CN112392514A - Tunnel curtain grouting construction method based on water-rich and highly permeable rock stratum - Google Patents
Tunnel curtain grouting construction method based on water-rich and highly permeable rock stratum Download PDFInfo
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- CN112392514A CN112392514A CN202011432130.4A CN202011432130A CN112392514A CN 112392514 A CN112392514 A CN 112392514A CN 202011432130 A CN202011432130 A CN 202011432130A CN 112392514 A CN112392514 A CN 112392514A
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 42
- 239000011435 rock Substances 0.000 title claims abstract description 30
- 230000004087 circulation Effects 0.000 claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 20
- 239000002002 slurry Substances 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims abstract description 18
- 230000007547 defect Effects 0.000 claims abstract description 5
- 238000005553 drilling Methods 0.000 claims description 25
- 239000000463 material Substances 0.000 claims description 15
- 239000011440 grout Substances 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 6
- 238000005516 engineering process Methods 0.000 abstract description 7
- 238000002347 injection Methods 0.000 description 9
- 239000007924 injection Substances 0.000 description 9
- 230000008569 process Effects 0.000 description 6
- 230000005641 tunneling Effects 0.000 description 6
- 239000004568 cement Substances 0.000 description 4
- 235000019353 potassium silicate Nutrition 0.000 description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 4
- 238000005422 blasting Methods 0.000 description 3
- 239000004927 clay Substances 0.000 description 3
- 239000006185 dispersion Substances 0.000 description 3
- 238000004945 emulsification Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000010408 sweeping Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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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
- E21D11/04—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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A tunnel curtain grouting construction method based on a water-rich and highly permeable rock stratum is characterized in that umbrella-shaped curtain grouting holes are drilled on the periphery of a tunnel face, the highly permeable rock stratum is subjected to controlled grouting to form an umbrella-shaped water interception curtain in an expected range outside an excavation contour line, two circulation lap joints and plug grouting holes are arranged on the tunnel face to check the quality of the umbrella-shaped water interception curtain, and simultaneously, the possible defects of the umbrella-shaped water interception curtain formed by primary grouting are subjected to supplementary grouting through secondary grouting to form a slurry stop plug for the next circulation grouting operation. By adopting the method, the invention can provide a solution with feasible technology, safety, reliability, rapid construction, economy and reasonability aiming at the construction under the complex condition proposed in the background technology.
Description
Technical Field
The invention relates to the technical field of tunnel construction under severe hydrogeological conditions, in particular to a tunnel curtain grouting construction method based on a water-rich and highly permeable rock stratum.
Background
In the tunnel construction process under the severe hydrogeological environment, because the tunnel body is positioned below the underground water level, under the condition that underground water is rich and has weak pressure bearing property, when wide and large cracks of surrounding rocks of the tunnel body develop and are further accompanied by special conditions such as volcanic lava passages, bubble caves, loose rock mass stacking cavities, differential weathering zones and the like, rock mass around the tunnel has strong water permeability, and relatively impervious total weathering (beta) may exist below a tunnel bottom plate1) Or the silty clay water-resisting layer is blocked by the silty clay water-resisting layer, a large amount of seepage (surge) water can be produced in the tunnel and can not continue to seep, the water is stored in the tunnel and can not be automatically discharged, if special measures are not taken, the tunnel is flooded, and the tunnel excavation construction can not be carried out.
At present, the tunnel construction technology under the adverse hydrogeological environment is researched more at home and abroad, and the results are as follows: the construction method comprises the following steps of combining two or more measures of penetrating anchor rod grouting, open arch concrete pouring, fiber concrete spraying, advanced pipe shed drilling, advanced small conduit grouting, advanced consolidation grouting, full-section curtain grouting and the like, reinforcing and sealing a relatively short gushing fault fracture zone, and then carrying out tunnel construction by combining a step-by-step short footage excavation and timely support method; the construction method comprises the following steps that under the condition of rich water, the corresponding long-distance tunnel section is also pulled by a micro shield, a pipe jacking device is adopted to jack the advanced large-diameter circular pipe behind the long-distance tunnel section, and a precipitation channel is formed at the bottom of the tunnel, so that the tunnel is excavated; and a construction method for detecting leakage and integrity of rock mass by adopting fan-shaped drilling along an axis, performing one-time advanced grouting for 50m to form a waterproof curtain and solidify the rock mass, and performing the next circulation after excavating for 40m is followed.
Besides the method, the tunnel construction also adopts the steps of rotary excavating machine tunneling, shield tunneling, TBM tunneling, pipe jacking tunneling, freezing and blasting tunneling, but different measures are restricted by different factors when weak weathering basalt with the compressive strength of rock exceeding 100MPa, hydrogeology is complex and changeable, surrounding rock hardness and hardness are frequently converted, collapse and water burst frequently occur, rural power supply is unstable, construction space is narrow and the like occur or coexist at intervals, and the tunnel construction has no advantages.
Due to the variety and difference of actual conditions, the existing construction technology cannot cover all special cases, and for the concrete projects with complex conditions, the existing technology is not strong in pertinence, and a special construction method needs to be specified for specific construction conditions.
Disclosure of Invention
The invention aims to solve the technical problem of providing a tunnel curtain grouting construction method based on a water-rich and highly permeable rock stratum, which can provide a solution which is feasible in technology, safe, reliable, rapid in construction, economical and reasonable in construction under the complex condition provided by the background technology.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a tunnel curtain grouting construction method based on a water-rich and highly permeable rock stratum is characterized in that umbrella-shaped curtain grouting holes are drilled on the periphery of a tunnel face, the highly permeable rock stratum is subjected to controlled grouting to form an umbrella-shaped water interception curtain in an expected range outside an excavation contour line, two circulation lap joints and plug grouting holes are arranged on the tunnel face to check the quality of the umbrella-shaped water interception curtain, and simultaneously, the possible defects of the umbrella-shaped water interception curtain formed by primary grouting are subjected to supplementary grouting through secondary grouting to form a slurry stop plug for the next circulation grouting operation.
The method specifically comprises the following steps:
1) drilling a plurality of umbrella-shaped curtain grouting holes on the periphery of the current tunnel face by using a drilling machine, wherein the outward expansion angle of the umbrella-shaped curtain grouting holes is controlled to be 10-20 degrees;
2) performing primary grouting construction through the drilled umbrella-shaped curtain grouting hole;
3) drilling four lapping and plug grouting holes between two circulations vertical to the face of the existing tunnel;
4) performing secondary grouting construction through the drilled lap joint between the two cycles and the plug grouting hole;
5) performing tunnel excavation operation to the lower circulating tunnel face in the tunneling direction, wherein the single excavation depth does not exceed the length of the lap joint between two circulations and the grouting hole of the plug;
6) and (5) repeating the steps 1) to 5) to carry out tunnel construction operation.
In a preferable scheme, in the steps 1) to 2), the umbrella-shaped curtain grouting holes are divided into two groups for drilling and grouting, and after the drilling and grouting of the first group of umbrella-shaped curtain grouting holes is completed, a single second group of umbrella-shaped curtain grouting holes is arranged between two adjacent first group of umbrella-shaped curtain grouting holes in the first group of umbrella-shaped curtain grouting holes and drilling and grouting operation is performed.
In a preferable scheme, the umbrella-shaped curtain grouting hole drill is arranged at least 0.5m around the current tunnel face, and the minimum distance between the umbrella-shaped curtain grouting hole drill and the excavation contour line of the current tunnel face is not more than 0.7 m.
In a preferable scheme, in the step 2), cement-water glass double-liquid slurry or BY12-VI type underwater non-dispersible novel grouting material or BY12-I type high-performance non-shrinkage grouting material or BY12-IA type early-setting early-strength high-strength grouting material is poured into the umbrella-shaped curtain grouting hole.
In a preferred scheme, the outward expansion angle of the first group of umbrella-shaped curtain grouting holes is controlled according to 10 degrees, and the outward expansion angle of the second group of umbrella-shaped curtain grouting holes is controlled according to 20 degrees.
In a preferable scheme, in the step 5), the lower circulating tunnel face reached by single excavation is controlled at a position 5-6m away from the lap joint between two circulations and the hole end of the plug grouting hole.
In the preferred scheme, the umbrella-shaped curtain grouting hole, the lap joint between two cycles and the plug grouting hole are drilled by adopting an air leg drill with the footage of 2-2.5m per cycle.
The tunnel curtain grouting construction method based on the water-rich and highly permeable rock stratum provided by the invention has the following beneficial effects by adopting the method:
(1) the problems that the existing tunnel construction method is not strong in pertinence to a special case of underwater tunnel construction under complex conditions and the construction scheme has defects are solved;
(2) the inspection and the supplementary filling of the pre-drilled umbrella-shaped curtain can be realized through the lapping between two cycles and the plug grouting hole, so that the lapping continuity of the pre-drilled umbrella-shaped curtain grouting hole is ensured;
(3) the lapping between the two circulations and the plug grouting hole can be used as a grout stopping plug for subsequent circulating grouting operation, so that the grout stopping plug can conveniently seal the orifice.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a view showing the arrangement of the grouting holes of the umbrella-shaped curtain in the rock stratum with high permeability along the tunnel face direction;
FIG. 2 is a side view, taken along the hole axis, of the grout hole placement of FIG. 1;
FIG. 3 is a plan view of the grout hole placement of FIG. 1.
In the figure: an umbrella-shaped curtain grouting hole 1, two circulation lap joint and plug grouting holes 2, a current tunnel face 3 and a lower circulation tunnel face 4.
Detailed Description
Taking a specific project as an example, a conveying tunnel in the project is 12.96km long, and a non-pressure urban door opening type section of 3.2m multiplied by 3.6m (width multiplied by height) is adopted in the whole process, so that the method belongs to long-distance, shallow-buried and small-bore underground excavation projects.
The engineering area is subjected to four times of volcanic eruption, residual slope powdery clay and basalt full weathered layer are clamped in the eruption intermission period, volcanic rocks erupted in each period are mutually overlapped, the thickness difference is large, and the stratum dividing line frequently falls down and fluctuates, so that various stratum characteristics exist in the tunnel area. Basalt with tunnel body frequently in the fourth stage of the fourth series (beta)4) Fourth stage basalt (beta)2) The fourth seriesBasalt of first stage (. beta.)1) Fourth series of loose sediments (Q)4 edl) Shang third series Shang Xin Tong Hai Kou group (N)2h) The loose or weak consolidation stratum layers and the strata with different hardness alternately pass through.
Example 1:
as shown in fig. 1-3, an umbrella-shaped curtain grouting hole 1 is drilled around a current tunnel face 3, a strong permeable rock stratum is subjected to controlled grouting to form an umbrella-shaped water interception curtain, a lapping and plugging grouting hole 2 between two circulations is arranged on the current tunnel face 3, the quality of the umbrella-shaped water interception curtain is checked through the lapping and plugging grouting hole 2 between the two circulations, secondary grouting is carried out, and supplementary grouting is carried out on possible defects of the umbrella-shaped water interception curtain formed by the primary grouting to form a grout stopping plug of the next circulation grouting operation;
the method specifically comprises the following steps:
1) drilling a plurality of umbrella-shaped curtain grouting holes 1 on the periphery of the current tunnel face 3 by using a drilling machine, wherein the outward expansion angle of each umbrella-shaped curtain grouting hole 1 is controlled to be 10-20 degrees;
2) performing primary grouting construction through the drilled umbrella-shaped curtain grouting hole 1;
3) drilling four two-cycle lap joint and plug grouting holes 2 vertical to the face 3 on the face 3;
4) secondary grouting construction is carried out through the drilled two-cycle lap joint and the plug grouting hole 2;
5) performing tunnel excavation operation to the lower circulating tunnel face 4 in the excavation direction, wherein the single excavation depth does not exceed the length of the lap joint between two circulations and the plug grouting hole 2;
6) and (5) repeating the steps 1) to 5) to carry out tunnel construction operation.
Example 2:
on the basis of example 1:
in the steps 1) and 2), the umbrella-shaped curtain grouting holes 1 are divided into two groups for drilling and grouting, after the drilling and grouting of the first group of umbrella-shaped curtain grouting holes 1 are completed, a single second group of umbrella-shaped curtain grouting holes 1 are arranged between two adjacent first group of umbrella-shaped curtain grouting holes 1 in the first group of umbrella-shaped curtain grouting holes 1, and drilling and grouting operation is carried out.
In the embodiment, a crawler-type multifunctional drilling machine is adopted to perform hole forming on twelve umbrella-shaped curtain grouting holes in two groups at a position 0.5m away from the periphery of a tunnel face hole digging contour line, each hole is drilled and grouted in two sections, the first section is drilled and grouted by12 m, and the outward opening angle of the drilled hole is controlled according to 20 degrees; and a second section of a drill hole 22m and a grouting hole 10m are formed, and the outward-opening angle of the drill hole is controlled according to 10 degrees.
The umbrella-shaped curtain grouting holes 1 are drilled at least 0.5m around the existing tunnel face 3, and the minimum distance between the umbrella-shaped curtain grouting holes and the excavation contour line of the existing tunnel face 3 is not more than 0.7 m.
Example 3:
on the basis of example 2:
in the step 2), cement-water glass double-liquid slurry or BY12-VI type underwater nondispersive novel grouting material or BY12-I type high-performance non-shrinkage grouting material or BY12-IA type early-setting early-strength high-strength grouting material is poured into the umbrella-shaped curtain grouting hole 1.
For the position with relatively small difficulty in grouting and plugging, pure cement slurry or cement-water glass double-liquid slurry is adopted for grouting, and the slurry transformation principle in the grouting process is as follows: firstly, pouring pure cement slurry, and gradually changing the slurry from thin to thick according to the standard requirement according to two ratio levels of 1:1 and 0.5: 1; when the injection rate is more than 30L/min and the injection amount reaches more than 300kg/m, a double-liquid-slurry with the volume ratio of cement slurry to water glass being 1: 0.5-0.15 is used for injection (the water glass modulus is between 2.4-3.2, and the concentration is not less than 40 DEG Be), in the injection process, when the injection pressure and the injection rate are not changed or are not changed remarkably, the slurry can be thickened or the water glass concentration is increased, if the injection amount reaches more than 800kg/m, the finishing standard can not be reached, the BY12-VI type water non-dispersible novel grouting material and the BY12-IA type early-setting early-strength injection slurry can be used for injection instead. When the double-liquid grouting is close to the end condition, the water glass is stopped, and the single-liquid cement slurry is used for grouting to the end standard.
For difficult grouting and leaking stoppage, a BY12-VI type non-dispersible novel grouting material in water and a BY12-IA type early-setting early-strength high-strength grouting material are directly adopted for grouting, and the concrete implementation method comprises the following steps: firstly, 240 kg of water is injected into a high-speed emulsification dispersion machine, the high-speed emulsification dispersion machine is started to slowly add 400 kg of BY12-VI into the high-speed emulsification dispersion machine, stirring is carried out for 30 minutes, then a 3SNS three-cylinder pump is used for pressing slurry into a rock mass, the slurry is not dispersed BY water when contacting with the water, and the slurry gradually extrudes the water in gaps or cavities out of a control range along with the increase of the pressure of a slurry pressing pump. If water leaks after grouting, adopting BY12-I type high-performance non-shrinkage grouting material or BY12-IA type early-setting early-strength high-strength grouting material, stirring for 6min according to the mass ratio of water to the material being 1:3, opening a valve, starting a grouting pump, enabling the grout entering a grouting hole to permeate under the action of pressure, and stopping grouting the hole when the grouting pressure is not less than 1MPa and the pressure is stabilized for 5 min.
Example 4:
on the basis of example 3:
in the pouring construction process in the embodiment 3, the grouting is performed by a pure pressure type grouting method by using a 3SNS three-cylinder pump, the grouting pressure is 0.5-1.0 Mpa, the length of the grouting section is divided into a first section of 12m and a second section of 10m, and if the rock stratum is complete and the leakage amount is small, the grouting can be performed at one time; if the drilling process cannot be carried out under the condition of special hydrogeology, the drilling can be stopped, the section length is shortened, grouting treatment is carried out, and then hole sweeping is carried out to continue construction.
The outward expansion angle of the first group of umbrella-shaped curtain grouting holes 1 is controlled according to 10 degrees, and the outward expansion angle of the second group of umbrella-shaped curtain grouting holes 1 is controlled according to 20 degrees.
Example 5:
on the basis of example 4:
the construction scheme of the two-cycle lap joint and plug grouting hole 2 drilling and grouting in the steps 3) and 4) is the same as that described in the embodiment 4.
Example 6:
on the basis of example 1:
in the step 5), the lower circulating tunnel face 4 reached by single excavation is controlled at a position 5-6m away from the lap joint between two circulations and the hole end of the plug grouting hole 2, so as to prevent underground water at the non-grouting section from flowing into the hole.
And the rock mass between the umbrella-shaped curtain grouting hole 1 and the lap joint between two cycles and between the plug grouting hole 2 is drilled by adopting an air leg drill with the footage of 2-2.5m per cycle, and the drilled and exploded grouting section is drilled, exploded and excavated by adopting millisecond differential control blasting measures of wedge-shaped cut holes, collapse holes, peripheral light blasting holes and bottom holes.
Claims (7)
1. A tunnel curtain grouting construction method based on a water-rich and highly permeable rock stratum is characterized by comprising the following steps of: the method comprises the steps that umbrella-shaped curtain grouting holes (1) are drilled in the periphery of a current tunnel face (3), controlled grouting is conducted on a strong permeable rock stratum, an umbrella-shaped water intercepting curtain is formed in an expected range outside an excavation contour line, two circulation lap joints and plug grouting holes are arranged on the tunnel face, the quality of the umbrella-shaped water intercepting curtain is checked, meanwhile, supplementary grouting is conducted on possible defects of the umbrella-shaped water intercepting curtain formed through primary grouting through secondary grouting, and a grout stopping plug of the next circulation grouting operation is formed;
the method specifically comprises the following steps:
1) drilling a plurality of umbrella-shaped curtain grouting holes (1) on the periphery of the existing tunnel face (3) by using a drilling machine, wherein the outward expansion angle of each umbrella-shaped curtain grouting hole (1) is controlled to be 10-20 degrees;
2) performing primary grouting construction through the drilled umbrella-shaped curtain grouting hole (1);
3) drilling four lapping and plug grouting holes (2) which are vertical to the tunnel face (3) and are arranged between two circulations on the tunnel face (3);
4) secondary grouting construction is carried out through the drilled two-cycle lap joint and the plug grouting hole (2);
5) performing tunnel excavation operation to the lower circulating tunnel face (4) in the excavation direction, wherein the single excavation depth does not exceed the length of the lap joint between the two circulations and the plug grouting hole (2);
6) and (5) repeating the steps 1) to 5) to carry out tunnel construction operation.
2. The tunnel curtain grouting construction method based on the water-rich and strongly permeable rock stratum according to claim 1, characterized in that: in the steps 1) and 2), the umbrella-shaped curtain grouting holes (1) are divided into two groups for drilling and grouting, after the drilling and grouting of the first group of umbrella-shaped curtain grouting holes (1) is completed, a single second group of umbrella-shaped curtain grouting holes (1) are arranged between two adjacent first group of umbrella-shaped curtain grouting holes (1) in the first group of umbrella-shaped curtain grouting holes (1) and drilling and grouting operation is carried out.
3. The method for constructing the tunnel curtain grouting based on the water-rich and water-permeable rock stratum according to claim 1, characterized in that: the umbrella-shaped curtain grouting holes (1) are drilled at least 0.5m around the existing tunnel face (3), and the minimum distance between the umbrella-shaped curtain grouting holes and the excavation contour line of the existing tunnel face (3) is not more than 0.7 m.
4. The tunnel curtain grouting construction method based on the water-rich and strongly permeable rock stratum according to claim 1, characterized in that: in the step 2), cement-water glass double-liquid slurry or BY12-VI type underwater non-dispersed novel grouting material or BY12-I type high-performance non-shrinkage grouting material or BY12-IA type early-setting early-strength high-strength grouting material is poured into the umbrella-shaped curtain grouting hole (1).
5. The tunnel curtain grouting construction method based on the water-rich and strongly permeable rock stratum according to claim 2, characterized in that: the outward-opening angle of the first group of umbrella-shaped curtain grouting holes (1) is controlled according to 10 degrees, and the outward-opening angle of the second group of umbrella-shaped curtain grouting holes (1) is controlled according to 20 degrees.
6. The tunnel curtain grouting construction method based on the water-rich and strongly permeable rock stratum according to claim 1, characterized in that: in the step 5), the lower circulating tunnel face (4) reached by single excavation is controlled to be at a position 5-6m away from the lap joint between two circulations and the hole end of the plug grouting hole (2).
7. The tunnel curtain grouting construction method based on the water-rich and strongly permeable rock stratum according to claim 1, characterized in that: the umbrella-shaped curtain grouting hole (1) and the two-cycle lap joint and plug grouting hole (2) are formed by adopting a crawler-type multifunctional drilling machine to feed a ruler.
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| CN202645592U (en) * | 2011-12-28 | 2013-01-02 | 中铁十九局集团轨道交通工程有限公司 | Full-face grouting holes and a grout-stop wall for a tunnel in sections of water-rich quicksand and fault |
| CN103410119A (en) * | 2013-06-24 | 2013-11-27 | 中国葛洲坝集团国际工程有限公司 | Method for water interception curtain grouting in leakage concrete |
| CN207177933U (en) * | 2016-11-23 | 2018-04-03 | 中国电建集团华东勘测设计研究院有限公司 | A kind of advanced plugging structure of high-pressure high-flow underground water |
| CN108756898A (en) * | 2018-06-06 | 2018-11-06 | 中铁六局集团有限公司 | Using the front pre-grouting construction method of HSC grouting materials |
| CN109441482A (en) * | 2018-11-23 | 2019-03-08 | 中交第公路工程局有限公司 | A kind of cup type pre-pouring grout reinforcement means of tunneling boring curtain-grouting |
| CN110439579A (en) * | 2019-09-17 | 2019-11-12 | 中国水利水电第四工程局有限公司 | A kind of open type TBM rich water tunnel front pre-grouting method |
| CN110735653A (en) * | 2019-11-18 | 2020-01-31 | 太原理工大学 | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault |
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