CN111577344A - Water control excavation method in water burst hole of large-dip-angle development fracture - Google Patents
Water control excavation method in water burst hole of large-dip-angle development fracture Download PDFInfo
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- CN111577344A CN111577344A CN202010405994.0A CN202010405994A CN111577344A CN 111577344 A CN111577344 A CN 111577344A CN 202010405994 A CN202010405994 A CN 202010405994A CN 111577344 A CN111577344 A CN 111577344A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
The invention discloses a method for excavating water control in a water burst hole of a large-dip-angle development fracture. The method comprises the steps of firstly performing grouting plugging and reinforcement on the leakage water part of the primary support surface behind the tunnel face, and then performing grouting plugging on the water burst part in front of the tunnel face, namely forming a huge tile outside the excavation boundary of the tunnel to cover the tunnel top to seal the water burst, and also bearing pressure to ensure the excavation safety; the chemical slurry has high reaction speed, can take effect within dozens of seconds or even several seconds, does not influence the subsequent construction of working procedures such as excavation, primary support, secondary lining and the like, and has the characteristics of quick, safe and reliable water seepage and water burst control and no influence on the construction of the subsequent working procedures.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for water control excavation in a water gushing hole of a large dip angle development fracture.
Background
A double-track tunnel of a high-speed railway is designed, wherein the speed per hour is 350 kilometers, the start-to-end mileage DK490+ 731-DK 497+647, the total length is 6916m, 4 working faces of 3 work areas including an inlet, an inclined shaft and an outlet are organized for construction, and the section of the tunnel is about 150m2The major mileage face mileage DK of the inclined shaft is 495+165, and the buried depth is about 100 m. As shown in figure 1, the Peng pond fault is intersected with the cave body in the northwest direction at the position near DK495+100, a river channel with perennial running water is formed on the earth surface, the tunnel face passes through the old river channel immediately below and enters another mountain body, the central position of the Peng pond fault is about 60m, the rock mass is the argillaceous shale, the tunnel face reveals the fracture bandwidth of the tunnel top fault by 10-20 m, 11 and 26 days in 2019, the range of the excavated tunnel face is large in burst, and 3500 m-2500 water burst is estimated3And/d, local slumping with arch loosening.
The existing supporting structure is designed, the figure 2 is combined, Vc supporting parameters are adopted, an arch frame and an advanced small conduit primary support structure are adopted, and arch springing is reinforced by a phi 22 locking bolt. Firstly, the advance support adopts phi 42 small conduits, the length is 4.0m, the longitudinal distance is 3.6m, the number of each ring is 40, and the circumferential distance is 0.5 m. Secondly, the primary support adopts sprayed concrete, a reinforcing mesh, an anchor rod and I18 section steel; wherein, the concrete spraying: c25 concrete, the arch part is 29cm thick, the inverted arch is 29cm thick; anchor rod: within 140 degrees of the arch part, phi 22 combined hollow grouting anchor rods are adopted, phi 22 mortar anchor rods are adopted for side walls, the length is 4.0m, and the longitudinal and circumferential spacing is 1.0 multiplied by 1.0 m; reinforcing mesh: phi 8 reinforcing steel bar grids are adopted, and the grid interval is 20 multiplied by 20 cm; full-ring arch centering: i18 steel frames are adopted, and the distance is 0.6 m; the arch frame locking leg: the anchor rod with a diameter of 22mm and a length of 4.5m is adopted. Thirdly, the secondary lining adopts a reinforced concrete structure; c30 reinforced concrete: the thickness of the arch wall is 55cm, the thickness of the inverted arch is 65cm, the circumferential steel bar distance phi 25@200mm and the longitudinal steel bar distance phi 14@250 mm.
In the above-mentioned supporting mode, the supporting frame is made of a plastic material,when the construction reaches the mileage DK495+165 face, the rock stratum is disclosed to be broken, and the CRD method is adopted for construction. The upper guide of the right side is constructed firstly, the initial support is about 1.0m (namely 1 arch frame) each time of excavation, when the initial support is about 5.0m after the excavation is finished, grouting is carried out after the initial support, and water leakage is reinforced and sealed. The left upper guide adopts a breaking hammer to dig a part, surface river water leaks along cracks, water gushes occur and are gradually increased, and the estimated daily water gushing amount is 6500-7500 m3And d, adopting a sulphoaluminate quick-hardening micro-expansion cement grouting measure, sealing water burst temporarily, expanding the water burst due to too large water pressure without excavating, and flushing the water stream together with the original sprayed concrete, broken rocks and the like from the upper step. The construction team organizes the manpower to rush emergency, piles up the breach one by one with cement, hangs the metal mesh, seals with spray concrete fast, and reserves 2 phi 100 outlet openings. And continuously plugging a plurality of water leakage positions of the upper step of which the right side is excavated and primarily supported by injecting fast-hardening sulphoaluminate cement grout.
The existing supporting mode has the following defects that firstly, even if water burst is temporarily sealed by cement paste, water is always supplied to an outside river ditch of a tunnel due to almost vertical development cracks at the top of the tunnel to form a larger water drum, a grouting water-resisting layer is collapsed when the water pressure reaches a certain degree, not only initial support cannot be excavated, but also the danger of water burst at the top of the tunnel is possibly caused. And secondly, after the right side of the upper guide is grouted and sealed, the flow in 2 drainage holes at the bottom of the lower guide on the left side is large or even full flow, the water pressure is large, the flow speed is high, at the moment, the grouting is continued until solidification is achieved, the water flows out rapidly through the drainage holes along with the water flow, and the water sealing cannot be realized.
Disclosure of Invention
The invention aims to provide a method for excavating water control in a water burst hole of a large-dip-angle developed fracture, which aims to solve the problems in the prior art and adopts chemical grout to perform directional grouting and plugging on the water leakage position of a primary support surface and the water burst position in front of a tunnel face. The sequence is that grouting plugging and reinforcing are firstly carried out on the leakage water part of the primary support surface behind the tunnel face, and then grouting plugging is carried out on the water burst part in front of the tunnel face, namely, a huge tile is formed outside the tunnel excavation boundary and covers the tunnel top to seal the water burst, so that pressure can be borne, and the excavation safety is ensured.
In order to achieve the purpose, the invention provides the following scheme: the invention provides a method for excavating a water control in a water gushing hole of a large dip angle developed fracture, which is characterized by comprising the following steps of:
1) drilling holes
a. Primary branch grouting drilling
Drilling a hole on the primary branch surface behind the tunnel face by adopting a quincunx small guide pipe, and then injecting fast-hardening sulphoaluminate cement slurry to the hole for reinforcement;
b. advanced grouting drilling
Constructing a middle pipe shed at a water burst position in front of a tunnel face, wherein a seamless steel pipe is adopted in the middle pipe shed, grouting holes are drilled at the periphery of the steel pipe and are arranged in a quincunx shape, and a hole opening with the diameter of 0.5m is left as a grouting hole opening section;
c. construction grout stopping guide wall
Connecting steel bars are arranged along the peripheral outline of the tunnel face at a distance of 0.5m, a steel mesh is welded and paved on the tunnel face through the exposed connecting steel bars, then a steel arch frame is erected to serve as a guide steel frame, a guide pipe is welded on the steel frame, the outer pipe opening of the guide pipe is wrapped by geotextile, and then concrete is sprayed to serve as a grout stopping and guiding wall;
2) installation slip casting pipe
Manually matching with a drilling machine to send the middle pipe shed into an advanced grouting drill hole, then tightly filling a gap between the pipe wall and the guide pipe by using geotextile and an anchoring agent to prevent slurry leakage during grouting, and installing a slurry stop valve at an orifice;
3) grouting
One grouting hole is drilled, and one grouting hole is installed and grouted; the grouting sequence is that the two material suction pipes are respectively inserted into a grouting raw material barrel from bottom to top, a grouting pump is started, raw materials enter a liquid injection gun through a delivery pipe to be mixed and injected into a rock stratum, and the raw materials go deep into cracks to quickly react to achieve the purposes of water plugging and strengthening;
4) grouting effect
Visually observing that the leakage water and the water burst are obviously reduced or disappeared, the grouting is successful, if the grouting is unsuccessful, the grouting holes are encrypted until the leakage and the water burst are successfully plugged; and (5) successfully plugging, and quickly performing tunnel face excavation, primary support and secondary lining construction.
Preferably, the small guide pipe in the primary branch grouting drilling hole is a guide pipe with the diameter of 42mm and the length of 4.0 m; the quincunx distribution is 1m multiplied by 1 m.
Preferably, in the primary grouting drill hole, after the grouting slurry is reinforced, if a water leakage point still exists, 3 grouting holes with the interval of 1.0m are drilled by taking the water leakage point as the center, and grouting raw materials are injected into the grouting holes for plugging.
Preferably, a phi 76mm middle pipe shed is adopted in the advanced grouting drilling, the length is 9.0m, the lap joint is 3.0m, the longitudinal distance is 6m, and the circumferential distance is 2.0 m; seamless steel pipes with the wall thickness of 3.5mm are adopted in the phi 76mm medium pipe shed, the length of each seamless steel pipe is 9m, the aperture is 8-10 mm, and the distance between quincunx arranged seamless steel pipes is 20 cm.
Preferably, the diameter of the stubble reinforcing steel bar is 22mm, the burying depth of the stubble reinforcing steel bar is 2m, and the exposure is 2 mm.
Preferably, the guide pipes in the grout stopping guide wall are steel pipes with the length of 0.5m and the diameter of 108mm, the inclination angle of the guide pipes is 10-15 degrees, and the distance between the guide pipes is 2.0 m; the sprayed thickness of the concrete was 0.3 m.
Preferably, in the step 3), the grouting pressure is controlled to be 17-20 MPa.
Preferably, in the step 3), in the plugging process of the grouting liquid, once the primary crack or the grouting pipe seam is found to leak the colloid, the grouting is stopped immediately, the grouting is continued after 30 to 60 seconds, the grouting is circulated in such a way until the mixed glue liquid flows out of the pipe, the crack between the hole walls is completely filled, and after the grouting is finished, the pipeline and the mixing gun are flushed by clear water when the grouting is stopped.
Compared with the prior art, the invention has the following technical effects:
in the method for excavating the water control in the water burst hole of the large-dip-angle developed fracture, the chemical slurry of the grouting raw material is solid chemical slurry, the slurry can adjust the solidification time according to the requirement, has short solidification time and large expansion coefficient, can quickly fill the fracture in a large-flow-rate water burst state, and achieves the effect of quickly stopping water; the chemical slurry reactant has high strength, can be quickly combined with surrounding rocks, small conduits or pipe sheds to form a firm water-plugging sealing ring, and is safe and reliable. The chemical slurry has high reaction speed, can take effect within dozens of seconds or even several seconds, does not influence the subsequent construction of working procedures such as excavation, primary support, secondary lining and the like, and has the characteristics of quick, safe and reliable water seepage and water burst control and no influence on the construction of the subsequent working procedures.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic diagram of the location of a line, a river, and a mountain;
FIG. 2 is a schematic cross-sectional view of a tunnel;
FIG. 3 is a flow chart of a chemical grout grouting process;
FIG. 4 is a cross-sectional view of chemical grouting for a tunnel;
FIG. 5 is a longitudinal section view of chemical grouting for tunnel.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide a method for excavating water control in a water burst hole of a large-dip-angle developed fracture, which aims to solve the problems in the prior art and adopts chemical grout to perform directional grouting and plugging on the water leakage position of a primary support surface and the water burst position in front of a tunnel face. The sequence is that grouting plugging and reinforcing are firstly carried out on the leakage water part of the primary support surface behind the tunnel face, and then grouting plugging is carried out on the water burst part in front of the tunnel face, namely, a huge tile is formed outside the tunnel excavation boundary and covers the tunnel top to seal the water burst, so that pressure can be borne, and the excavation safety is ensured.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
As shown in fig. 3 to 5, the present embodiment provides a method for excavating a water-controlled trench in a water-gushing cavity of a fissure with a large dip angle, including the following steps:
drilling
a. Primary branch grouting drilling
The rear primary branch surface of the tunnel face is firstly reinforced by injecting fast-hardening sulphoaluminate cement grout into a quincunx arrangement with a diameter of 42mm and a length of 4.0m and 1 multiplied by 1m, if a water leakage point still exists, 3 grouting holes with an interval of 1.0m are arranged by taking the water leakage point as the center, and the primary branch surface is blocked by injecting solid chemical grout. The arrangement is as in figure 5.
b. Advanced grouting drilling
The advanced Gurui chemical grout grouting plugging water burst adopts a phi 76mm medium pipe shed, the length is 9.0m, the lap joint is 3.0m, the longitudinal distance is 6m, and the circumferential distance is 2.0 m. The method comprises the following steps of forming a phi 76mm middle pipe shed, forming a seamless steel pipe with the wall thickness of 3.5mm, drilling grouting holes on the periphery of the seamless steel pipe with the length of 9m, arranging the plum blossom-shaped holes with the hole diameter of 8-10 mm at intervals of 20cm, and leaving 0.5m of holes at the hole opening to be used as a grouting hole opening section.
Constructing a grout stopping guide wall: the pitch of the contour of the periphery of the tunnel face is 0.5m, splicing steel bars with the diameter of 22mm are arranged, the embedding depth is 2m, the splicing steel bars are exposed for 2mm, a steel bar net is welded and paved on the tunnel face through the exposed steel bars, then a steel arch frame is erected to serve as a guide steel frame, a steel pipe with the length of 0.5m and the diameter of 108mm is welded on the steel frame to serve as a guide pipe, the outer inclination angle is 10-15 degrees, the pitch of the guide pipe is 2.0m, the opening of the outer pipe is wrapped by geotextile, and then sprayed concrete with the thickness of 0.3m is sprayed to serve as a grout stopping and.
② mounting grouting pipes
A manual matching drilling machine sends a 9m long phi 76mm middle pipe shed into a hole, and then the gap between the pipe wall and the guide pipe is filled tightly by geotextile and anchoring agent, so that slurry leakage during grouting is prevented. And installing a grout stop valve at the orifice.
(iii) grouting
One grouting hole is drilled, and one grouting hole is installed and grouted.
Grouting pump: a grouting pump special for solid remnants is used, and a double-liquid grouting system is adopted.
The grouting sequence is a principle of bottom-to-top. Two material suction pipes are respectively inserted into a solid resin and a catalyst barrel (the mixing ratio of the solid resin to the catalyst is 1: 1), a grouting pump is started, raw materials enter a liquid injection gun through a delivery pipe to be mixed and injected into a rock stratum, the raw materials enter cracks to rapidly react to achieve the purposes of water shutoff and reinforcement, and the grouting pressure is controlled to be 17-20 MPa.
In the process of solid injection and filling, stopping injection once colloid leaks out of a primary crack or a grouting pipe seam, continuing injection after waiting for 30-60 seconds, and circularly injecting in the way; and (4) until the mixed glue solution flows out of the pipe, the cracks between the hole walls are completely filled, and grouting is finished. When the grouting is stopped, the pipeline and the mixing gun are washed by clean water.
According to the invention, by adopting the chemical grout for grouting and water plugging, which expands and solidifies when meeting water, and forming enough thickness and enough strength to bear water pressure, the safety of the top of the tunnel can be ensured after excavation, and the next procedure construction can be smoothly carried out.
And fourthly, grouting effect.
And (4) visually observing that the leakage water and the water burst are obviously reduced or disappeared, and if the grouting is unsuccessful, encrypting the grouting holes until the leakage water and the water burst are successfully plugged.
Concrete plugging of mountain top river channel
The mountain top river ditch and the central line of the tunnel are in solid oblique crossing, a dam is built at 180 meters of the upstream of the river ditch, two times of steel pipes with the diameter phi of 254mm (the length of each pipe is 10m) are adopted to drain river water, the river ditch is cleaned and leveled within the range of 150 meters of the upstream and 50 meters of the downstream of the river ditch, a waterproof plate is paved firstly, then a layer of concrete with the thickness of 100mm and doped with 8 percent of anti-cracking compacting agent is paved, and the make-up water outside the tunnel is cut off or reduced.
Sixthly, excavating, primary supporting, secondary lining and the like.
And (3) successfully plugging, and rapidly performing tunnel face excavation, primary support and secondary lining construction according to the original design scheme, wherein the original design parameters are unchanged.
The invention adopts solid chemical grout to carry out directional grouting and plugging on the water leakage position of the primary supporting surface and the water burst position in front of the tunnel face. The sequence is that grouting plugging and reinforcing are firstly carried out on the leakage water part of the primary support surface behind the tunnel face, and then grouting plugging is carried out on the water burst part in front of the tunnel face, namely, a huge tile is formed outside the tunnel excavation boundary and covers the tunnel top to seal the water burst, so that pressure can be borne, and the excavation safety is ensured.
The Gurui chemical grout is prepared by mixing resin and a curing agent according to the mixing ratio of 1:1 by volume.
The fast chemical grout is a low-viscosity double-component synthetic high-molecular polyurethane material, when it is injected into water and water-blocked, when the resin and catalyst are mixed together, they can produce reaction or produce swelling when they are contacted with water, and can produce reaction or foaming to produce the characteristics of multi-element net-like dense elastomer, and when it is pushed by high pressure, it can be injected into rock stratum or concrete crack, and can extend along rock stratum or concrete crack until all cracks are filled. And (3) generating a correlation reaction after meeting water, expanding (the reaction time is adjustable within 10-120 s), generating secondary osmotic pressure (the expansion multiple is 2-15 times) under the action of the expansion pressure, and pressing the solid chemical slurry into a water outlet rock stratum by using high-pressure thrust and the secondary osmotic pressure to fill all cracks, so that the purpose of leakage prevention is achieved, and the compressive strength of a finished product is 10-30 MPa.
The method for excavating the water control in the water gushing hole of the large dip angle developed fracture has the following effects:
firstly, adopting a 4.0m phi 42mm advanced small conduit and Gurui chemical grout to quickly plug the large-flow-rate water leakage of the primary support surface of the tunnel and reinforcing the primary support. Secondly, a 9m phi 76mm long advanced middle pipe shed and a solid chemical grout are adopted to seal a large inclination angle development crack at the top of the tunnel in advance to supply large-flow-rate water burst, and particularly a 'huge tile' with the thickness of 2.0-3.5 m and the length of about 8.0m is formed outside an excavation contour line at the top of the tunnel and is buckled at the top of the tunnel, so that the top of the tunnel is reinforced, the stress condition of a rock stratum is improved, the water pressure is safely borne, and conditions are created for quick and safe excavation. Thirdly, dense concrete is paved in the ditch outside the tunnel, and cut off and supply are carried out, so that conditions are created for obtaining good effect of grouting in the tunnel, and heavy burden is lightened for bearing water pressure by the 'giant tile cover' in the tunnel.
The principle and the implementation mode of the invention are explained by applying a specific example, and the description of the embodiment is only used for helping to understand the method and the core idea of the invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (8)
1. The method for excavating the water control in the water burst hole of the large-dip-angle development fracture is characterized by comprising the following steps of:
1) drilling holes
a. Primary branch grouting drilling
Drilling a hole on the primary branch surface behind the tunnel face by adopting a quincunx small guide pipe, and then injecting fast-hardening sulphoaluminate cement slurry to the hole for reinforcement;
b. advanced grouting drilling
Constructing a middle pipe shed at a water burst position in front of a tunnel face, wherein a seamless steel pipe is adopted in the middle pipe shed, grouting holes are drilled at the periphery of the steel pipe and are arranged in a quincunx shape, and a hole opening with the diameter of 0.5m is left as a grouting hole opening section;
c. construction grout stopping guide wall
Connecting steel bars are arranged along the peripheral outline of the tunnel face at a distance of 0.5m, a steel mesh is welded and paved on the tunnel face through the exposed connecting steel bars, then a steel arch frame is erected to serve as a guide steel frame, a guide pipe is welded on the steel frame, the outer pipe opening of the guide pipe is wrapped by geotextile, and then concrete is sprayed to serve as a grout stopping and guiding wall;
2) installation slip casting pipe
Manually matching with a drilling machine to send the middle pipe shed into an advanced grouting drill hole, then tightly filling a gap between the pipe wall and the guide pipe by using geotextile and an anchoring agent to prevent slurry leakage during grouting, and installing a slurry stop valve at an orifice;
3) grouting
Drilling one grouting hole, then installing and grouting one grouting hole, and finishing one grouting hole by one grouting hole; the grouting sequence is that the two material suction pipes are respectively inserted into a grouting raw material barrel from bottom to top, a grouting pump is started, raw materials enter a liquid injection gun through a delivery pipe to be mixed and injected into a rock stratum, and the raw materials go deep into cracks to quickly react to achieve the purposes of water plugging and strengthening;
4) grouting effect
Visually observing that the water leakage and water burst are obviously reduced or disappear, and if the grouting is unsuccessful, encrypting the grouting holes until the plugging is successful; and after plugging is successful, rapidly performing tunnel face excavation, primary support and secondary lining construction.
2. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: the small guide pipe in the primary branch grouting drilling hole is a guide pipe with the diameter of 42mm and the length of 4.0 m; the quincunx distribution is 1m multiplied by 1 m.
3. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: in the primary grouting drilling hole, after the grouting slurry is reinforced, if water leakage points still exist, 3 grouting holes with the interval of 1.0m are drilled by taking the water leakage points as the center, and grouting raw materials are injected into the grouting holes for plugging.
4. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: adopting a phi 76mm middle pipe shed in the advanced grouting drilling, wherein the length is 9.0m, the lap joint is 3.0m, the longitudinal distance is 6m, and the circumferential distance is 2.0 m; seamless steel pipes with the wall thickness of 3.5mm are adopted in the phi 76mm medium pipe shed, the length of each seamless steel pipe is 9m, the aperture is 8-10 mm, and the distance between quincunx arranged seamless steel pipes is 20 cm.
5. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: the diameter of the stubble connecting reinforcing steel bar is 22mm, the burying depth of the stubble connecting reinforcing steel bar is 2m, and the exposure is 2 mm.
6. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: the guide pipe in the grout stopping guide wall is a steel pipe with the length of 0.5m and the diameter of 108mm, the outer inclination angle of the guide pipe is 10-15 degrees, and the distance between the guide pipes is 2.0 m; the sprayed thickness of the concrete was 0.3 m.
7. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: in the step 3), the grouting pressure is controlled to be 17-20 MPa.
8. The method for water control excavation in the water gushing hole of the fissure with the large dip angle as claimed in claim 1, characterized in that: and 3) stopping grouting once the primary crack or the grouting pipe seam is leaked with colloid in the grouting liquid plugging process, continuing grouting after 30-60 seconds, circularly filling in the way until the mixed glue liquid flows out of the pipe, indicating that the crack between the hole walls is completely filled, and flushing the pipeline and the mixing gun with clear water after grouting is finished.
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| CN202010405994.0A CN111577344A (en) | 2020-05-14 | 2020-05-14 | Water control excavation method in water burst hole of large-dip-angle development fracture |
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| CN202010405994.0A CN111577344A (en) | 2020-05-14 | 2020-05-14 | Water control excavation method in water burst hole of large-dip-angle development fracture |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113944484A (en) * | 2021-09-27 | 2022-01-18 | 山西交科岩土工程有限公司 | Water-rich bedrock tunnel water seepage grouting water plugging reinforcing material and application thereof |
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| CN106837351A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Tunnel Karst water detects Treatment Methods |
| CN108643935A (en) * | 2018-04-27 | 2018-10-12 | 中铁六局集团天津铁路建设有限公司 | The construction method in tunnel under rich water shallow embedding geology |
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|---|---|---|---|---|
| CN104747194A (en) * | 2015-03-10 | 2015-07-01 | 中铁九局集团有限公司 | Three-wire parallel small spacing large section tunnel group construction method |
| CN105041325A (en) * | 2015-07-13 | 2015-11-11 | 长沙理工大学 | Construction method of high-tension water-rich extra-large-section weak breccia tunnel |
| CN106837351A (en) * | 2017-01-22 | 2017-06-13 | 中南大学 | Tunnel Karst water detects Treatment Methods |
| CN108643935A (en) * | 2018-04-27 | 2018-10-12 | 中铁六局集团天津铁路建设有限公司 | The construction method in tunnel under rich water shallow embedding geology |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113944484A (en) * | 2021-09-27 | 2022-01-18 | 山西交科岩土工程有限公司 | Water-rich bedrock tunnel water seepage grouting water plugging reinforcing material and application thereof |
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