阅读说明：本技术 利用串联管路注浆技术的无砟轨道沉降纠偏整体抬升方法 (Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology ) 是由 许国华 贺军 吴娟 杨恒华 杨峰 熊传晟 陆华文 张长攀 吴刚 胡明明 杜青 于 2019-10-31 设计创作，主要内容包括：本发明公开一种利用串联管路注浆技术的无砟轨道沉降纠偏整体抬升方法,使用了串联注浆网络,将待抬升轨道的所有注浆孔串联起来,并采用独特的注浆方式,使每个注浆孔的注浆参数均保持一致,最大限度地保证了轨道的整体同步抬升,抬升精度更高,抬升效果更好；且施工相对简单,1个天窗点就能够完成全部施工工序,完全不影响列车正常运行。(The invention discloses a ballastless track settlement rectification integral lifting method utilizing a series pipeline grouting technology, which uses a series grouting network to connect all grouting holes of a track to be lifted in series, adopts a unique grouting mode to keep grouting parameters of each grouting hole consistent, ensures integral synchronous lifting of the track to the maximum extent, and has higher lifting precision and better lifting effect; and the construction is relatively simple, 1 skylight point can accomplish all construction processes, and the normal operation of the train is not influenced at all.)

1. The ballastless track settlement correction integral lifting method by using the serial pipeline grouting technology is characterized by comprising the following steps of:

s1, marking and drilling a waterproof curtain hole and a grouting hole, respectively embedding steel flower pipes, and plugging pores and cracks of the engineering section of the track to be lifted; grouting the steel floral tubes corresponding to the waterproof curtain holes by using a first grouting pump to form a waterproof curtain;

s2, correcting the track;

s3, selecting steel pipes to connect the steel perforated pipes corresponding to each grouting hole to form a series grouting network, wherein each steel perforated pipe is provided with a valve, and a second grouting pump is additionally arranged to be connected with the steel pipes;

s4, carrying out a series grouting network pressure test, and after the test is qualified, dismounting the rail fastener fittings of the front and rear 10m rails including the rail plate to be lifted, so that the rails are separated from the rail plate; grouting lifting is completed by adopting an integral grading grouting method;

and S5, reinstalling the steel rail fastener fittings to finish final fine adjustment.

2. The ballastless track settlement correction integral lifting method using the serial pipeline grouting technology as claimed in claim 1, wherein in step S1, the specific method for marking the waterproof curtain holes and the grouting holes is as follows: at least 1 waterproof curtain hole is marked on the outer side of each of the 2 tracks along the track direction, at least 2 grouting holes are marked on the inner side of each of the 2 tracks along the track direction, and at least 1 grouting hole is marked between each waterproof curtain hole and the track on the same side along the track direction.

3. The ballastless track settlement correction integral lifting method utilizing the serial pipeline grouting technology as claimed in claim 2, wherein the bore diameter of the waterproof curtain hole and the grouting hole is 50mm, the hole distance is 750-800mm, the design hole depth is 2000mm, the actual bore hole depth is at least 0.1m deeper than the design hole depth, and the drilling is continued for 1-2min after the requirement is met.

4. The ballastless track settlement correction integral lifting method utilizing the series pipeline grouting technology according to any one of claims 1-3, wherein the concrete method for forming the waterproof curtain by grouting in the step S1 is as follows:

s11, starting a first grouting pump to pour cement slurry and water glass double slurry, wherein the grouting pressure is 1.5-2.0MPa, finishing the first grouting after slurry overflow occurs at the orifice of a waterproof curtain hole or an adjacent observation hole, and carrying out the first time to-be-coagulated for 8-12 hours;

s12, performing secondary repeated grouting and secondary waiting for setting for 8-12h, and if the grout at the opening of the waterproof curtain hole is not full in the secondary waiting for setting, performing third repeated grouting until the grout at the opening of the waterproof curtain hole is full; and after the last repeated grouting is finished, pipe cutting and veneer repairing are carried out for 24 hours after coagulation.

5. The ballastless track settlement correction integral lifting method using the serial pipeline grouting technology according to claim 1, wherein the concrete method of the step S2 is as follows: a counterforce pier is arranged on the displacement side of the track slab, and a track slab limiting pier is arranged opposite to the displacement side of the track slab; and a jack is arranged between the reaction pier and the track slab, and the jack is used for synchronously rectifying the deviation of the track step by step in a mode of 2mm per step.

6. The ballastless track settlement correction integral lifting method using the serial pipeline grouting technology according to claim 2, wherein the step S3 specifically comprises: the steel perforated pipes corresponding to each grouting hole are respectively connected through the respective steel pipes, all the steel pipes are connected with the second grouting pump after the head ends of the steel pipes are crossed, a valve is arranged on each steel perforated pipe, and a slurry overflow valve is arranged at the tail end of each steel pipe.

7. The ballastless track settlement correction integral lifting method using the serial pipeline grouting technology according to claim 2, wherein the step S3 specifically comprises: and the steel perforated pipes corresponding to each grouting hole are connected with 1 steel pipe to form a complete 1-channel serial grouting network, the head ends of the steel pipes are connected with the second grouting pump, each steel perforated pipe is provided with a valve, and the tail ends of the steel pipes are provided with slurry overflow valves.

8. The ballastless track settlement correction integral lifting method using the serial pipeline grouting technology according to claim 1, wherein the concrete method of the step S4 is as follows:

s41, after the steel perforated pipe is connected with the steel pipe, filling tap water into the serial grouting network through a second grouting pump, and stabilizing the pressure for 30min under the grouting pressures of 2.0, 4.0, 6.0 and 8.0MPa respectively according to the mode of stopping filling for 5S and 10S to complete the test of the serial grouting network, wherein the test is qualified when no tap water leaks from the whole serial grouting network; dismounting the rail fastener fittings of front and back 10m including the rail plate to be lifted to separate the rail from the rail plate;

s42, taking 5-10mm as the preset lifting height of each stage, and grading the total lifting height; opening a second grouting pump and a slurry overflow valve, closing the valve, and injecting cement slurry and water glass double-slurry into the steel pipe under the grouting pressure of 2.0 MPa; when the slurry overflows from the slurry overflow valve at the tail end of the steel pipe, closing the slurry overflow valve and opening the valve to start formal grouting;

s43, firstly, performing primary grouting under 2.0MPa grouting pressure according to a mode of grouting for 5S and stopping for 10S, keeping the grouting pressure for 2min after the first-stage lifting height is reached, then performing secondary grouting, and performing multiple times of grouting in the same way until the total lifting height is reached;

if the track slab is not lifted completely or is not lifted to the preset lifting height of each stage after primary grouting for 30min under the grouting pressure of 2.0MPa when a certain stage is lifted, the grouting pressure is lifted to 4.0MPa for continuous grouting; if the track is lifted again and reaches the preset lifting height of the stage, grouting at each stage of lifting by adopting 4.0MPa grouting pressure, and if the track slab is not lifted completely or is not lifted to the preset lifting height of the stage after grouting is continued for 30min, grouting at 6.0 MPa; and if the track is lifted again and reaches the preset lifting height of the stage, grouting at each subsequent stage by adopting 6.0MPa grouting pressure, and if the track slab is still not lifted completely or not lifted to the preset lifting height of each stage after grouting is continued for 30min, grouting is continued until the track slab is finally lifted to the preset lifting height of each stage, and the grouting pressure is not more than 9.0MPa at most.

9. The ballastless track settlement correction integral lifting method utilizing the series pipeline grouting technology according to claim 1, 2, 3, 5, 6, 7 or 8, characterized in that a control device is additionally arranged, and the second grouting pump, all the valves and the slurry overflow valve are electrically connected with the control device.

Technical Field

The invention belongs to the technical field of ballastless track structure repair of high-speed railways, and particularly relates to a ballastless track settlement correction integral lifting method by utilizing a series pipeline grouting technology.

Background

The ballastless track is in a track structure form formed by replacing a loose grain ballast track bed with concrete or asphalt mortar, and the ballastless track is increasingly widely applied along with the rapid development of railways in China. Due to the fact that differential settlement is generated at the connecting position of the roadbed and the culvert bridge structure due to the fact that post-construction uneven settlement generated by the foundation causes the difference settlement, the stability, the smoothness and the durability of the track are reduced due to the fact that the track structure and the function are damaged, and the ballastless track deviates and settles. Not only directly influences the safety of the track structure, but also the violent bouncing of the train seriously influences the ride comfort and the comfort of passengers, even causes accidents.

At present, various technical schemes for the deviation and settlement of ballastless tracks exist in China. For example, patent CN103074828A provides a system and a method for lifting a railway ballastless track bed by using an injection method, in which grout is injected into a left outer hole, a left inner hole, a right outer hole, a right inner hole and a central line hole of a ballastless track in a certain order, wherein the left outer hole and the right outer hole are used for curtain material injection, and the inner hole and the central line hole are used for track bed lifting, posture adjustment and dense filling. However, in the patent technology, because the materials are injected in a certain sequence, the pressure of the injected materials is easy to deviate, and the cement slurry injected first can influence the distribution of the cement slurry injected later, so that the lifting height inside and outside the track has large deviation, and the integral lifting cannot be realized; such deviations are difficult to adjust and compensate in other ways after the material is injected, can also produce severe jumps during the operation of the train, and can affect the service life of the track. For another example, CN107130475A provides a structure and a method for controlling and repairing deformation of a ballast-less track subgrade passing through a water pipe, wherein a cement wall curtain is formed by constructing rotary jet grouting piles at two sides of a embankment at the intersection of a ballast-less track and the water pipe, and then grouting is sequentially performed on the outer sides of the rotary jet grouting piles below the embankment of the ballast-less track and between adjacent rotary jet grouting piles to form a second reinforced section and a first reinforced section; and finally, lifting the track plate of the ballastless track, sealing the periphery of the track plate, filling a prefabricated resin mortar block between the track plate and the mortar layer, and injecting liquid resin into the track plate through the reserved grouting hole until all gaps below the track plate are filled. However, in the technology of the patent, each grouting hole still adopts a relatively independent grouting mode, so that the grouting parameters are easy to generate large deviation, the final lifting effect is easy to get good and bad, and the stability is poor.

Disclosure of Invention

Aiming at the defects of the prior art, the invention provides a ballastless track settlement correction integral lifting method by using a series pipeline grouting technology, wherein a series grouting network is formed by connecting steel pipes of grouting holes, so that the synchronous integral graded lifting of a track plate is really realized, the lifting effect is good, and the smoothness of a track circuit is recovered; the grouting material fills gaps formed after the track structure is lifted, integrity of the track structure is maintained, all processes can be completed in a skylight point, and normal use of the track structure is guaranteed. Specifically, the following technique is used.

The ballastless track settlement correction integral lifting method utilizing the serial pipeline grouting technology comprises the following steps of:

s1, marking and drilling a waterproof curtain hole and a grouting hole, respectively embedding steel flower pipes, and plugging pores and cracks of the engineering section of the track to be lifted; grouting the steel floral tubes corresponding to the waterproof curtain holes by using a first grouting pump to form a waterproof curtain;

s2, correcting the track;

s3, selecting steel pipes to connect the steel perforated pipes corresponding to each grouting hole to form a series grouting network, wherein each steel perforated pipe is provided with a valve, and a second grouting pump is additionally arranged to be connected with the steel pipes;

s4, carrying out a series grouting network pressure test, and after the test is qualified, dismounting the rail fastener fittings of the front and rear 10m rails including the rail plate to be lifted, so that the rails are separated from the rail plate; grouting lifting is completed by adopting an integral grading grouting method;

and S5, reinstalling the steel rail fastener fittings to finish final fine adjustment.

Most of the existing technologies still adopt a relatively independent grouting lifting mode, the problems existing in independent grouting lifting are not realized, and the problem of independent grouting lifting is solved, so that the integral synchronous lifting of the track section is ensured to lack corresponding research innovation. In the method, the key point is to construct a serial grouting network. The grouting holes of the track section to be lifted are connected in series to form a whole through the series grouting network, all the grouting holes can realize synchronous lifting under the same pressure, and the grouting mode and parameters of each grouting hole are the same, so that the integrity of the track structure is effectively maintained, and the damage of lifting of relative proportion to the track structure is avoided. The smoothness of the lifted track is relatively better. Because the total heights of different positions of the track section to be lifted, which need to be lifted, are different, when the lifting height of a certain section of the track section to be lifted meets the requirement, the valve of the steel perforated pipe of the section can be closed, other sections which need to be lifted continue to be grouted, and the steel perforated pipe is cut and repaired after the lifting is completely finished.

Preferably, in step S1, the specific method for marking the waterproof curtain hole and the grouting hole is as follows: at least 1 waterproof curtain hole is marked on the outer side of each of the 2 tracks along the track direction, at least 2 grouting holes are marked on the inner side of each of the 2 tracks along the track direction, and at least 1 grouting hole is marked between each waterproof curtain hole and the track on the same side along the track direction. Generally, 1 waterproof curtain hole on each side can be marked, 2 grouting holes on the inner sides of the 2 rails can be marked, and 1 grouting hole between the waterproof curtain hole and the rail on the same side can be marked. The more marked waterproof curtain holes and grouting holes, the grouting efficiency and effect can be improved to a certain degree, but the cost can be increased, so that the waterproof curtain holes and the grouting holes can be properly selected according to the actual conditions of the engineering field.

More preferably, the bore diameter of the waterproof curtain hole and the grouting hole is 50mm, the pitch is 750-800mm, the design hole depth is 2000mm, the actual bore depth is at least 0.1m deeper than the design hole depth, and the drilling is continued for 1-2min after the requirement is met. The purpose of actual drilling hole depth is deeper than design hole depth is to avoid the influence of drilling debris accumulated at the bottom of the hole on the hole depth, and the purpose of stable drilling is to prevent the bottom of the hole from being sharp and going out, so that the design hole diameter cannot be reached. If pressure water flows out of the drilled hole, the steel perforated pipe can be continuously installed and grouting can be performed after the water pressure and the water quantity are reduced, and drain holes can be arranged at proper positions around the drilled hole if necessary.

Preferably, the concrete method for forming the waterproof curtain by grouting in the step S1 is as follows:

s11, starting a first grouting pump to pour cement slurry and water glass double slurry, wherein the grouting pressure is 1.5-2.0MPa, finishing the first grouting after slurry overflow occurs at the orifice of a waterproof curtain hole or an adjacent observation hole, and carrying out the first time to-be-coagulated for 8-12 hours;

s12, performing secondary repeated grouting and secondary waiting for setting for 8-12h, and if the grout at the opening of the waterproof curtain hole is not full in the secondary waiting for setting, performing third repeated grouting until the grout at the opening of the waterproof curtain hole is full; and after the last repeated grouting is finished, pipe cutting and veneer repairing are carried out for 24 hours after coagulation.

In general, the waterproof curtain holes can be arranged in ditches at two sides of the track or directly arranged in the roadbed body. The cement grout for pouring the waterproof curtain hole can be selected from 42.5-grade ordinary portland cement and cement grout uniformly mixed according to the water-cement ratio of 0.5-1:1, and all subsequent cement grout can also adopt the same formula. Pipe cutting and veneer repair are conventional prior art.

Preferably, the specific method of step S2 is: a counterforce pier is arranged on the displacement side of the track slab, and a track slab limiting pier is arranged opposite to the displacement side of the track slab; and a jack is arranged between the reaction pier and the track slab, and the jack is used for synchronously rectifying the deviation of the track step by step in a mode of 2mm per step.

Preferably, step S3 is specifically: the steel perforated pipes corresponding to each grouting hole are respectively connected through the respective steel pipes, all the steel pipes are connected with the second grouting pump after the head ends of the steel pipes are crossed, a valve is arranged on each steel perforated pipe, and a slurry overflow valve is arranged at the tail end of each steel pipe. As a technical scheme, after the connection is carried out by the method, the steel perforated pipes corresponding to each grouting hole on the inner side and the outer side of the track are respectively connected with one steel pipe, the steel pipes are connected with a second grouting pump after the head ends of the steel pipes are converged, and the second grouting pump synchronously injects grout into all the steel pipes.

Step S3 specifically includes: and the steel perforated pipes corresponding to each grouting hole are connected with 1 steel pipe to form a complete 1-channel serial grouting network, the head ends of the steel pipes are connected with the second grouting pump, each steel perforated pipe is provided with a valve, and the tail ends of the steel pipes are provided with slurry overflow valves. As another technical scheme, the steel perforated pipes corresponding to each grouting hole are connected through the same steel pipe to form 1 complete steel pipe. And a second grouting pump performs grouting from the head end of the steel pipe and overflows from a grout overflow valve at the tail end of the steel pipe after the steel pipe is fully filled. The structure of the series grouting network can also meet the aim of synchronously injecting the grout into all the steel perforated pipes.

Preferably, the specific method of step S4 is:

s41, after the steel perforated pipe is connected with the steel pipe, filling tap water into the serial grouting network through a second grouting pump, and stabilizing the pressure for 30min under the grouting pressures of 2.0, 4.0, 6.0 and 8.0MPa respectively according to the mode of stopping filling for 5S and 10S to complete the test of the serial grouting network, wherein the test is qualified when no tap water leaks from the whole serial grouting network; dismounting the rail fastener fittings of front and back 10m including the rail plate to be lifted to separate the rail from the rail plate;

s42, taking 5-10mm as the preset lifting height of each stage, and grading the total lifting height; opening a second grouting pump and a slurry overflow valve, closing the valve, and injecting cement slurry and water glass double-slurry into the steel pipe under the grouting pressure of 2.0 MPa; when the slurry overflows from the slurry overflow valve at the tail end of the steel pipe, closing the slurry overflow valve and opening the valve to start formal grouting;

s43, firstly, performing primary grouting under 2.0MPa grouting pressure according to a mode of grouting for 5S and stopping for 10S, keeping the grouting pressure for 2min after the first-stage lifting height is reached, then performing secondary grouting, and performing multiple times of grouting in the same way until the total lifting height is reached; the above-mentioned S42 and S43 are the whole stage grouting method.

And when the grouting of a certain stage is lifted, the grouting is continued by adopting a solution mode of increasing the grouting pressure without lifting or lifting to the preset lifting height of the stage under the certain grouting pressure. The concrete mode is as follows: if the track slab is not lifted completely or is not lifted to the preset lifting height of each stage after primary grouting for 30min under the grouting pressure of 2.0MPa when a certain stage is lifted, the grouting pressure is lifted to 4.0MPa for continuous grouting; if the track is lifted again and reaches the preset lifting height of the stage, grouting at each stage of lifting by adopting 4.0MPa grouting pressure, and if the track slab is not lifted completely or is not lifted to the preset lifting height of the stage after grouting is continued for 30min, grouting at 6.0 MPa; and if the track is lifted again and reaches the preset lifting height of the stage, grouting at each subsequent stage by adopting 6.0MPa grouting pressure, and if the track slab is still not lifted completely or not lifted to the preset lifting height of each stage after grouting is continued for 30min, grouting is continued until the track slab is finally lifted to the preset lifting height of each stage, and the grouting pressure is not more than 9.0MPa at most.

The core purpose of the specific method in step S4 is to ensure that all the steel floral tubes in all the grouting holes complete grouting at the same time and the same grouting pressure, so as to ensure the best lifting effect. Before formal grouting, running water is used for simulating a grouting process, whether the serial grouting network leaks or not is tested, and after the test is qualified, steel rail fasteners are dismounted to prepare for formal grouting. During formal grouting, firstly opening the overflow valve, closing the valve, starting grouting by the second grouting pump, enabling the grout to flow only in the steel pipe and gradually fill the steel pipe at the moment, and finally flowing to the tail end of the steel pipe, wherein the grouting pressure is in a slowly rising state at the moment; when the grouting pressure of the second grouting pump reaches 2.0MPa, all valves are opened and overflow valves are closed at the same time, all steel perforated pipes can be synchronously injected with grout in an isobaric manner, and therefore the purpose is achieved. The grouting mode can enable the effect of integral synchronous lifting to be better, and avoids the difference between the amount of injected slurry and the pressure of the steel perforated pipes at different positions and the influence on the lifting effect.

The above steps S42 and S43 are exemplified by: for example, the total lifting height of a certain section of track to be lifted is 50mm, if 10mm is taken as one level, the total lifting height is divided into 5 levels, 10mm is the preset lifting height of each level (if 5mm is taken as one level, the total lifting height is divided into 10 levels, 5mm is the preset lifting height of each level), firstly, a grouting pump and a grout overflow valve are opened, the valves are closed, grout flows only in the steel pipes, and after the grout overflow valve detects that the grout overflows, all the steel pipes are completely filled with the grout, and the grouting pressure in the steel pipes is equal everywhere; at the moment, the slurry overflow valve is closed, all valves are opened, grouting is started in all steel perforated pipes under the grouting pressure of 2.0MPa, and the rail starts to lift. When the slurry is lifted to 10mm of the first stage, the grouting pressure is kept for 2min, so that the primary graded grouting is completed, then the grouting process of 10mm of the second stage is carried out, and the like. Each stage of grouting adopts a mode of pouring for 5s and stopping for 10 s.

The grouting pressure also needs to be adjusted step by step since the structure of the strata below the track is unknown. When the grouting pressure of the first-stage grouting is 2.0MPa, if the lifting does not reach the preset lifting height or does not lift at all, the grouting pressure needs to be increased. And increasing the grouting pressure to 4.0MPa and continuing grouting. If the track starts to lift again and reaches the preset lifting height of the stage, the subsequent lifting of each stage continues to adopt the grouting pressure of 4.0MPa, and the subsequent grouting of each stage is completed; if the rail is not raised to the predetermined height, or not raised at all, the grouting pressure is further increased to 6.0MPa, and the above process is repeated until the entire lifting process is completed, i.e. a total height of 50mm is reached. Note that the grouting pressure is increased to the end and cannot exceed 9.0 MPa;

preferably, a control device is additionally arranged, and the grouting pump, all the valves and the slurry overflow valve are electrically connected with the control device. The control device can control the grouting pressure of a grouting pump, can synchronously open or close the valve and the slurry overflow valve, and can also independently close the valve on one steel perforated pipe.

In the method for the track settlement rectification integral lifting, the used water glass slurry is common grouting material in the market, and the dosage proportion of the cement slurry and the water glass slurry can be adjusted according to the actual situation of a construction site due to different actual stratum conditions under different track sections.

Compared with the prior art, the invention has the advantages that: the series grouting network is used initiatively, all grouting holes of the track to be lifted are connected in series, and a unique grouting mode is adopted, so that grouting parameters of all grouting holes are kept consistent, the overall synchronous lifting of the track is guaranteed to the maximum extent, the lifting precision is higher, and the lifting effect is better; and the construction is relatively simple and fast, and 1 skylight point can finish all construction processes, and the normal operation of the train is not influenced completely.

Drawings

Fig. 1 is a construction flow chart of a ballastless track settlement correction integral lifting method using a series pipeline grouting technique according to embodiment 1;

fig. 2 is a schematic cross-sectional view of a track section to be lifted in the ballastless track settlement correction integral lifting method using the serial pipeline grouting technology according to embodiment 1;

fig. 3 is a front view of a serial grouting network in the ballastless track settlement correction integral lifting method using the serial pipeline grouting technology of embodiment 1;

fig. 4 is a top view of a tandem grouting network in the ballastless track settlement rectification overall lifting method using the tandem pipeline grouting technique according to embodiment 1;

fig. 5 is a top view of a tandem grouting network in the ballastless track settlement rectification overall lifting method using the tandem pipeline grouting technique of embodiment 2;

fig. 6 is a top view of a tandem grouting network in the ballastless track settlement rectification overall lifting method using the tandem pipeline grouting technique of embodiment 3;

in the figure: 1. a track; 2. a waterproof curtain hole; 3. grouting holes; 4. a steel floral tube; 5. a waterproof curtain; 6. a steel pipe; 7. a valve; 8. a second grouting pump; 9. a slurry overflow valve; 10. rail clip fittings.

Detailed Description

The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.