep hole every 120-200 m after tunneling in the tunnel, judging the water burst position of the front tunnel face through the water discharge of the deep hole, and comparing the water discharge of the 3 deep holes, wherein the area where the deep hole with the maximum water discharge is the most likely water burst position.
Preferably, the blasting footage of the controlled blasting excavation hole body is 2 m.
The invention has the following beneficial effects:
firstly, geological forecast is carried out on surrounding rock in front of a tunnel face, the position of the tunnel face where water inrush possibly occurs is found out through drilling, then a small TBM (tunnel boring machine) is used for excavating the tunnel face to drain water in a pilot tunnel, the drainage pilot tunnel has large drainage quantity, the effect of draining water and reducing pressure can be rapidly achieved, and the risk of water inrush on the tunnel face during construction is effectively reduced;
after the water exploration of the drilled advanced horizontal hole is finished, the drilled hole can be subjected to water plugging treatment and used as a blast hole in blasting construction, the functions of the existing drilled hole are fully exerted, the hole is multipurpose, the construction time can be shortened, and the construction process is accelerated;
the blast vibration crack generated by the blasting construction can promote the formation of a water guide channel, increase the drainage capacity of surrounding rocks, facilitate the gathering of underground water into a leading drainage pilot pit, accelerate the drainage speed, and create a free surface for the subsequent blasting construction by excavating the leading pilot pit, thereby facilitating the blasting construction. Blasting construction and pilot tunnel excavation are carried out, which complement each other and bring out the best in each other;
the invention also discloses a tunnel main tunnel, which is used for reducing the blasting construction workload after water drainage, and directly uses the tunnel body as a water drainage channel, thereby realizing the purposes of drainage and pressure reduction in tunnel construction in a karst water-rich area, and obviously reducing the tunnel investment cost without constructing an auxiliary water drainage tunnel.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a cross-sectional view of the tunnel face partition and the positions of water detection holes;
FIG. 3 is a longitudinal sectional view of a water detecting hole of a tunnel;
fig. 4 is a longitudinal section view of a tunnel face leading pit.
In the figure: 1-water detection shallow hole, 2-water detection deep hole, 3-advanced small conduit and 4-advanced pilot tunnel.
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.
As shown in fig. 1, the tunnel construction method for passing through the karst water-rich area disclosed by the invention comprises the following steps:
1) when tunnel construction approaches a karst water-rich section, predicting underground water development and stratum information by adopting an advanced geological prediction method; and (3) pasting and coating, wherein a TSP203 geological detector is adopted to detect the surrounding rock within the range of 100-200 m in front of the face.
2) Adopting advanced horizontal drilling, and detecting basic conditions such as water burst position, water burst amount, water burst pressure and the like of a karst water-rich section through a water detection shallow hole 1 and a deep hole 2;
3) adopting a TBM (tunnel boring machine), excavating a tunnel face first pilot tunnel 4 in a tunnel contour line according to the predicted water gushing position, and draining and depressurizing;
4) adopting a small advanced conduit 3 for grouting to support the tunnel in advance to form a grouting ring for resisting water and preventing underground water from flowing into surrounding rock in front of the tunnel face;
5) performing tunnel body excavation operation, plugging the water detection hole, and excavating the tunnel body by adopting controlled blasting, wherein the blasting footage is 2 m;
6) and a monitoring and measuring means is adopted to dynamically monitor surrounding rock convergence and tunnel vault settlement, guide a construction site and optimize and adjust construction measures in time.
Referring to fig. 2 and 3, the tunnel face of the tunnel is divided into five regions with equal areas, 5 advanced horizontal water detection holes are drilled on the tunnel face, 2 shallow holes 1 are arranged on the upper row, and 3 deep holes 2 are arranged on the lower row.
Lower row of 3 deep holes (2): the diameter is 101 ~ 225mm, and the outer angle of inserting of drilling longitudinal is 2 ~ 4, and drilling depth is 120 ~ 200m, and every tunnel is tunneled 120 ~ 200m and is carried out the drilling again, judges the place that gushes water of preceding face through 2 displacement in the deep hole, and the follow-up drainage measure of taking of being convenient for compares 32 displacements in the deep hole, and the biggest drilling place region of displacement corresponds to and most probably takes place to gush the position of gushing water promptly.
Referring to fig. 4, the position of the leading pit 4 is located in the area where the hole with the largest water displacement is located in the 3 deep holes 2, excavation is performed along the bottom surface of the tunnel, the diameter is 2-5 m, the excavation length is 20m, and the leading pit 4 is always kept 15-20 m ahead of the tunnel face in the construction process. In order to facilitate the free drainage of the wall surface of the pilot tunnel 4, a steel support is adopted for supporting. After the first pilot hole 4 is constructed, water in the surrounding rock in front of the tunnel face is quickly discharged through the pilot hole, and when the water discharge amount in the 2 shallow holes 1 and the first pilot hole 4 is obviously reduced and tends to be stable, the subsequent steps can be carried out.
Referring to fig. 2 and 4, the advanced small ducts 3 are arranged in the arch crown part of the tunnel face within 120 degrees, the diameter is 50mm, the circumferential distance is 30cm, the length is 5m, the external insertion angle is 20 degrees, the overlapping length of the small ducts is 1m, and the upper rock-soil body in front of the tunnel face is reinforced by grouting to form a reinforcing water plugging grouting ring.
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 (11)
1. A tunnel construction method for passing through a karst water-rich area is characterized by comprising the following steps:
step 1, when tunnel construction approaches a karst water-rich area, predicting underground water development and stratum information by adopting an advanced geological prediction method;
step 2, drilling a water detection hole by adopting an advanced horizontal drilling hole, and detecting the water gushing position, the water gushing amount and the water gushing pressure of the karst water-rich section through the water detection hole;
step 3, excavating a tunnel face first pilot hole in the tunnel contour line for draining and depressurizing according to the predicted water burst position, wherein the first pilot hole is located in the area where the drilled hole with the maximum water drainage amount is located;
4, adopting a small advanced guide pipe for grouting to support the tunnel in advance to form a grouting ring for resisting water and preventing underground water from flowing into surrounding rock in front of the tunnel face;
and 5, performing tunnel body excavation operation, plugging the water detection hole, and excavating the tunnel body by adopting controlled blasting.
2. The method of claim 1, further comprising, after step 5:
and 6, dynamically monitoring surrounding rock convergence and tunnel vault settlement by adopting a monitoring and measuring means, guiding a construction site, and optimizing and adjusting construction measures in time.
3. The method for constructing the tunnel penetrating through the karst water-rich area according to claim 2, wherein a monitoring point is arranged every 2 cycles, the measuring frequency is 2-4 times per day, surrounding rock convergence and tunnel vault settlement are dynamically monitored, and the cycle is a cyclic footage of blasting excavation of a tunnel body.
4. The method as claimed in claim 1, wherein in step 1, a TSP203 geological detector is used to detect the surrounding rock within the range of 100 m-200 m in front of the tunnel face.
5. The method as claimed in claim 1, wherein in step 2, the tunnel face is divided into five zones with equal area, 5 face advanced horizontal water detection holes are drilled, 2 shallow holes are drilled at the upper row, and 3 deep holes are drilled at the lower row, and the depth of the deep holes is greater than that of the shallow holes.
6. The tunnel construction method for passing through the karst water-rich area according to claim 5, wherein the diameter of the shallow hole is 50mm, the longitudinal outward inserting angle of the drill hole is 10-12 degrees, and the depth of the drill hole is 30-50 m; the diameter of the deep hole is 101-225 mm, the longitudinal outward inserting angle of the drill hole is 2-4 degrees, and the depth of the drill hole is 120-200 m.
7. The method for constructing the tunnel penetrating through the karst water-rich area according to claim 1, wherein the leading pilot tunnel in the step 3 is positioned in the area where the largest water displacement hole in the 3 deep holes is positioned, the tunnel is excavated along the bottom surface of the tunnel, the diameter of the leading pilot tunnel is 2-5 m, the excavation length of the leading pilot tunnel is 20m, and the leading pilot tunnel is kept 15-20 m ahead of the tunnel face of the tunnel all the time in the construction process.
8. The method according to claim 1, wherein in step 4, the leading small ducts are arranged within 120 degrees of the vault part of the tunnel face, the diameter is 50mm, the circumferential distance is 30cm, the length is 5m, the external insertion angle is 20 degrees, the overlapping length of the small ducts is 1m, and the upper rock-soil body in front of the tunnel face is grouted to form a reinforcing water plugging grouting ring.
9. The method as claimed in claim 1, wherein the water-blocked water-exploring hole is used as a blast hole in step 5.
10. The method for constructing the tunnel penetrating through the karst water-rich area according to claim 1, wherein shallow holes are drilled again every 30-50 m of tunnel excavation, and the water inflow and water inrush pressure within the range of 30-50 m in front of a tunnel face are predicted through the water spraying distance of a water detecting hole; and (3) re-drilling a deep hole every 120-200 m after tunneling in the tunnel, judging the water burst position of the front tunnel face through the water discharge of the deep hole, and comparing the water discharge of the 3 deep holes, wherein the area where the deep hole with the maximum water discharge is the most likely water burst position.
11. The method as claimed in claim 1, wherein the blasting footage of the body of the controlled blasting excavation is 2 m.
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Cited By (12)
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| CN112012770A (en) * | 2020-07-26 | 2020-12-01 | 中铁二院工程集团有限责任公司 | Underground water advanced treatment structure and construction method for ultra-deep vertical shaft of railway tunnel |
| CN112066830A (en) * | 2020-08-27 | 2020-12-11 | 中铁三局集团广东建设工程有限公司 | Method for constructing sandy slate tunnel |
| CN112796769A (en) * | 2020-12-24 | 2021-05-14 | 中铁十八局集团第五工程有限公司 | Construction method of water-rich weak surrounding rock stratum tunnel |
| CN113073983A (en) * | 2021-05-19 | 2021-07-06 | 中国海洋大学 | Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone |
| CN113153309A (en) * | 2021-03-09 | 2021-07-23 | 中铁工程装备集团有限公司 | Tunnel construction method |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN113187512A (en) * | 2021-04-27 | 2021-07-30 | 中铁建云南交通建设管理有限公司 | Grouting and drainage construction method for large-scale water burst and mud outburst of karst tunnel |
| CN113217036A (en) * | 2021-06-23 | 2021-08-06 | 中交路桥华东工程有限公司 | Post-grouting construction method for tunnel structure at water burst section of fault fracture zone |
| CN113530573A (en) * | 2021-08-20 | 2021-10-22 | 湖南楚湘建设工程集团有限公司 | Long-detection-short-detection-grouting combined water prevention and control method based on water inflow classification |
| CN113565566A (en) * | 2021-08-24 | 2021-10-29 | 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 |
| CN113833492A (en) * | 2021-09-28 | 2021-12-24 | 中铁十八局集团有限公司 | TBM (tunnel boring machine) tunneling settlement and water burst section treatment method for small-section water conservancy tunnel |
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