CN212506231U - Opposite-pulling anchor cable structure capable of reducing bias load - Google Patents
Opposite-pulling anchor cable structure capable of reducing bias load Download PDFInfo
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- CN212506231U CN212506231U CN201920924156.7U CN201920924156U CN212506231U CN 212506231 U CN212506231 U CN 212506231U CN 201920924156 U CN201920924156 U CN 201920924156U CN 212506231 U CN212506231 U CN 212506231U
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Abstract
The utility model discloses a reduce bias load's anchor rope structure of drawing to each other, it includes: the steel pipe piles are respectively arranged in mountain bodies on two sides of the tunnel and are used for reinforcing rock bodies of mountain bodies on two sides along the line; the steel pipe pile comprises a steel pipe pile arranged on one side of a mountain body along the bias tunnel, and the steel pipe pile is used for reinforcing the rock body on one side of the mountain body. The utility model discloses in mainly reduce the bias load that the bias tunnel receives through miniature steel-pipe pile, avoid taking place disease, the unstability's situation because of the tunnel structure that the tunnel leads to in serious bias state.
Description
Technical Field
The utility model relates to a geotechnical engineering field especially relates to a reduce bias load's anchor rope structure of drawing to each other.
Background
The bias tunnel is a tunnel with larger pressure difference of surrounding rocks at two sides of a tunnel supporting structure or under the action of asymmetric load. If the cross section of the highway tunnel is generally in a horseshoe shape, due to factors such as asymmetric terrain, geological rock stratum, construction and the like, loads on two sides of the tunnel structure are asymmetric, and bias voltage is formed. The bias effect is one of the main reasons for tunnel deformation and collapse, so when the tunnel is in a severe bias state, measures should be taken to avoid damage and instability of the tunnel structure. The main problems during construction are that the pressure on one side of the bias pressure is large, large deformation is easy to generate, surrounding rocks are unstable and easy to collapse, and sprayed concrete can crack, fall blocks and collapse seriously. In the operation stage, due to the influence of the bias load, the tunnel structure is easy to generate diseases such as cracking, leakage and the like.
At present, the method for reinforcing the bias slope at home and abroad mainly comprises the following steps:
(1) slope cutting drainage method
The method reduces the downward sliding force by weakening the bias slope, thereby reducing the influence of the slope bias on the stability of the tunnel. 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 slippage can be caused; if the excavation range is too large, not only the construction cost is increased, but also the surrounding environment is greatly influenced.
(2) Surface grouting method
When the tunnel is shallow buried and the stratum is very loose and broken and is easy to collapse or destabilize in a large scale, surface grouting can be adopted for reinforcement. The method is convenient and timely, and the workload is relatively small. However, estimation and control of the grouting amount are difficult to grasp, and the actual treatment effect is limited.
(3) Retaining measures
According to the property of the bias slope, the supporting and retaining measures can adopt supporting and retaining structures such as anti-sliding retaining walls, anti-sliding piles, prestressed anchor cables (rods), steel pipe piles, anchor cable piles, lattice anchors and the like to rectify the bias slope and control the bias. For example, the anti-slide pile has the advantage of high anti-slide capability, but the anti-slide pile has large amount of dirt, relatively high manufacturing cost and influences the construction progress.
Therefore, it is necessary to provide a split anchor cable structure and a construction method thereof capable of effectively reducing the bias load of the tunnel, so that the construction steps can be simplified, the construction speed can be increased, and the economic cost can be reduced.
SUMMERY OF THE UTILITY MODEL
The utility model discloses to prior art's above-mentioned defect, provide a control tunnel bias voltage deformation to drawing anchor rope structure and construction method thereof, it mainly comes to prop up the rock mass of mountain body both sides along the line through miniature steel-pipe pile and shelves, reduces the bias load that the tunnel receives in proper order, avoids taking place the situation of disease, unstability because of the tunnel structure that the tunnel is in serious bias state and leads to, and worker's method is simple, construction speed is fast, and economic cost is low.
The utility model provides a technical scheme that its technical problem adopted is:
there is provided a split anchor cable structure for reducing biasing loads, comprising: the steel pipe piles are respectively arranged in mountain bodies on two sides of the tunnel and are used for reinforcing rock bodies of mountain bodies on two sides along the line; and the top of the steel pipe pile is fixed in the crown beam.
Preferably, the steel pipe pile includes: a steel floral tube; the fixing ring is arranged in the steel flower tube and is coaxial with the steel flower tube; and at least one steel bar which is arranged in the steel flower tube and is fixedly connected with the outer surface of the fixing ring.
Preferably, the steel flower tube is filled with cement mortar.
Preferably, a plurality of grouting holes are formed in the steel perforated pipe and used for grouting and reinforcing the surrounding rock mass.
Preferably, the split anchor cable structure further comprises: 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 tunnel vault.
Preferably, the crown beam includes: a concrete body; the anchor pier is fixedly connected with the upper surface of the concrete main body; one end of the counter-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 quincunx or grid mode, and the arrangement distance is 0.3-5 m.
The utility model discloses technical scheme's beneficial effect lies in:
(1) the utility model adopts the miniature steel flower pipe pile, which can support rock-soil layers on two sides of the tunnel mountain, reduce the bias load of the tunnel and prevent the tunnel from generating bias deformation and damage;
(2) the miniature steel flower pipe pile adopted by the utility model has higher strength and rigidity and the function of a slide-resistant pile, and meanwhile, the steel flower pipe can be used for grouting and reinforcing the peripheral rock-soil layer, so that the steel flower pipe and the peripheral rock-soil layer jointly form a slide-resistant whole body, and the reinforcing effect is obviously improved;
(3) the utility model discloses a technical scheme, worker's method is succinct, and construction speed is fast, and economic cost is lower.
Drawings
The invention will be further explained with reference to the drawings and examples, wherein:
fig. 1 is a schematic structural diagram of a split anchor cable structure for controlling bias deformation of a tunnel according to 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 sectional view of a steel pipe pile according to a first embodiment of the present invention;
fig. 4 is a schematic structural view of a crown beam according to a first embodiment of the present invention;
fig. 5a is a schematic view illustrating the connection between a counter-pulling anchor cable and a crown beam according to a first embodiment of the present invention;
fig. 5b is a schematic view of reinforcement in a crown beam according to a first embodiment of the present invention;
fig. 6 is a schematic structural diagram of a counter-pulling anchor cable according to a first embodiment of the present invention;
fig. 7 is a schematic structural view of an isolation frame according to a first embodiment of the present invention;
FIG. 8 is a cross-sectional view of a steel pad pier according to a first embodiment of the present invention;
FIG. 9 is a top view of a steel pad pier according to a first embodiment of the present invention;
fig. 10 is a flow chart of the construction of the bias tunnel bias deformation preventing anchor cable structure according to the second embodiment of the present invention;
fig. 11 is a schematic structural view of a split grouting pipe according to a second embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention.
The first embodiment is as follows:
fig. 1 shows the utility model discloses a reduce tunnel bias load's split anchor rope structure, it includes: the steel pipe piles 1 are respectively arranged in mountain bodies on two sides of the tunnel 100 along the tunnel 100 and applying bias load to the tunnel 100, and the steel pipe piles 1 are used for reinforcing the rock bodies on the mountain bodies on the two sides along the tunnel before excavation; and the top beam 2 is arranged on the ground, and the top of the steel pipe pile 1 is fixed in the top beam 2.
In this embodiment, the parameters of the steel pipe pile 1, such as diameter, distance, length, and wall thickness, may be determined according to the factors affecting the tunnel burial depth, surrounding rock conditions, groundwater conditions, and mountain stability, as long as the stability of the rock mass on one side of the tunnel mountain is ensured. Here, the diameter of the steel pipe pile 1 is 50 to 1000mm (preferably 200 to 800mm, and more preferably 500mm), the steel pipe pile is arranged in a quincunx or lattice manner, and the transverse and longitudinal pitches of the arrangement are 0.3 to 5m (preferably, the pitches are 1.0 m).
Specifically, as shown in fig. 2 to 3, the steel pipe pile 1 includes:
a steel flower tube 10 (which may preferably be a seamless steel tube); at least one fixing ring 12, preferably a circular fixing ring, with a diameter of 40-45mm (preferably 42mm), arranged inside the steel flower tube 10 and coaxial with the steel flower tube 10 (as shown in fig. 3, i.e. the fixing ring 12 and the steel flower tube 10 have the same vertical central axis Y); and when there are a plurality of fixing rings 12, they are uniformly spaced at intervals (as shown in fig. 3, here, "interval" is the distance between the horizontal central axes X of two adjacent fixing rings 12, and the horizontal central axes X are perpendicular to the vertical central axis Y') of 80-120mm (preferably, the interval is 100mm) inside the steel flower tube 10; and at least one steel bar 11 arranged inside the steel perforated pipe 10 and fixedly connected with the outer surface of the fixing ring 12;
in this embodiment, the diameter of the steel bar 11 is 10-50mm (preferably 30mm), and the steel bar 11 is uniformly spaced around the outer surface of the fixing ring 12, the vertical central axis Y' of the steel bar 11 is parallel to the vertical central axis Y of the steel perforated pipe 10, and the steel bar 11 is fixedly connected with the outer surface of the fixing ring 12 by welding; meanwhile, M30 cement mortar is filled in the steel perforated pipe 10, so that the rigidity and the strength of the steel perforated pipe shed are enhanced.
In addition, in order to improve the integrity, strength and rigidity of the rock-soil layer around 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 mass, and preferably, the diameter of each grouting hole 13 is 6-10mm (preferably, the diameter is 8 mm). Meanwhile, as the steel pipe pile 1 is subjected to a shearing resisting effect in a side slope rock body, in order to reduce damage of the grouting holes 13 to the steel flower pipe 10, the grouting holes 13 are spirally arranged on the steel flower pipe 10, only one grouting hole 13 is arranged on the same cross section of the steel flower pipe 10, and the distance between the grouting holes 13 is 10-20cm, particularly preferably 15cm in the direction of a vertical central axis Y.
Furthermore, the arrangement position of the crown beam 2 can be determined according to factors such as ground tendency, in the embodiment, the top of each steel pipe pile 1 is fixed in the crown beam 2, and the bottom of each steel pipe pile 1 extends into a pre-drilled drill hole (not shown), so that the positions of the top and the bottom of each steel pipe pile 1 can be effectively fixed, and the strength of the whole structure is ensured.
Simultaneously, the anchor rope structure of drawing to each other still includes: and one end of each opposite-pulling anchor cable 3 is fixedly connected with the crown beam 2, and the other end of each opposite-pulling anchor cable 3 is fixedly connected with the primary support structure 4 of the vault of the tunnel 100.
From this, steel-pipe pile 1 and ground crown beam 2 of tunnel both sides constitute door type frame atress system, and the primary structure 4 of tunnel vault links to each other with crown beam 2 through to drawing anchor rope 3, makes the dead weight load of the tunnel upper portion soil body transmit for crown beam 2 through to drawing anchor rope 3, and the load of crown beam 2 transmits the steel-pipe pile 1 for the tunnel both sides through door type frame atress system to reduce the load of the inside supporting construction in tunnel, ensured the stability and the safety in tunnel.
Further, as shown in fig. 4, the crown beam 2 includes:
a concrete body 23 made of C30 reinforced concrete, said concrete body 23 being a rectangular or square solid, the width W of which may be 2-8m (preferably 4m), or other geometric body of uniform longitudinal section, and the thickness H of said concrete body 23 being 0.2-2.0m (preferably 0.4 m); and as shown in fig. 5a, an anchor pier 21 fixedly connected with the upper surface of the concrete body 23; one end of the opposite-pull anchor cable 3 penetrates 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 structural stability, a hard layer 22 (which can be made of M40 dry and hard pre-shrinking mortar) is further arranged on the surface of the anchor pier 21, and one end of the opposite-pull anchor cable 3 penetrates through the concrete body 23 and the anchor pier 21 and then is fixed on the hard layer 22 through the steel pad pier 31. Preferably, the other end of the anchor cables 3 may be fixed to the primary support structure 4 of the arch of the tunnel 100 by using a steel pier 31'.
Preferably, as shown in fig. 5b, the concrete body 23 of the crown beam 2 is further provided with: a first reinforcing bar 231 and a second reinforcing bar 232 both arranged in the width W direction, and both arranged in parallel; the third reinforcing rib 233 and the fourth reinforcing rib 234 are arranged in parallel along the thickness H direction and are aligned up and down in the thickness H direction; the upper bending part of each S-shaped bent rib hooks a third reinforcing rib 233, and the lower bending part hooks a fourth reinforcing rib 234 aligned with the third reinforcing rib 233; preferably, the diameters of the first reinforcing bar 231, the second reinforcing bar 232, the third reinforcing bar 233 and the fourth reinforcing bar 234 are all 20mm, the diameters of the S-shaped bent bars 235 are all 12mm, and one of the S-shaped bent bars 235 is arranged at intervals of one third reinforcing bar 233 and one fourth reinforcing bar 234 arranged in alignment with the third reinforcing bar 233; therefore, the overall strength of the structure can be further enhanced through arrangement of the reinforcing bars in the crown beam 2.
Further, as shown in fig. 6, the anchor cables 3 include:
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 is matched with 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 isolation frame 33, wherein the reinforcing cable 34 may preferably be a steel strand.
Specifically, as shown in fig. 7, the isolation frame 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 holes 331; the first through hole 331 and/or the second through hole 332 are used for the reinforcing cable 34 to pass through and fixing the position of the reinforcing cable 34;
at least one vent 333 and at least one steel pipe grout hole 334; the steel pipe grouting holes 334 are used for allowing a steel pipe grouting pipe 351 (shown in fig. 6) to pass through and extend into the steel pipe 32 for grouting; the air vent 333 is used to allow an air supply source to enter when the inside of the steel pipe 32 is grouted, 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 plate 311; a lower pad plate 312 disposed opposite to the upper pad plate 311 (may be disposed in parallel to the upper pad plate 311); the upper pad 311 and the lower pad 312 are fixedly connected through a connecting part 313, and the connecting part 313 can be a cylindrical part and is made of 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 arranged between the upper pad 311 and the lower pad 312 and surround the connecting piece 313, the upper ends of the reinforcing ribs 314 are connected with the upper pad 311, the bottom ends of the reinforcing ribs are connected with the lower pad 312, specifically, the reinforcing ribs 314 can be in the shape of right trapezoids, the short parallel sides of the reinforcing ribs 314 of the right trapezoids are connected with the upper pad 311, the long parallel sides of the reinforcing ribs 314 are connected with the lower pad 312, and the oblique sides of the reinforcing ribs are far away from the connecting piece 313.
Further, in order to cooperate with the steel pipe grouting pipe 351 to perform grouting on the inside of the steel pipe 32, at least one grouting pipe access hole 315 is formed on 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 penetrates through the grouting pipe access hole 315, the fourth through hole 316 and the first through hole 331 and/or the second through hole 332 of the isolation frame 33 and then extends into the steel pipe 32 for grouting. Through giving the inside slip casting of steel pipe 32 to drawing anchor rope 3, the structural strength to drawing anchor rope 3 that can be very big, and then the reinforcing is to drawing the firm degree between anchor rope 3, crown beam 2 and the 4 three of primary tributary structures, plays better anti-bias effect.
On the basis, in order to achieve a better fixing effect, at least one bolt fixing hole 318 through which a bolt 317 can pass is further formed in the lower pad plate 312, one end of the bolt 317 passes through the lower pad plate 312 and then is fixedly connected with the hard layer 22, and the other end of the bolt 317 is fixedly connected with a nut 319, so that the lower pad plate 312 and the hard layer 22 are fixedly connected.
Example two:
as shown in fig. 10, the present invention further provides a construction method for reducing the bias load of the tunnel based on the first embodiment, which includes the following steps:
s1, prefabricating a steel pipe pile 1;
s2, arranging the steel pipe pile 1 in mountain bodies on two sides of the tunnel 100; and grouting and reinforcing the rock mass around the steel pipe pile 1.
Specifically, step S2 includes:
s21, as shown in fig. 11, installing a crown beam 2 on the ground, fixing the top of the steel pipe pile 1 in the crown beam 2, and drilling a hole 308 in advance, and inserting the bottom of the steel floral tube 10 of the steel pipe pile 1 into the pre-drilled hole, thereby installing the steel pipe pile 1 in the mountain bodies on both sides of the tunnel 100;
s22, grouting for the first time: pumping a small amount of clear water to the bottom of the drilled hole 308 for diluting and discharging sludge at the bottom of the drilled hole 308;
cement slurry for first grouting is prepared according to the water cement ratio of 1:1 (P425 cement can be used for preparation), the cement slurry for first grouting is poured from the bottom of the drilled hole 308 to the top, and mud in the drilled hole 308 is squeezed out of the drilled hole 308 by using the buoyancy of the cement slurry;
s23, secondary grouting: after 10-12 hours of the first grouting, prefabricating a splitting grouting pipe 300, extending the splitting grouting pipe 300 into the steel floral pipe 10 of the steel pipe pile 1, and performing splitting grouting on the steel floral pipe 10.
The grouting material in steps S22 and S23 may be various types of cement paste, cement-water glass double-fluid paste, modified water glass paste, or the like, as long as the rock mass can be grouted and reinforced.
Specifically, the step S23 includes:
s231, after 10-12 hours of first grouting, as shown in FIG. 11, preparing a plurality of sections of galvanized steel pipes 301 with the wall thickness of 2.0-2.5mm, the diameter of 20-24mm and the 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 grout outlet holes 303 are ensured to be at the preset position), connecting the adjacent galvanized steel pipes 301 by using pipe joints 302, and arranging a plurality of grout outlet holes 303 in a quincunx shape on the galvanized steel pipe 301 of the lowest section within a range of 0.5m from the end of the galvanized steel pipe 301 of the lowest section, wherein the aperture of each grout outlet hole 303 is 3-8mm (preferably, the aperture is 5mm) to obtain the split grouting pipe 300; dividing the interior of the steel perforated pipe 10 into a plurality of grouting sections;
s232, extending the split grouting pipe 300 into the steel flower pipe 10 of the steel pipe pile 1 and deep to the position near the hole bottom of the drilled hole 308;
s323, prefabricating a grouting sealing gland 304 through which the splitting grouting pipe 300 and the exhaust pipe 306 can penetrate, wherein after the splitting grouting pipe 300 and the exhaust pipe 306 both penetrate through the grouting sealing gland 304, the grouting sealing gland 304 is covered at the upper end of the steel flower pipe 10 and used for sealing the steel flower pipe 10;
as shown in fig. 11, the grouting sealing gland 304 is made of a steel plate with the thickness of 5mm, and is a disc-shaped gland with the diameter of phi 130 mm; secondly, two through holes for passing through a gland bolt 305 are symmetrically arranged on the grouting sealing gland 304, the bolt holes 305 are used for fastening and connecting the steel perforated pipe 10 and the grouting sealing gland 304, and the grouting sealing gland 304 is used for sealing the steel perforated pipe 10. Further, a first opening through which the galvanized steel pipe 301 passes is formed in the middle of the grouting gland 304, and a second opening through which an exhaust pipe 306 passes is also formed in the grouting gland 304, the exhaust pipe 306 is used for exhausting gas in the process of grouting the steel perforated pipe 10, and the specific specification of the exhaust pipe 306 can be determined according to the exhaust requirement, in this embodiment, the length of the exhaust pipe 306 can be 20cm, and the diameter of the exhaust pipe 306 can be 22 mm;
specifically, when grouting is performed inside the steel flower pipe 10, the exhaust pipe 306 communicates the inside of the steel flower pipe 10 with the external atmosphere, and is used for exhausting gas in the steel flower pipe 10, adjusting the internal pressure of the steel flower pipe, after the exhaust is completed, the upper end of the exhaust pipe 306 is sealed through the sealing member 3061, if threads are arranged at the upper end of the exhaust pipe 306, the sealing member 3061 may be preferably a bolt, after the exhaust is completed, the bolt is in threaded connection with the threads of the exhaust pipe 306 through the bolt, and the bolt is tightened to complete the sealing of the exhaust pipe 306. Further, in order to ensure the sealing effect, a sealing gasket is arranged between the grouting sealing gland 304 and the steel perforated pipe 10, and specifically, the sealing gasket can be cut by a hard rubber sheet 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 the steel perforated pipe 10 through the high-pressure grouting pipe to complete grouting of a first grouting section;
and S325, lifting the splitting grouting pipe 300, and performing splitting grouting of the next grouting section until splitting grouting of all grouting sections is completed.
In steps S324 to S325, after the cleavage 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 detached, the galvanized steel pipe is washed by high-pressure water, the slurry deposited in the steel perforated pipe 10 is diluted at the same time to ensure the smoothness of the grouting pipe and the diffusion of slurry, and then the grouting sealing gland 304 is installed again to complete the grouting of the rest grouting section.
Further, in steps S324 to S325, the grouting amount may be observed and recorded by a pressure gauge 307 (shown in fig. 11) disposed at the orifice of the borehole 308.
After the splitting grouting of all the grouting sections is completed, the splitting grouting pipe 300 is flushed with clear water to prevent the grout in the pipe from solidifying and ensure the smoothness of the pipeline.
In addition, the method further comprises S3, wherein 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 arch top of the tunnel 100. The tensile stress of the tension anchor cables 3 is utilized to resist the bias voltage on the side part of the tunnel mountain, so that the tunnel bias deformation of the bias tunnel 100 is controlled, and the tunnel supporting structure 4 is prevented from bias damage.
It should be noted that the technical features of the first and second embodiments can be combined arbitrarily, and the technical solutions formed by combining the technical features all belong to the protection scope of the present invention.
To sum up, the utility model adopts the miniature steel pipe pile as the supporting and retaining structure, which can support and retain the rock-soil layers on both sides of the tunnel mountain, reduce the bias load of the tunnel and prevent the tunnel from generating bias deformation and damage; meanwhile, the steel pipe pile has high strength and rigidity and has the function of an anti-slide pile, and can be used for grouting and reinforcing a peripheral rock-soil layer, so that the steel perforated pipe and the peripheral rock-soil layer jointly form an anti-slide whole body, the reinforcing effect is obviously improved, the bias load borne by a bias tunnel is reduced, and the tunnel structure is prevented from being damaged and unstable due to the fact that the tunnel is in a serious bias state; the steel pipe piles on two sides of the tunnel and the ground crown beam form a portal frame stress system, a primary support structure of the vault of the tunnel is connected with the crown beam through the split anchor cables, so that the dead weight load of the soil body on the upper part of the tunnel is transmitted to the crown beam through the split anchor cables, and the load of the crown beam is transmitted to the steel pipe piles on two sides of the tunnel through the portal frame stress system, thereby reducing the load of the supporting structure in the tunnel and ensuring the stability and safety of the tunnel; additionally, the utility model discloses a technical scheme worker method succinct, can improve construction speed by a wide margin, reduce economic cost.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the present invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included within the protection scope of the present invention.
Claims (7)
1. A split cable bolt construction for reducing biasing loads, comprising: the steel pipe piles are respectively arranged in mountain bodies on two sides of the tunnel and are used for reinforcing rock bodies of the mountain bodies on two sides along the line; and the top of the steel pipe pile is fixed in the crown beam.
2. The split anchor cable structure of claim 1, wherein the steel pipe pile comprises:
a steel floral tube; the fixing ring is arranged in the steel flower tube and is coaxial with the steel flower tube; and at least one steel bar which is arranged in the steel flower tube and is fixedly connected with the outer surface of the fixing ring.
3. The split anchor cable structure of claim 2, wherein the steel tube is filled with cement mortar.
4. The opposite-pulling anchor cable structure as defined in claim 2, wherein the steel perforated pipe is provided with a plurality of grouting holes for grouting and reinforcing the surrounding rock mass.
5. The split anchor line structure of claim 1, further comprising: 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 tunnel vault.
6. A split anchor cable construction according to claim 5, wherein the crown beam comprises:
a concrete body; the anchor pier is fixedly connected with the upper surface of the concrete main body; one end of the counter-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.
7. A split anchor cable structure according to any one of claims 1 to 6, wherein the steel pipe piles have a diameter of 50 to 1000mm, are arranged in a quincunx or lattice manner, and have an arrangement pitch of 0.3 to 5 m.
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| CN201920924156.7U CN212506231U (en) | 2019-06-19 | 2019-06-19 | Opposite-pulling anchor cable structure capable of reducing bias load |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114278310A (en) * | 2021-12-06 | 2022-04-05 | 中交一公局集团有限公司 | Construction method for micro steel pipe pile lattice beam at shallow buried section of tunnel |
-
2019
- 2019-06-19 CN CN201920924156.7U patent/CN212506231U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114278310A (en) * | 2021-12-06 | 2022-04-05 | 中交一公局集团有限公司 | Construction method for micro steel pipe pile lattice beam at shallow buried section of tunnel |
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