CN113914909A - Tunnel water inrush point emergency rescue plugging structure and construction method thereof - Google Patents
Tunnel water inrush point emergency rescue plugging structure and construction method thereof Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 179
- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000004568 cement Substances 0.000 claims abstract description 36
- 239000011435 rock Substances 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 62
- 239000010959 steel Substances 0.000 claims description 62
- 238000007596 consolidation process Methods 0.000 claims description 26
- 239000002002 slurry Substances 0.000 claims description 16
- 230000008093 supporting effect Effects 0.000 claims description 16
- 238000005422 blasting Methods 0.000 claims description 15
- 238000009412 basement excavation Methods 0.000 claims description 14
- 230000000694 effects Effects 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 230000000903 blocking effect Effects 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 12
- 235000019353 potassium silicate Nutrition 0.000 claims description 8
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 8
- 239000002023 wood Substances 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 6
- 239000011398 Portland cement Substances 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 4
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 229910052760 oxygen Inorganic materials 0.000 claims description 4
- 239000001301 oxygen Substances 0.000 claims description 4
- 230000002093 peripheral effect Effects 0.000 claims description 4
- 238000002360 preparation method Methods 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 238000005728 strengthening Methods 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims 1
- 239000011440 grout Substances 0.000 description 17
- 239000011449 brick Substances 0.000 description 7
- 238000004140 cleaning Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000004537 pulping Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 238000004069 wastewater sedimentation Methods 0.000 description 1
- 238000003911 water pollution Methods 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an emergency rescue plugging structure for a tunnel water inrush point and a construction method thereof, and is characterized in that: the water-retaining wall comprises a water-retaining wall body, wherein bagged cement masonry is arranged on two sides of the water-retaining wall body, an inclined support is arranged in the bagged cement masonry on one side, a plurality of cofferdams are arranged on one side of the water-retaining wall body, a plurality of drainage tubes are arranged on the water-retaining wall body, one ends of the drainage tubes penetrate through the water-retaining wall body and the bagged cement masonry, and the other ends of the drainage tubes freely stretch into the water-retaining wall body and are provided with valves. The invention adopts the modes of centralized drainage, rock mass reinforcement and grouting plugging to control water, and plugs the water-inrush point of the tunnel face and the front un-excavated tunnel section, so that a waterproof curtain wall is formed at the periphery of the working face, and the purpose of water plugging is achieved.
Description
Technical Field
The invention belongs to the field of tunnel construction, and particularly relates to an emergency rescue plugging structure for a tunnel water inrush point and a construction method thereof.
Background
In some tunnel work progress, the proruption condition of gushing water can appear often, leads to the tunnel to be submerged, influences the construction, and for this reason people have designed some sudden water spot block structure, and chinese patent that application number is 201810087642.8 for example discloses a prevention and cure high pressure sudden water spot non-pressure shutoff wall, including ending thick liquid wall main part and breakwater main part, it is equipped with the slip casting pipe to end thick liquid wall main part lower part, it is equipped with two sets of outlet pipes in the main part to end thick liquid wall, the outlet pipe runs through only thick liquid wall main part and breakwater main part, the outlet pipe both ends are run through to the outside and are extended, it divide into upper and lower two parts to end thick liquid wall main part and breakwater main part through the lift tank. But this type of barricade can't carry out effectual shutoff when water pressure is too big, consequently needs a tunnel water spot emergency rescue block structure, can block the water spot suddenly when the tunnel gushes water, carries out the rock mass to the dug section and consolidates and strengthen strutting, eliminates quality safety hidden danger, guarantees that later stage excavation work develops smoothly.
Disclosure of Invention
In order to solve the technical problems, the invention provides an emergency rescue plugging structure for a tunnel water inrush point, which can solve the problem that effective plugging cannot be performed when water pressure is too high in the prior art.
The invention is realized by the following technical scheme.
The invention provides an emergency rescue plugging structure for a tunnel water inrush point, which is characterized in that: including the breakwater, the breakwater both sides are equipped with bagged cement and build by laying bricks or stones, and are equipped with the bearing diagonal in the bagged cement of one side is built by laying bricks or stones, breakwater one side is equipped with many stifled cofferdams, is equipped with many drainage tubes on the breakwater, and drainage tube one end is run through the breakwater and bagged cement and is built by laying bricks or stones, and the drainage tube other end freely stretches into and installs the valve, be equipped with many grout pipes in the breakwater, the grout pipe runs through the breakwater and bagged cement is built by laying bricks or stones.
Be equipped with reinforcing bar net and I-steel support in the breakwater, reinforcing bar net and I-steel support interconnect constitute frame construction, and breakwater upper portion and lower part all are equipped with the bar planting.
A construction method of a tunnel water inrush point emergency rescue plugging structure is characterized by comprising the following steps:
step S1, construction preparation;
step S2, building a construction channel and an operation platform;
step S3, pouring the water retaining wall;
step S4, reinforcing and strengthening the support of the rock mass in the tunnel;
step S5, sealing the tunnel face and the periphery, and plugging water inrush points;
step S6, grouting effect inspection and vault advance support;
step S7, dredging after grouting, removing temporary measures and building permanent facilities;
and step S8, blasting and removing the retaining wall and the consolidation body.
In the step S2, cofferdams are arranged at intervals of 5.5m, the construction channels and the operation platforms are formed by erecting steel pipes, steel bars and wood boards above the cofferdams, the steel bars and the steel pipes are firmly bound and stably erected above the cofferdams, and then the wood boards are laid above the steel bars.
And S3, during construction, a water retaining bank is built at the bottom of the face by sand bags, 8 DN200 drainage tubes and 5 DN32 grouting tubes are pre-embedded, one grouting tube extends into the top arch for 6m, the other grouting tube extends into the top arch for 9m, and bagged cement stacks are used as supporting templates before the water retaining wall is poured.
In the step S4, a full frame is erected by adopting a phi 50 steel pipe as an operation platform, in the step S4, consolidation grouting is carried out on the side arch of the tunnel, cement-water glass double-liquid slurry is adopted for consolidation grouting, the water cement ratio W: C is 0.5:1, and cement: the ratio of the water glass is 1:0.03, grouting holes are arranged at intervals of 3m to 3m, the depth of the grouting holes is 5m to 6m, the inner diameter is phi 50 to phi 60, the grouting pressure is linearly increased, the maximum grouting pressure is 0.8MPa, the minimum grout-feed quantity when the final grouting pressure is reached is 10-20L/min, the time is kept for 10-15 min, grouting is stopped, after consolidation grouting is finished, phi 32 to phi 36 prestressed anchors are arranged on a tunnel top arch and a side wall, the length specifications of the prestressed anchors are 6m and 9m, the prestressed anchors are exposed by 20cm, the prestressed anchors are arranged at intervals of 3m to 3m and are fixed by steel supporting plates, and holes are drilled by adopting down-the-hole anchors.
In the step S5, after the concrete of the retaining wall reaches the designed strength, grouting construction is started, when the lower half part of the retaining wall is grouted, a gate valve of a water diversion steel pipe at the bottom is closed, a steel pipe at the top is used for centralized drainage, so that the lower water behind the retaining wall is in a static state, firstly, double-liquid-slurry grouting is carried out through 3 grouting pipes pre-embedded at the bottom, after the pre-embedded pipe grouting is finished, holes are drilled at the bottom and two sides of the retaining wall by a hand drill, the hole diameter phi 32, the hole depth 3m and the space 1m are used as double-liquid-slurry grouting holes of the walls at the bottom and two sides, grouting at the bottom and the periphery of the retaining wall is continued until water gushing at the bottom and the periphery of the retaining wall is completely blocked, after grouting at the bottom and the periphery, water plugging grouting is carried out by utilizing the grouting pipes pre-embedded at the top to block water, grouting is carried out by utilizing the grouting pipes deep into the top arch 6m during grouting, the upper water discharge pipe gate valve is closed one by one and various measures and the stable conditions and the peripheral water seepage conditions are observed, if necessary, local reinforcement is carried out, only a slurry return pipe which is deep into the top arch by 9m is left for drainage until the water conduit is completely closed, and cement-water glass double-liquid slurry is adopted.
In the step S5, the grouting material is p.042.5 portland cement, the water cement ratio W: C is 0.5:1, the water glass ratio is 1:0.03, the tunnel face and the surrounding closed grouting pressure is 0.2 to 0.6MPa, the grouting is performed in a small-to-large step-by-step manner, the lifting pressure is 0.02MPa each time, the minimum grout-feeding amount is 10 to 20L/min for 15min of continuous grouting or the grouting pressure is stabilized at 0.6MPa, the hole grouting operation can be ended, and the lower hole grouting is performed.
In the step S6, 1 advance probing hole is respectively arranged at the top and the bottom of the water retaining wall, whether water seeps or not is checked, the strength of a condensate is judged according to the drilling speed, if water gushes or the condensate is insufficient in the drilled hole, grouting consolidation plugging is carried out again before excavation, 12 advance probing holes with the length of 20m are arranged at the arch crown at the back of the water retaining wall, the grouting effect at the positions 3m, 5m and 7m above the water gushing point of the tunnel face is checked, if no water gushing phenomenon exists, a phi 32 advance anchor rod is installed and grouted for anchoring by using the probing holes, the length of the anchor rod is 20m, if water gushing occurs in the drilled hole, grouting consolidation plugging is carried out continuously, and after grouting plugging is finished, holes are punched again to form the advance anchor rod.
In the step S8, after the water burst channel is completely closed and a stable water-proof layer is formed, blasting and dismantling the water-retaining wall and the consolidation body, blasting with multiple holes, small dosage and short feed-length, and cutting off the connecting part of the steel bar and the section steel by oxygen welding after blasting.
The invention has the beneficial effects that: the water control method comprises the steps of adopting a centralized drainage, rock mass reinforcement and grouting plugging mode to control water, plugging a tunnel face water inrush point and a front un-excavated tunnel section, forming a water-proof curtain wall on the periphery of a working face, achieving the purpose of water plugging, reducing water yield through plugging after grouting is finished, reducing drainage, enabling the working face to be normally constructed, accelerating tunneling speed, reinforcing and strengthening support on the excavated section, eliminating quality safety hazards, and ensuring that later-stage excavation work is smoothly carried out.
Drawings
FIG. 1 is a schematic structural view of the present invention;
in the figure: 1-water retaining wall, 2-bagged cement masonry, 3-diagonal bracing, 4-cofferdam, 5-drainage tube, 6-grouting tube, 7-reinforcing mesh, 8-I-steel bracing and 9-bar planting.
Detailed Description
The technical solution of the present invention is further described below, but the scope of the claimed invention is not limited to the described.
As shown in figure 1, a tunnel water inrush point emergency rescue block structure, its characterized in that: including breakwater 1, 1 both sides of breakwater are equipped with bagged cement and build 2 by laying bricks or stones, and the bagged cement in one side builds 2 and is equipped with bearing diagonal 3, 1 one side of breakwater is equipped with many stifled cofferdams 4, is equipped with many drainage tubes 5 on the breakwater 1, and drainage tube 5 one end runs through breakwater 1 and bagged cement and builds 2 by laying bricks or stones, and the drainage tube 5 other end freely stretches into and installs the valve, be equipped with many grout pipes 6 in the breakwater 1, grout pipe 6 runs through breakwater 1 and bagged cement builds 2 by laying bricks or stones.
The tunnel face in the hole has large water burst, and water plugging and grouting can be carried out after a concrete water retaining wall is poured. The concrete retaining wall is cast by C25 concrete with the casting thickness of 5 m. Before concrete pouring, manual foundation cleaning is firstly adopted. And after manual foundation cleaning is finished, water gushing, drainage and concrete pouring are carried out. And the water retaining wall 1 cannot be provided with a template during pouring due to the limitation of field conditions, so that bagged cement masonry 2 is formed by piling bagged cement on the face side of the water retaining wall 1, and the bagged cement masonry serves as a supporting template and simultaneously reduces the later cavity backfill grouting engineering amount. The concrete side of the water retaining wall 1 close to the branch hole is built into a step shape by adopting bagged cement 2 to serve as a supporting template, and meanwhile, the concrete is convenient to enter the warehouse manually. In order to ensure the safety of grouting construction personnel and equipment, all water guiding and discharging pipes and grouting pipes are connected to the construction branch hole expanding excavation section, a gate valve is arranged, and grouting construction operation is carried out on the construction branch hole expanding excavation section. In order to avoid adverse effects such as structural damage and strength reduction caused by impact of water burst on a newly-poured concrete retaining wall, a water blocking ridge is built at the bottom near a tunnel face by adopting sand bags, 8 DN200 drainage tubes 5 are embedded in the bottom, water burst drainage is carried out at the middle lower part, accumulated water behind the retaining wall 1 is ensured to be timely discharged, and 5 DN32 steel tubes are arranged to serve as grouting tubes 6. Set up 5 DN200 drainage tubes 5 at waterwall 1 top, carry out the top and gush water and draw and arrange, set up 2 DN32 grouting pipes 6 at the face top for the convenience of later stage grout, one is deep into top arch 6m and is used for the grout, one is deep into top arch 9m and is used for the mud return pipe.
The water retaining wall is characterized in that a reinforcing mesh 7 and an I-shaped steel support 8 are arranged in the water retaining wall 1, the reinforcing mesh 7 and the I-shaped steel support 8 are connected with each other to form a frame structure, and the upper portion and the lower portion of the water retaining wall 1 are provided with embedded bars 9. In order to ensure the concrete stability of the water retaining wall 1, reinforcing steel bars and section steel are arranged in the concrete of the water retaining wall 1, three rows of embedded bars 9 with the diameter of phi 25 and the length of L2 m are arranged on a bottom plate and a side top arch at the position of pouring the water retaining wall, and the embedded bars 9 are embedded into rock for 1m and exposed for 1m, the spacing is 30cm, and the row spacing is 200 cm. Because of the poor geological condition of surrounding rock, the bottom plate pore-forming is easy to take place and is collapsed the hole and hardly become the hole, and the bottom plate utilizes the drilling rod directly as bar planting 9, utilizes the drilling rod hole to carry out the slip casting. The double-layer phi 25 reinforcing mesh 7@20cm is arranged in the tunnel face direction of the water retaining wall 1
The distance between the two layers is 200cm, two layers of I20I-steel supports 8 are arranged inside the water retaining wall 1 in the direction close to the branch hole, the distance between the two layers of I-steel supports 8 is 200cm, the distance between each I-steel support 8 is 50cm, and the I-steel supports 8 and the original chamber supporting I-steel are firmly welded. The outer side of the water retaining wall is also provided with I-shaped steel to form an inclined support 3. The reinforcing mesh, the embedded steel bars, the I-shaped steel supports 8, the inclined supports 3 and the original steel arch frames of the expanded excavation section are firmly welded with each other.
A construction method of a tunnel water inrush point emergency rescue plugging structure is characterized by comprising the following steps:
and step S1, construction preparation, including construction air supply, construction electricity utilization, preparation of a pulping system and the like, is convenient for smooth construction.
And step S2, building a construction channel and an operation platform, and building a 1.5m wide pedestrian trestle from a branch tunnel to a working surface for the convenience of water plugging construction due to the large water inflow in the tunnel. In order to effectively carry out water inrush and grouting wastewater sedimentation, prevent blockage and damage of a water pump and reduce water pollution, one cofferdam 4 is arranged in the hole at intervals of 5.5m, and the cofferdams 4 are manually bagged and piled up to be 1.4m high to form a multistage sedimentation tank; the pedestrian trestle is formed by erecting a steel pipe, phi 25 steel bars and a wood board above a water blocking wall, the steel bars and the steel pipe are firmly bound and stably erected above the water blocking wall, and then the wood board is laid above the steel bars.
And step S3, pouring the water retaining wall, and plugging the water flow by forming the concrete water retaining wall 1 through pouring.
And step S4, reinforcing and supporting the rock mass in the hole, wherein the rock mass reinforcing and supporting reinforcement treatment is carried out on the branch hole expanding section and the main hole expanding section before water plugging grouting in order to prevent new large water gushing points caused by safety accidents or rock mass breakdown due to the fact that geological conditions of the branch hole expanding section and the main hole expanding section are poor and rock mass structure damage and supporting failure caused by high-pressure grouting. A phi 50 steel pipe is adopted to set up a full frame as an operation platform, and simultaneously, a certain supporting effect can be achieved, consolidation grouting treatment is firstly carried out on side arch tops of a branch tunnel expanding excavation section and a main tunnel expanding excavation section, the stability of a rock mass is enhanced, a water-resisting layer is formed, the grout leakage phenomenon is prevented, cement-water glass double-liquid grout is adopted for consolidation grouting, the water cement ratio W to C is 0.5:1, and cement: the ratio of the water glass is 1:0.03, the grouting holes are distributed in each circle, the row spacing is preferably 3m x 3m, the grouting holes are in a quincunx shape, the depth of the phi 50 grouting holes is 5m, the maximum grouting pressure is 0.8MPa, the grouting pressure is increased regularly, the designed grouting final pressure is reached, the minimum grout-feeding amount when the grouting final pressure is reached is 10-20L/min, and the grouting is stopped after the time is maintained for 10-15 min. After the consolidation grouting is finished, phi 32 prestressed anchor rods are arranged on the top arch and the side wall of the expanding excavation section, L is 6.0m/9.0m, the top arch and the side wall are exposed for 20cm, the prestressed anchor rods are arranged at intervals, steel supporting plates are adopted for fixing, the row spacing is preferably 1.5m by 1.5m, the prestressed anchor rods are in a quincunx shape, and down-the-hole drills are adopted.
And step S5, sealing the tunnel face and the periphery, plugging water inrush points, and starting grouting construction after the concrete of the water retaining wall reaches the designed strength. Closing a gate valve of a bottom water diversion steel pipe when the lower half part of the retaining wall is grouted, and then using a top steel pipe for centralized drainage to enable the lower water part behind the retaining wall to be in a static state, firstly performing double-liquid-slurry grouting through 5 pre-embedded grouting pipes at the bottom, after the pre-embedded pipe grouting is completed, drilling holes at the bottom and two side foundation faces of the retaining wall by using a hand-powered drill, wherein the hole diameter is phi 32, the hole depth is 3m, and the interval is 1m, and the holes are used as double-liquid-slurry grouting holes for the bottom and two side walls, and the bottom and periphery of the retaining wall are continuously grouted until all water gushes at the bottom and the periphery of the retaining wall are blocked.
And after the bottom and periphery grouting is finished, the face water plugging grouting is carried out by utilizing the top pre-embedded grouting pipe, the grouting is carried out by utilizing the grouting pipe which extends into the crown arch by 6m during grouting, the upper drain pipe gate valve is closed one by one, the stable condition and the peripheral water seepage condition of various measures are observed, local reinforcement is carried out if necessary, only the grout returning pipe which extends into the crown arch by 9m is left for draining until the water diversion pipe is completely closed, and pure water slurry is adopted for grouting.
(1) Grouting materials: p.042.5 ordinary portland cement is adopted, the water cement ratio W to C is 0.5:1, the water glass ratio is 1:0.03, and the cement can be properly adjusted according to the actual situation on site.
(2) Grouting equipment: the grouting equipment adopts a high-pressure grouting pump.
(3) A measuring tool: the on-site measuring tool adopts a grouting recorder, a measuring tank, an electronic scale and the like.
(4) Sealing grouting pressure on the tunnel face and the periphery: grouting pressure is 0.2-0.6 MPa, the grouting pressure is gradually increased from small to large, the pressure is increased by 0.02MPa each time, grouting is slow and urgent is avoided; and (4) when the minimum slurry-feeding amount is 10-20L/min or the grouting pressure is stabilized at 0.6 mMpa after continuous grouting for 15min, finishing the hole grouting work and entering lower hole grouting.
(5) And (3) stopping the water inrush point and grouting to finish the standard: and stopping grouting the grouting pipe (or finishing grouting according to the instructions of owners and supervision) after the grout return pipe returns the thick grout.
And step S6, grouting effect inspection and vault advance support, grouting completion, advanced exploratory hole drilling inspection, if the water burst of the exploratory hole is large, deep hole drilling is continued for water shutoff grouting, and if the water volume is small or no water exists, subsequent construction can be carried out.
Checking the grouting effect from the water retaining wall to the tunnel face: 1 advance exploratory hole is laid respectively near top and bottom to the waterwall, whether seepage gushes water and judges the strength of the condensate according to the drilling speed, if gushing water or insufficient strength of the condensate appears in the drilling hole, grouting consolidation plugging is carried out again before excavation.
And (3) checking the grouting effect of the vault: 12 advanced detection holes with the length of 20m (the aperture is phi 50, the distance is 0.8m, the external deflection angle is 14 degrees, 22 degrees and 30 degrees and is 4 respectively) are arranged on the arch top of the main tunnel expanding excavation section, the grouting effect at the positions 3m, 5m and 7m above the water burst point of the tunnel face can be checked, if no water burst phenomenon exists, the detection holes are used for carrying out phi 32 advanced anchor rod installation and grouting anchoring, the anchor rod length is 20m, the advanced support effect can be achieved, and later excavation is facilitated; and if water gushes in the drilled hole, grouting, solidifying and plugging are continuously carried out, and after grouting and plugging are finished, the hole is punched again to construct the advanced anchor rod.
The advanced prospecting hole is drilled by a down-the-hole drill, the hole diameter is 50mm, and grouting is carried out in time if water seepage and gushing occur in the drilling process.
Step S7, dredging after grouting, removing temporary measures, building permanent facilities, and gradually dredging and removing construction channels and platforms from inside to outside manually; excavating and supporting a main water collecting well, and transferring and installing a water pump regularly; and finally pouring the bottom plate cushion layer.
And step S8, blasting and removing the retaining wall and the consolidation body, blasting and removing the downstream retaining wall and the consolidation body after the water burst channel is completely closed and a stable water-resisting layer is formed, and blasting with multiple holes, small dosage and short footage for reducing disturbance. And (4) cutting off the connecting part of the steel bar and the section steel by oxygen welding after blasting.
In the step S2, one cofferdam 4 is arranged at intervals of 5.5m, the construction channel and the operation platform are formed by erecting steel pipes, steel bars and wood plates above the cofferdam 4, the steel bars and the steel pipes are firmly bound and stably erected above the cofferdam 4, then the wood plates are laid above the steel bars, the cofferdam 4 is utilized to form a multistage sedimentation tank, the sand content is reduced when water burst is discharged conveniently, and the construction channel and the operation platform are convenient for workers to construct.
When the step S3 is carried out, a water blocking ridge is built at the bottom of the face by sand bags, 8 DN200 drainage tubes and 5 DN32 grouting tubes are pre-embedded, one grouting tube extends into the top arch 6m, the other grouting tube extends into the top arch 9m, before the water retaining wall is poured, bagged cement is used for stacking as a supporting template, one water blocking ridge is built by sand bags, water flow can be temporarily blocked, the water flow is prevented from influencing the building of the water retaining wall 1, meanwhile, the template is convenient to fix, the fixing of the pouring mold of the water retaining wall 1 is realized, water gushing can be extracted by the drainage tubes, water gushing accumulation is avoided, the grouting tubes are used for grouting water gushing points after the water retaining wall is poured, the grouting tubes extending into the top arch 6m are used for final grouting operation, and the grouting tubes extending into the top arch 9m are used for grout return.
In the step S4, a full frame is erected by adopting a phi 50 steel pipe as an operation platform to improve the strength of a supporting structure, in the step S4, consolidation grouting is performed on the side top arch of the tunnel, cement-water glass double-liquid slurry is adopted for consolidation grouting, the water cement ratio W: C is 0.5:1, and cement: the water glass is prepared from
The grouting holes are arranged at intervals of 3m by 3m, the depth of each grouting hole is 5m to 6m, the inner diameter is phi 50 to phi 60, the grouting pressure is linearly increased, the maximum grouting pressure is 0.8MPa, the minimum grout-feed quantity when the final grouting pressure is reached is 10L/min to 20L/min, the grouting is stopped for 10 min to 15min, after the consolidation grouting is finished, phi 32 to phi 36 prestressed anchor rods are arranged on a tunnel top arch and a side wall, the length specification of the prestressed anchor rods is 6m and 9m, the prestressed anchor rods are exposed by 20cm, the prestressed anchor rods are arranged at intervals of 3m by 3m and are fixed by steel supporting plates, the prestressed anchor rods adopt down-the-hole drilling for hole forming, the stability of a rock body can be enhanced after the grouting, and a water-proof layer is formed to prevent the grout leakage phenomenon.
In the step S5, after the concrete of the retaining wall reaches the designed strength, grouting construction is started, when the lower half part of the retaining wall is grouted, a gate valve of a water diversion steel pipe at the bottom is closed, a steel pipe at the top is used for centralized drainage, so that the lower water behind the retaining wall is in a static state, firstly, double-liquid-slurry grouting is carried out through 3 grouting pipes pre-embedded at the bottom, after the pre-embedded pipe grouting is finished, holes are drilled at the bottom and two sides of the retaining wall by a hand drill, the hole diameter phi 32, the hole depth 3m and the space 1m are used as double-liquid-slurry grouting holes of the walls at the bottom and two sides, grouting at the bottom and the periphery of the retaining wall is continued until water gushing at the bottom and the periphery of the retaining wall is completely blocked, after grouting at the bottom and the periphery, water plugging grouting is carried out by utilizing the grouting pipes pre-embedded at the top to block water, grouting is carried out by utilizing the grouting pipes deep into the top arch 6m during grouting, the upper water discharge pipe gate valve is closed one by one and various measures and the stable conditions and the peripheral water seepage conditions are observed, if necessary, local reinforcement is carried out, only a grout returning pipe which extends into the top arch by 9m is reserved for drainage until the water conduit is completely closed, cement-water glass double-liquid grout is adopted, and water inrush points are blocked through grouting, so that the influence of water inrush on tunnel construction is avoided.
In the step S5, the grouting material is p.042.5 portland cement, the water cement ratio W: C is 0.5:1, the water glass ratio is 1:0.03, the tunnel face and the surrounding closed grouting pressure is 0.2 to 0.6MPa, the grouting pressure is increased from small to large, the pressure is increased from 0.02MPa each time, the minimum grout consumption is 10 to 20L/min after continuous grouting for 15min or the grouting pressure is stabilized at 0.6MPa, the hole grouting operation can be ended, the lower hole grouting can be started, the grouting plugging effect is improved, the timing of stopping grouting can be accurately judged according to the grout consumption, and the grouting quality is improved.
In the step S6, 1 advance probing hole is respectively arranged at the top and the bottom of the water retaining wall, whether water seeps or not is checked, the strength of the condensate is judged according to the drilling speed, if water gushes or the condensate is insufficient in the drilled hole, grouting consolidation plugging is carried out again before excavation, 12 advance probing holes with the length of 20m are arranged at the arch crown at the back of the water retaining wall, the grouting effect at the positions 3m, 5m and 7m above the water gushing point of the tunnel face is checked, if no water gushing phenomenon exists, a phi 32 advance anchor rod is installed and grouted for anchoring by using the probing holes, the length of the anchor rod is 20m, grouting consolidation plugging is carried out continuously if water gushes in the drilled hole, after grouting plugging is finished, the advance anchor rod is drilled again, the plugging effect is judged by the probing holes, and necessary conditions are provided for the designation of a construction scheme conveniently.
In the step S8, after the water burst channel is completely closed and a stable water-proof layer is formed, blasting and dismantling the water-retaining wall and the consolidation body, blasting with multiple holes, small dosage and short feed-length, and cutting off the connecting part of the steel bar and the section steel by oxygen welding after blasting.
Claims (10)
1. The utility model provides a tunnel gushes out emergent plugging structure that speedily carries out rescue work of water point which characterized in that: the water retaining wall comprises a water retaining wall (1), wherein bagged cement masonry (2) is arranged on two sides of the water retaining wall (1), and an inclined support (3) is arranged in the bagged cement masonry (2) on one side; a multi-block cofferdam (4) is arranged on one side of the water retaining wall (1), a plurality of drainage tubes (5) are arranged on the water retaining wall (1), one end of each drainage tube (5) penetrates through the water retaining wall (1) and the bagged cement masonry (2), and the other end of each drainage tube (5) freely extends into the water retaining wall and is provided with a valve; a plurality of grouting pipes (6) are arranged in the water retaining wall (1), and the grouting pipes (6) penetrate through the water retaining wall (1) and the bagged cement masonry (2).
2. The emergency rescue plugging structure for the tunnel water inrush point as claimed in claim 1, wherein: be equipped with reinforcing bar net (7) and I-steel support (8) in breakwater (1), reinforcing bar net (7) and I-steel support (8) interconnect constitute frame construction, and breakwater (1) upper portion and lower part all are equipped with planting muscle (9).
3. The construction method of the emergency rescue plugging structure for the tunnel water inrush point as claimed in any one of claims 1 to 2, characterized by comprising the following steps:
step S1, construction preparation;
step S2, building a construction channel and an operation platform;
step S3, pouring the water retaining wall;
step S4, reinforcing and strengthening the support of the rock mass in the tunnel;
step S5, sealing the tunnel face and the periphery, and plugging water inrush points;
step S6, grouting effect inspection and vault advance support;
step S7, dredging after grouting, removing temporary measures and building permanent facilities;
and step S8, blasting and removing the retaining wall and the consolidation body.
4. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S2, cofferdams (4) are arranged at intervals of 5.5m, the construction channels and the operation platform are formed by erecting steel pipes, steel bars and wood boards above the cofferdams (4), the steel bars and the steel pipes are firmly bound and stably erected above the cofferdams (4), and then the wood boards are laid above the steel bars.
5. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: and S3, during construction, a water retaining bank is built at the bottom of the face by sand bags, 8 DN200 drainage tubes and 5 DN32 grouting tubes are pre-embedded, one grouting tube extends into the top arch for 6m, the other grouting tube extends into the top arch for 9m, and bagged cement stacks are used as supporting templates before the water retaining wall is poured.
6. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S4, a full frame is erected by adopting a phi 50 steel pipe as an operation platform, in the step S4, consolidation grouting is carried out on the side arch of the tunnel, cement-water glass double-liquid slurry is adopted for consolidation grouting, the water cement ratio W: C is 0.5:1, and cement: the ratio of the water glass is 1:0.03, grouting holes are arranged at intervals of 3m to 3m, the depth of the grouting holes is 5m to 6m, the inner diameter is phi 50 to phi 60, the grouting pressure is linearly increased, the maximum grouting pressure is 0.8MPa, the minimum grout-feed quantity when the final grouting pressure is reached is 10-20L/min, the time is kept for 10-15 min, grouting is stopped, after consolidation grouting is finished, phi 32 to phi 36 prestressed anchors are arranged on a tunnel top arch and a side wall, the length specifications of the prestressed anchors are 6m and 9m, the prestressed anchors are exposed by 20cm, the prestressed anchors are arranged at intervals of 3m to 3m and are fixed by steel supporting plates, and holes are drilled by adopting down-the-hole anchors.
7. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S5, after the concrete of the retaining wall reaches the designed strength, grouting construction is started, when the lower half part of the retaining wall is grouted, a gate valve of a water diversion steel pipe at the bottom is closed, a steel pipe at the top is used for centralized drainage, so that the lower water behind the retaining wall is in a static state, firstly, double-liquid-slurry grouting is carried out through 3 grouting pipes pre-embedded at the bottom, after the pre-embedded pipe grouting is finished, holes are drilled at the bottom and two sides of the retaining wall by a hand drill, the hole diameter phi 32, the hole depth 3m and the space 1m are used as double-liquid-slurry grouting holes of the walls at the bottom and two sides, grouting at the bottom and the periphery of the retaining wall is continued until water gushing at the bottom and the periphery of the retaining wall is completely blocked, after grouting at the bottom and the periphery, water plugging grouting is carried out by utilizing the grouting pipes pre-embedded at the top to block water, grouting is carried out by utilizing the grouting pipes deep into the top arch 6m during grouting, the upper water discharge pipe gate valve is closed one by one and various measures and the stable conditions and the peripheral water seepage conditions are observed, if necessary, local reinforcement is carried out, only a slurry return pipe which is deep into the top arch by 9m is left for drainage until the water conduit is completely closed, and cement-water glass double-liquid slurry is adopted.
8. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S5, the grouting material is p.042.5 portland cement, the water cement ratio W: C is 0.5:1, the water glass ratio is 1:0.03, the tunnel face and the surrounding closed grouting pressure is 0.2 to 0.6MPa, the grouting is performed in a small-to-large step-by-step manner, the lifting pressure is 0.02MPa each time, the minimum grout-feeding amount is 10 to 20L/min for 15min of continuous grouting or the grouting pressure is stabilized at 0.6MPa, the hole grouting operation can be ended, and the lower hole grouting is performed.
9. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S6, 1 advance probing hole is respectively arranged at the top and the bottom of the water retaining wall, whether water seeps or not is checked, the strength of a condensate is judged according to the drilling speed, if water gushes or the condensate is insufficient in the drilled hole, grouting consolidation plugging is carried out again before excavation, 12 advance probing holes with the length of 20m are arranged at the arch crown at the back of the water retaining wall, the grouting effect at the positions 3m, 5m and 7m above the water gushing point of the tunnel face is checked, if no water gushing phenomenon exists, a phi 32 advance anchor rod is installed and grouted for anchoring by using the probing holes, the length of the anchor rod is 20m, if water gushing occurs in the drilled hole, grouting consolidation plugging is carried out continuously, and after grouting plugging is finished, holes are punched again to form the advance anchor rod.
10. The construction method of the emergency rescue blocking structure for the tunnel water inrush point, according to claim 3, is characterized in that: in the step S8, after the water burst channel is completely closed and a stable water-proof layer is formed, blasting and dismantling the water-retaining wall and the consolidation body, blasting with multiple holes, small dosage and short feed-length, and cutting off the connecting part of the steel bar and the section steel by oxygen welding after blasting.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114562275A (en) * | 2022-02-28 | 2022-05-31 | 中电建十一局工程有限公司 | Secondary expanding and excavating method for loose body stratum lining tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114562275A (en) * | 2022-02-28 | 2022-05-31 | 中电建十一局工程有限公司 | Secondary expanding and excavating method for loose body stratum lining tunnel |
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