CN107143358B - Opposite-pulling anchor cable structure for controlling tunnel bias deformation and construction method thereof - Google Patents
Opposite-pulling anchor cable structure for controlling tunnel bias deformation and construction method thereof Download PDFInfo
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- CN107143358B CN107143358B CN201710508190.1A CN201710508190A CN107143358B CN 107143358 B CN107143358 B CN 107143358B CN 201710508190 A CN201710508190 A CN 201710508190A CN 107143358 B CN107143358 B CN 107143358B
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- 238000010276 construction Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 118
- 239000010959 steel Substances 0.000 claims abstract description 118
- 239000011435 rock Substances 0.000 claims description 26
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 239000004567 concrete Substances 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 8
- 230000002787 reinforcement Effects 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 7
- 238000007789 sealing Methods 0.000 description 20
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- 229910001335 Galvanized steel Inorganic materials 0.000 description 8
- 230000000694 effects Effects 0.000 description 8
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- 239000002002 slurry Substances 0.000 description 6
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- 230000008569 process Effects 0.000 description 1
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- 239000011150 reinforced concrete Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/14—Lining predominantly with metal
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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
- E21D20/00—Setting anchoring-bolts
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- Life Sciences & Earth Sciences (AREA)
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- Geochemistry & Mineralogy (AREA)
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Abstract
The invention discloses a opposite-pulling anchor cable structure for controlling tunnel bias deformation and a construction method thereof. The invention mainly reduces the bias load born by the bias tunnel through the miniature steel pipe pile, and avoids the situation that the tunnel structure is damaged and unstable due to the serious bias state of the tunnel.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a split anchor cable structure for controlling tunnel bias deformation and a construction method thereof.
Background
The biased tunnel refers to a tunnel with larger pressure difference of surrounding rocks at two sides of the tunnel supporting structure or asymmetric load action. If the section of the highway tunnel is generally horseshoe-shaped, the load on the two sides of the tunnel structure is asymmetric due to factors such as asymmetric topography, geological strata, construction and the like, so that a bias voltage is formed. The bias action is one of the main reasons of tunnel deformation and collapse, so that measures should be taken to avoid damage and instability of the tunnel structure when the tunnel is in a severely biased state. The disease during construction is mainly that the pressure on one side of the bias is large, the deformation is easy to generate, the surrounding rock is unstable and easy to collapse, and the sprayed concrete can crack, fall fast and seriously collapse. In the operation stage, due to the influence of the bias load, the tunnel structure is easy to generate cracking, seepage and other diseases.
The current method for reinforcing the bias side slope at home and abroad mainly comprises the following steps:
(1) Slope cutting drainage method
The method reduces the influence of the slope bias on the stability of the tunnel by weakening the bias slope to reduce the sliding force. However, the treatment effect of the method is closely related to the excavation range. If the excavation range is small, on one hand, a good treatment effect cannot be achieved, and on the other hand, the hidden danger of new slope sliding can be caused; if the excavation range is too large, not only the engineering cost is increased, but also the surrounding environment is greatly influenced.
(2) Surface grouting method
When the tunnel is shallow and the stratum is very loose and broken and easy to collapse or unstably happen on a large scale, the ground surface grouting can be used for reinforcement. The method is convenient and timely, and the input workload is relatively small. However, the estimation and control of the grouting amount are difficult to grasp, and the actual treatment effect is limited.
(3) Support and stop measure
According to the nature of the bias slope, the supporting and retaining measures can adopt supporting and retaining structures such as anti-slip retaining walls, anti-slip piles, prestressed anchor cables (rods), steel pipe piles, anchor cable piles, lattice anchors and the like to regulate the bias slope and control the bias. If the anti-slide pile has the advantage of large anti-slide capability, but the number of polluted workers is large, the manufacturing cost is relatively high, and the construction progress is influenced.
Therefore, it is necessary to provide a retaining structure and method capable of effectively preventing deformation of a biased tunnel, and simplifying construction steps, accelerating construction speed, and reducing economic costs.
Disclosure of Invention
The invention aims at the defects in the prior art and provides a opposite-pulling anchor cable structure for controlling tunnel bias deformation and a construction method thereof, which mainly reduce bias load applied to a biased tunnel through a miniature steel pipe pile and avoid the situation that the tunnel structure is damaged and unstable due to the fact that the tunnel is in a serious bias state.
The technical scheme adopted for solving the technical problems is as follows:
the utility model provides a control tunnel bias deformation's opposite pull anchor rope structure, it includes the steel-pipe pile that sets up in the mountain body of one side that applys great bias load to the bias tunnel, the steel-pipe pile is used for reinforcing the rock mass of the mountain body of one side that applys great bias load.
Preferably, the steel pipe pile includes:
a steel floral tube; at least one fixing ring which is arranged inside the steel flower pipe and is coaxial with the steel flower pipe; and at least one reinforcing steel bar which is arranged in the steel flower pipe and fixedly connected with the outer surface of the fixing ring.
Preferably, the steel flowtube is provided with a plurality of grouting holes for grouting and reinforcing the surrounding rock mass.
Preferably, the opposite-pulling anchor cable structure further comprises a crown beam arranged in the rock body of the mountain on one side where the larger bias load is applied; the top of the steel pipe pile is fixed in the crown beam.
Preferably, the opposite-pulling anchor cable structure further comprises at least one opposite-pulling anchor cable, one end of each opposite-pulling anchor cable is fixedly connected with the crown beam, and the other end of each opposite-pulling anchor cable is fixedly connected with the primary support structure of the biased tunnel, which is close to the mountain body on one side where the larger biased load is applied.
Preferably, the crown beam includes:
a concrete body; and an anchor pier fixedly connected with the upper surface of the concrete main body; one end of the opposite-pulling anchor cable penetrates through the concrete main body and the anchor pier, and is fixedly connected with the anchor pier through the steel pad pier.
Preferably, the diameter of the steel pipe pile is 50-1000mm, the steel pipe pile is arranged in a quincuncial or square mode, and the arrangement interval is 0.3-5m.
On the other hand, the construction method for controlling the tunnel bias deformation of the opposite-pull anchor cable structure is also provided, and comprises the following steps:
s1, prefabricating a steel pipe pile;
s2, arranging the steel pipe pile in a side mountain body applying a larger bias load to the bias tunnel; and grouting and reinforcing the surrounding rock mass of the steel pipe pile.
Preferably, step S2 includes:
s21, arranging a crown beam in the rock mass of the mountain body on the side applying the larger bias load, and fixing the top of the steel pipe pile in the crown beam, so that the steel pipe pile is arranged in the mountain body on the side applying the larger bias load to the bias tunnel;
s22, grouting for the first time: pouring cement paste for primary grouting from bottom to top;
s23, secondary grouting: and after 10-12 hours of primary grouting, prefabricating a split grouting pipe, extending the split grouting pipe into the steel pipe pile, and carrying out split grouting on the steel pipe pile.
Preferably, the method further comprises the step S3 of fixedly connecting one end of the opposite-pulling anchor cable with the crown beam, and fixedly connecting the other end of the opposite-pulling anchor cable with a primary support structure of the biasing tunnel, which is close to the mountain on one side applying the larger biasing load.
The technical scheme of the invention has the beneficial effects that:
(1) The miniature steel-flower pipe pile is adopted, so that a rock soil layer at one side of a tunnel mountain can be supported, the bias load of the tunnel is reduced, and the tunnel is prevented from being deformed and damaged by bias;
(2) The miniature steel flower pipe pile adopted by the invention has higher strength and rigidity, has the function of the slide-resistant pile, and can perform grouting reinforcement on the peripheral rock-soil layer at the same time, so that the steel flower pipe and the peripheral rock-soil layer form an anti-slide whole together, and the reinforcement effect is obviously improved;
(3) The technical scheme adopted by the invention has the advantages of simple construction method, high construction speed and lower economic cost.
Drawings
The invention will be further described with reference to the accompanying drawings and examples, in which:
fig. 1 is a schematic structural view of a pull-to-pull anchor cable structure for controlling tunnel bias deformation in accordance with a first embodiment of the present invention;
fig. 2 is a schematic cross-sectional view of a steel pipe pile according to a first embodiment of the present invention;
fig. 3 is a schematic longitudinal section of a steel pipe pile according to the first embodiment of the present invention;
FIG. 4 is a schematic view of a crown bar in accordance with an embodiment of the present invention;
fig. 5 is a schematic illustration of the connection of a pull-to-pull anchor cable to a crown beam in accordance with a first embodiment of the present invention;
fig. 6 is a schematic structural view of a pull-to-pull anchor line in accordance with a first embodiment of the present invention;
FIG. 7 is a schematic view of a spacer in accordance with an embodiment of the present invention;
FIG. 8 is a cross-sectional view of a steel pad pier in accordance with an embodiment of the present invention;
FIG. 9 is a top view of a steel pad pier in accordance with an embodiment of the present invention;
fig. 10 is a construction flow chart of a pull-to-pull anchor cable structure for preventing a biased tunnel from being deformed in the second embodiment of the invention;
fig. 11 is a schematic structural view of a split grouting pipe in a second embodiment of the present invention.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Embodiment one:
fig. 1 shows a pull-to-pull anchor cable structure for controlling tunnel bias deformation, which comprises a steel pipe pile 1, wherein the steel pipe pile 1 is arranged in a mountain body on one side of a bias tunnel 100 along the line and applying a larger bias load to the bias tunnel 100, and the steel pipe pile 1 is used for reinforcing a rock mass of the mountain body on one side of the larger bias load before excavation. In this embodiment, parameters such as diameter, spacing, length, wall thickness, etc. of the steel pipe pile 1 may be determined according to factors such as tunnel burial depth, surrounding rock conditions, groundwater state, and mountain stability, so long as stability of the rock mass at one side of the tunnel mountain can be ensured. The diameter of the steel pipe pile 1 is 50-1000mm, the steel pipe pile is arranged in a quincuncial or square mode, and the transverse and longitudinal distances of the steel pipe pile are 0.3-5m (the preferable distances are 1.0 m).
Specifically, as shown in fig. 2 to 3, the steel pipe pile 1 includes:
a steel flowtube 10 (which may preferably be a seamless steel tube); at least one fixing ring 12 disposed inside the steel floral tube 10 and coaxial with the steel floral tube 10 (as shown in fig. 3, i.e. the fixing ring 12 and the steel floral tube 10 have the same vertical central axis Y), the fixing ring 12 is preferably a circular fixing ring with a diameter of 40-45mm (preferably a diameter of 42 mm); when there are a plurality of fixing rings 12, they are uniformly spaced in the steel pipe 10 according to a spacing (as shown in fig. 3, the "spacing" is the distance between the horizontal central axes X of two adjacent fixing rings 12, the horizontal central axes X are perpendicular to the vertical central axis Y'), and the spacing is 80-120mm (preferably, the spacing is 100 mm); and at least one reinforcing steel bar 11 which is arranged inside the steel flower pipe 10 and fixedly connected with the outer surface of the fixed ring 12; in this embodiment, the diameter of the reinforcing steel bars 11 is 10-50mm (preferably 30 mm), and the reinforcing steel bars are uniformly spaced around the outer surface of the fixing ring 12, the vertical central axis Y' of the reinforcing steel bars 11 is parallel to the vertical central axis Y of the steel flower pipe 10, and the reinforcing steel bars 11 are fixedly connected with the outer surface of the fixing ring 12 by welding.
In addition, in order to improve the integrity, strength and rigidity of the surrounding rock layer of the steel pipe pile 1, a plurality of grouting holes 13 are further formed in the steel pipe pile 1 and used for grouting and reinforcing the surrounding rock body, and preferably, the diameter of each grouting hole 13 is 6-10mm (preferably, the diameter is 8 mm). Meanwhile, since the steel pipe pile 1 is subjected to shearing action in the side slope rock mass, in order to reduce damage of the grouting holes 13 to the steel pipe 10, the grouting holes 13 are spirally arranged on the steel pipe 10, only one grouting hole 13 is arranged on the same cross section of the steel pipe 10, and in the vertical central axis Y direction, the distance between the grouting holes 13 is 10-20cm, and particularly 15cm is preferred.
Further, as shown in fig. 1, the opposite-pulling anchor cable structure further includes a crown beam 2 disposed in the rock body of the mountain on the side where the larger bias load is applied, specifically, the disposition position of the crown beam 2 may be determined according to factors such as the mountain trend, in this embodiment, the crown beam 2 is disposed along the slope trend of the mountain on the side where the larger bias load is applied; the top of the steel pipe pile 1 is fixed in the crown beam 2, and the bottom of the steel pipe pile 1 extends into a pre-drilled drill hole (not shown), so that the positions of the top and the bottom of the steel pipe pile 1 can be effectively fixed, and the strength of the whole structure is ensured; and at least one opposite-pulling anchor cable 3, wherein one end of each opposite-pulling anchor cable 3 is fixedly connected with the crown beam 2, and the other end is fixedly connected with the primary support structure 4 of the biased tunnel 100, which is close to the mountain on which the larger biased load is applied, and it should be noted that "the primary support structure 4 of the mountain on which the larger biased load is applied" in this embodiment refers to the primary support structure 4 located on the left of the tunnel center line a of the biased tunnel 100 in fig. 1.
Specifically, as shown in fig. 4, the crown beam 2 includes:
a concrete body 23 made of C30 reinforced concrete, said concrete body 23 may be a cuboid or a cube, the width W of which may be 2-8m (preferably 4 m), or other geometric bodies having a uniform longitudinal section, and the thickness H of said concrete body 23 may be 0.2-2.0m (preferably 0.4 m); and as shown in fig. 5, an anchor pier 21 fixedly coupled to the upper surface of the concrete body 23; one end of the opposite-pulling anchor cable 3 passes through the concrete body 23 and the anchor pier 21, and is fixedly connected with the anchor pier 21 through the steel pad pier 31, meanwhile, in order to enhance the stability of the structure, a hard layer 22 (which can be made of M40 dry hard pre-shrinking mortar) is further arranged on the surface of the anchor pier 21, and after one end of the opposite-pulling anchor cable 3 passes through the concrete body 23 and the anchor pier 21, the anchor pier 21 is fixed on the hard layer 22 through the steel pad pier 31. Preferably, the other end of the opposite-pulling anchor cable 3 is also fixed to the primary support structure 4 of the biased tunnel 100 near the mountain where the larger biasing load is applied by a steel pad pier 31'.
Further, as shown in fig. 6, the opposite-pulling anchor cable 3 includes:
a steel pipe 32; at least one isolation frame 33, each isolation frame 33 is disposed inside the steel pipe 32 and fixed at intervals along the axial direction of the steel pipe 32, the shape of the isolation frame 33 matches the shape of the steel pipe 32, in this embodiment, the isolation frame 33 is circular; and at least one reinforcing cable 34 passing through the spacer 33, the reinforcing cable 34 may preferably be a steel strand.
Specifically, as shown in fig. 7, the spacer 33 includes:
a first through hole 331 provided at the center of the isolation frame 33;
a plurality of second through holes 332 uniformly spaced around the first through hole 331; the first through hole 331 and/or the second through hole 332 are used for passing through the reinforcement cable 34 and fixing the position of the reinforcement cable 34;
at least one vent 333 and at least one steel pipe grouting hole 334; the steel pipe grouting holes 334 are used for allowing steel pipe grouting pipes 351 (shown in fig. 6) to pass through and extend into the steel pipe 32 for grouting; the ventilation holes 333 are used for air supply to be introduced when grouting the inside of the steel pipe 32 so as to adjust the internal air pressure of the steel pipe 32.
On this basis, as shown in fig. 8 to 9, the steel pad pier 31, 31' includes:
an upper pad 311; a lower pad 312 disposed opposite to the upper pad 311 (may be disposed in parallel with the upper pad 311); the upper pad 311 and the lower pad 312 are fixedly connected through a connecting member 313, and the connecting member 313 may be a cylindrical member and made of a steel material; in addition, in order to further enhance the connection strength between the upper pad 311 and the lower pad 312, a plurality of reinforcing ribs 314 are provided between the upper pad 311 and the lower pad 312 and around the connecting member 313, the upper ends of the reinforcing ribs 314 are connected with the upper pad 311, the bottom ends of the reinforcing ribs 314 are connected with the lower pad 312, specifically, the reinforcing ribs 314 may be in a right trapezoid shape, the short parallel sides of the right trapezoid reinforcing ribs 314 are connected with the upper pad 311, the long parallel sides are connected with the lower pad 312, and the oblique sides are far away from the connecting member 313.
Further, in order to perform grouting inside the steel pipe 32 in cooperation with the steel pipe grouting pipe 351, at least one grouting pipe inlet and outlet hole 315 is formed in the connecting piece 313; a fourth through hole 316 communicated with the steel pipe 32 is formed in the center of the lower backing plate 312; the steel pipe grouting pipe 351 passes through the grouting pipe inlet and outlet 315, the fourth through hole 316, and the first through hole 331 and/or the second through hole 332 of the spacer 33, and then extends into the steel pipe 32 for grouting. Through for the inside slip casting of steel pipe 32 of to drawing anchor rope 3, the structural strength of reinforcing to drawing anchor rope 3 that can be very big, and then strengthen the firm degree between to drawing anchor rope 3, roof beam 2 and the primary support structure 4 three, play better anti-bias effect.
On this basis, in order to achieve a better fixing effect, the lower pad 312 may further be provided with at least one bolt fixing hole 318 through which the bolt 317 may pass, one end of the bolt 317 passes through the lower pad 312 and is fixedly connected with the hard layer 22, and the other end is fixedly connected with the nut 319, so as to fixedly connect the lower pad 312 with the hard layer 22.
Embodiment two:
as shown in fig. 10, the present invention further provides a construction method for preventing bias deformation of a bias tunnel, which includes the following steps:
s1, prefabricating a steel pipe pile 1;
s2, arranging the steel pipe pile 1 in a side mountain body applying a larger bias load to the bias tunnel 100; and grouting and reinforcing the surrounding rock mass of the steel pipe pile 1.
Specifically, step S2 includes:
s21, as shown in FIG. 11, setting a crown beam 2 in the rock mass of the mountain body on the side where the larger bias load is applied, fixing the top of the steel pipe pile 1 in the crown beam 2, simultaneously pre-drilling a drill hole 308, and extending the bottom of the steel pipe 10 of the steel pipe pile 1 into the pre-drilled drill hole, thereby setting the steel pipe pile 1 in the mountain body on the side where the larger bias load is applied to the bias tunnel 100 along the line of the bias tunnel 100;
s22, grouting for the first time: pumping a small amount of clean water to the bottom of the hole of the drill hole 308 for diluting sludge at the bottom of the hole of the drill hole 308 and supporting the sludge out;
preparing cement paste for primary grouting according to a cement ratio of 1:1 (which can be prepared by P425 cement), pouring the cement paste for primary grouting from the bottom of the hole of the drill hole 308 from bottom to top, and extruding mud residue in the drill hole 308 out of the drill hole 308 by utilizing the buoyancy of the cement paste;
s23, secondary grouting: and after 10-12 hours of primary grouting, prefabricating a split grouting pipe 300, extending the split grouting pipe 300 into the steel floral pipe 10 of the steel pipe pile 1, and performing split grouting on the steel floral pipe 10.
The grouting materials in the steps S22 and S23 can be various cement slurries, cement-water glass double-slurry, modified water glass slurry and the like, so long as the grouting materials can be used for grouting and reinforcing the rock mass.
Specifically, the step S23 includes:
s231, after grouting for 10-12 hours for the first time, as shown in FIG. 11, preparing a plurality of galvanized steel pipes 301 with a section wall thickness of 2.0-2.5mm, a diameter of 20-24mm and a length of 1.5-2.0m (the length of each section of galvanized steel pipe 301 is determined according to the moving distance and the position depth, so long as each time the split grouting pipe 300 is lifted, the grouting holes 303 are ensured to be at preset positions), the adjacent galvanized steel pipes 301 are connected by pipe joints 302, and a plurality of grouting holes 303 are arranged in a quincuncial shape on the lowest section of galvanized steel pipe 301 within a range of 0.5m from the end of the lowest section of galvanized steel pipe 301, and the aperture of each grouting hole 303 is 3-8mm (preferably, the aperture is 5 mm) so as to obtain the split grouting pipe 300; and dividing the inner part of the steel floral tube 10 into a plurality of grouting sections;
s232, extending the split grouting pipe 300 into the steel flowtube 10 of the steel pipe pile 1 and penetrating into the vicinity of the hole bottom of the drilling hole 308;
s323, prefabricating a grouting sealing gland 304 through which the split grouting pipe 300 and the exhaust pipe 306 can pass, wherein after the split grouting pipe 300 and the exhaust pipe 306 pass through the grouting sealing gland 304, the grouting sealing gland 304 is arranged at the upper end of the steel pipe 10 in a covering manner and is used for sealing the steel pipe 10;
as shown in fig. 11, the grouting sealing gland 304 is made of steel plate with the thickness of 5mm, and is a disc-shaped gland with the diameter phi of 130 mm; secondly, two through holes for the gland bolts 305 to pass through are symmetrically arranged on the grouting sealing gland 304, the bolt holes 305 are used for fastening and connecting the steel floral tube 10 and the grouting sealing gland 304, and the grouting sealing gland 304 is used for sealing the steel floral tube 10. Further, a first opening for the galvanized steel pipe 301 to pass through is provided in the middle of the grouting sealing gland 304, and a second opening for the exhaust pipe 306 to pass through is also provided on the grouting sealing gland 304, the exhaust pipe 306 is used for exhausting air in the process of grouting the steel pipe 10, and the specific specification of the exhaust pipe can be determined according to the exhaust requirement, in this embodiment, the length of the exhaust pipe 306 can be 20cm, and the diameter is 22mm;
specifically, when grouting is performed inside the steel pipe 10, the exhaust pipe 306 is connected to the inside of the steel pipe 10 and the external atmosphere, so as to exhaust the gas in the steel pipe 10, adjust the internal pressure of the gas, seal the upper end of the exhaust pipe 306 by the sealing element 3061 after the exhaust is completed, if the upper end of the exhaust pipe 306 can be provided with a thread, the sealing element 3061 can be preferably a bolt, and after the exhaust is completed, the bolt is screwed with the thread of the exhaust pipe 306, so that the sealing of the exhaust pipe 306 is completed by screwing the bolt. Further, in order to ensure the sealing effect, a sealing gasket is further arranged between the grouting sealing gland 304 and the steel pipe 10, and specifically, the sealing gasket can be made by cutting a hard rubber skin with the thickness of 2 mm-15 mm;
s324, communicating the split grouting pipe 300 with a high-pressure grouting pipe, opening an exhaust pipe 306, and gradually pressurizing and grouting into the steel pipe 10 through the high-pressure grouting pipe to finish grouting of a first grouting section;
and S325, lifting the split grouting pipe 300, and performing split grouting of the next grouting section until the split grouting of all grouting sections is completed.
In steps S324-S325, after the split grouting of a grouting section is completed, the grouting sealing gland 304 is opened, and whether the grouting material in the galvanized steel pipe 301 is coagulated or blocked is checked. If so, the galvanized steel pipe 301 is removed, and is rinsed with high-pressure water, and the slurry in the steel pipe 10 is diluted at the same time, so as to ensure smooth grouting pipe and slurry diffusion, and then the grouting sealing gland 304 is reinstalled, so that grouting of the rest grouting section is completed.
Further, in steps S324-S325, the grouting amount may be observed and recorded by a pressure gauge 307 (shown in fig. 11) disposed at the hole of the drill hole 308.
After the split grouting of all the grouting sections is completed, the split grouting pipe 300 is washed by clear water so as to prevent the slurry in the pipe from solidifying and ensure the smoothness of the pipeline.
In addition, the method further comprises S3, one end of the opposite-pulling anchor cable 3 is fixedly connected with the crown beam 2, and the other end of the opposite-pulling anchor cable is fixedly connected with the primary support structure 4 of the biasing tunnel 100, which is close to the mountain on which the larger biasing load is applied. The tensile stress of the opposite-pulling anchor cable 3 is utilized to resist the bias voltage of one side of the tunnel mountain body, so that the tunnel bias voltage deformation of the bias tunnel 100 is controlled, and the tunnel supporting structure 4 is prevented from being damaged by the bias voltage.
It should be noted that the technical features in the first and second embodiments may be combined arbitrarily, and the combined technical solutions all belong to the protection scope of the present invention.
In summary, the miniature steel pipe pile is adopted as the retaining structure, so that the rock soil layer at one side of the mountain of the tunnel can be retained, the bias load of the tunnel is reduced, and the tunnel is prevented from being deformed and damaged by bias; meanwhile, the steel pipe pile has higher strength and rigidity and has the function of an anti-slide pile, and the peripheral rock and soil layers can be subjected to grouting reinforcement, so that the steel pipe and the peripheral rock and soil layers form an anti-slide whole together, the reinforcement effect is obviously improved, the bias load born by a biased tunnel is reduced, and the conditions of damage and instability of the tunnel structure caused by the serious bias state of the tunnel are avoided; in addition, the technical scheme adopted by the invention has simple construction method, can greatly improve the construction speed and reduce the economic cost.
It will be understood by those skilled in the art that all or part of the steps for implementing the above embodiments may be implemented by hardware, or may be implemented by a program for instructing relevant hardware, where the program may be stored in a computer readable storage medium, and the storage medium may be a read-only memory, a magnetic disk or an optical disk, etc.
The foregoing description of the preferred embodiments of the invention is not intended to limit the invention to the precise form disclosed, and any such modifications, equivalents, and alternatives falling within the spirit and scope of the invention are intended to be included within the scope of the invention.
Claims (7)
1. The opposite-pulling anchor cable structure for controlling the bias deformation of the tunnel is characterized by comprising a steel pipe pile arranged in a mountain body on one side applying a larger bias load to the bias tunnel, wherein the steel pipe pile is used for reinforcing the rock mass of the mountain body on one side applying the larger bias load;
a crown beam arranged in the rock body of the mountain body on one side applying the larger bias load; the top of the steel pipe pile is fixed in the crown beam;
and one end of each opposite-pulling anchor cable is fixedly connected with the crown beam, and the other end of each opposite-pulling anchor cable is fixedly connected with the primary support structure of the biasing tunnel, which is close to the mountain on one side applying the larger biasing load.
2. The split anchor line structure of claim 1, wherein the steel pipe pile comprises:
a steel floral tube; at least one fixing ring which is arranged inside the steel flower pipe and is coaxial with the steel flower pipe; and at least one reinforcing steel bar which is arranged in the steel flower pipe and fixedly connected with the outer surface of the fixing ring.
3. The opposite-pulling anchor cable structure according to claim 2, wherein the steel flowtube is provided with a plurality of grouting holes for grouting reinforcement of the surrounding rock mass.
4. The pull-to-pull anchor line structure of claim 1, wherein the crown beam comprises:
a concrete body; and an anchor pier fixedly connected with the upper surface of the concrete main body; one end of the opposite-pulling anchor cable penetrates through the concrete main body and the anchor pier, and is fixedly connected with the anchor pier through the steel pad pier.
5. The opposite-pulling anchor cable structure according to any one of claims 1-4, wherein the steel pipe piles have a diameter of 50-1000mm, are arranged in a quincuncial or square manner, and have an arrangement pitch of 0.3-5m.
6. The construction method of the opposite-pulling anchor cable structure for controlling the tunnel bias deformation is characterized by comprising the following steps of:
s1, prefabricating a steel pipe pile;
s2, arranging the steel pipe pile in a side mountain body applying a larger bias load to the bias tunnel; grouting and reinforcing the surrounding rock mass of the steel pipe pile; arranging a crown beam in the rock mass of the mountain on one side applying the larger bias load, and fixing the top of the steel pipe pile in the crown beam;
s3, fixedly connecting one end of the opposite-pulling anchor cable with the crown beam, and fixedly connecting the other end of the opposite-pulling anchor cable with a primary support structure of the biasing tunnel, which is close to the mountain on one side applying the larger biasing load.
7. The method according to claim 6, wherein step S2 further comprises:
s22, grouting for the first time: pouring cement paste for primary grouting from bottom to top;
s23, secondary grouting: and after 10-12 hours of primary grouting, prefabricating a split grouting pipe, extending the split grouting pipe into the steel pipe pile, and carrying out split grouting on the steel pipe pile.
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108979689B (en) * | 2018-08-21 | 2023-12-15 | 中铁工程设计咨询集团有限公司 | Anchor cable structure capable of secondary grouting, tunnel surrounding rock anchoring structure and construction method |
| CN110258536A (en) * | 2019-06-19 | 2019-09-20 | 山东省地质矿产勘查开发局八0一水文地质工程地质大队(山东省地矿工程勘察院) | Opposite-pulling anchor cable structure for reducing bias load and construction method |
| CN110359464A (en) * | 2019-06-24 | 2019-10-22 | 山东省地质矿产勘查开发局八0一水文地质工程地质大队(山东省地矿工程勘察院) | Sprayed concrete structure beneficial to drainage and construction method thereof |
| CN110578329A (en) * | 2019-08-26 | 2019-12-17 | 天津大学 | device and method for controlling tunnel deformation by using cable anchors and ground anchoring beams |
| CN110566227A (en) * | 2019-09-20 | 2019-12-13 | 中铁十八局集团有限公司 | tunnel outlet section bias voltage deformation treatment method |
| CN111140248B (en) * | 2020-01-17 | 2024-05-07 | 中铁二院工程集团有限责任公司 | Bias tunnel structure with prestress applied to pilot tunnel and construction method of bias tunnel structure |
| CN112065469B (en) * | 2020-09-23 | 2022-09-16 | 中铁工程装备集团有限公司 | Underground large-span space structure and construction method thereof |
| CN114164821B (en) * | 2021-11-03 | 2022-09-13 | 中交一公局集团有限公司 | Steel pipe pile for surface grouting of shallow-buried bias tunnel and construction method thereof |
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