CN110725168A - Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology - Google Patents
Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology Download PDFInfo
- Publication number
- CN110725168A CN110725168A CN201911053235.6A CN201911053235A CN110725168A CN 110725168 A CN110725168 A CN 110725168A CN 201911053235 A CN201911053235 A CN 201911053235A CN 110725168 A CN110725168 A CN 110725168A
- Authority
- CN
- China
- Prior art keywords
- grouting
- track
- steel
- hole
- lifted
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B29/00—Laying, rebuilding, or taking-up tracks; Tools or machines therefor
- E01B29/04—Lifting or levelling of tracks
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2203/00—Devices for working the railway-superstructure
- E01B2203/10—Track-lifting or-lining devices or methods
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/06—Height or lateral adjustment means or positioning means for slabs, sleepers or rails
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2204/00—Characteristics of the track and its foundations
- E01B2204/09—Ballastless systems
Abstract
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.
Description
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.
Example 1
As shown in fig. 1 to 4, the ballastless track settlement correction integral lifting method using the serial pipeline grouting technology provided by this embodiment includes the following steps:
s1, marking 1 waterproof curtain hole 2 on the outer side of 2 rails 1 along the rail direction, marking 2 grouting holes 3 on the inner side of 2 rails 1 along the rail 1 direction, and marking 1 grouting hole 3 between the waterproof curtain hole 2 and the rail 1 on the same side along the rail 1 direction; drilling holes at the marks of the waterproof curtain holes 2 and the grouting holes 3 and vertically embedding steel flower tubes 4; the hole diameters of the water-stop curtain holes 2 and the grouting holes 3 are 50mm, the hole distance is 800mm, the hole depth is 2000mm, the actual hole depth of the drilled holes is 0.1m deeper than the designed hole depth, and the holes are drilled stably for 2min after meeting the parameter requirements. 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. Plugging pores and cracks of the engineering section by adopting common early strength polymer mortar on the market; and then injecting the cement slurry and the water glass double slurry into the steel flower pipe 4 corresponding to the waterproof curtain hole 2 by using a first grouting pump for solidification to form a waterproof curtain 5.
The concrete method for forming the waterproof curtain by grouting comprises the following steps:
s11, placing a double-feed-liquid grouting machine, connecting a first grouting pump, and after the early-strength polymer mortar for plugging pores and cracks in the step is completely solidified, starting the first grouting pump to pour cement slurry and water glass double-slurry; the cement slurry is prepared by uniformly mixing 42.5-grade ordinary portland cement according to the water cement ratio of 1: 1; the grouting pressure is 2.0MPa, the used water glass slurry is common grouting slurry on the market, and the weight ratio of the cement slurry to the water glass slurry is 1: 1. Finishing primary grouting until slurry overflows from the orifice of the waterproof curtain hole 2 or the adjacent observation hole; the position of the observation hole can be selected from common positions. Since fig. 3 and 4 show schematic diagrams of the tandem grouting network, the waterproof curtain is completely grouted at this time, and the first grouting pump is removed; the first grouting pump is connected with the corresponding toughened pipe of the waterproof curtain hole in a conventional connection mode in the prior art, so that the first grouting pump is not shown in the attached drawings 3 and 4.
S12, judging whether the grouting of the waterproof curtain meets the requirements or not, and adopting the following grouting mode: after the first grouting is finished and the time is 8-12 hours, carrying out second repeated grouting, and continuing the second time of grouting for 8-12 hours; if the grout at the orifice of the waterproof curtain hole 2 is not full in the process of the second waiting for setting, repeated grouting for the third time is needed, and the grouting is repeated until the grout at the orifice of the waterproof curtain hole 2 is full; and after the last repeated grouting is finished, pipe cutting and veneer repairing are carried out after 24 hours of coagulation.
The waterproof curtain hole 2 of the present embodiment is provided in the roadbed body.
S2, correcting the track: the method is characterized in that a counterforce pier is arranged on the displacement side of the track slab, a track slab limiting pier is arranged opposite to the displacement side of the track slab, track deviation correction is carried out by utilizing the counterforce squat and the limiting pier to be a conventional technology, and therefore the counterforce squat and the limiting pier are not drawn in the figure; a jack is arranged between the counterforce pier and the track slab, and the jack is utilized to synchronously correct the deviation of the track step by step in a mode of 2mm per step;
s3, steel pipes 6 with the same specification and material as the steel perforated pipes 4 are arranged and selected, the steel perforated pipes 4 corresponding to each grouting hole 3 are respectively connected through the respective steel pipes 6, all the steel pipes 6 are connected with the second grouting pump 8 after the head ends of the steel pipes are converged, a valve 7 is arranged on each steel perforated pipe 4, and a slurry overflow valve 9 is arranged at the tail end of each steel pipe 6; after the connection by the method, the steel perforated pipes 4 corresponding to each grouting hole 3 on the inner side and the outer side of the track are respectively connected with one steel pipe 6, the steel pipes 6 are connected with a second grouting pump 8 after the head ends of the steel pipes are converged, and the second grouting pump 8 synchronously injects grout into all the steel pipes 6.
S4, carrying out a series grouting network pressure test, and after the test is qualified, dismounting the rail fastener 10 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; the method comprises the following specific steps:
s41, after the steel perforated pipe 4 is connected with the steel pipe 6, filling tap water into the serial grouting network through a second grouting pump 8, 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 5S and 10S of filling, and completing the test of the serial grouting network, wherein the test is qualified when no tap water leaks from the whole serial grouting network; dismounting a rail fastener 10 which is 10m in front and at the back and comprises a rail plate to be lifted, so that the rail is separated 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 8 and a slurry overflow valve 9, closing a valve 7, and feeding cement slurry and water glass into the steel pipe under the grouting pressure of 2.0 MPa; when the grout overflows from the grout overflow valve 9 at the tail end of the steel pipe 6, closing the grout overflow valve 9 and opening the valve 7 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;
and when the grouting of a certain stage is lifted, the grouting is continued by adopting a 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 grouting lifting method is to ensure that all the steel perforated pipes of all the grouting holes complete grouting at the same time and under 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.
And S5, reinstalling the steel rail fastener fittings 10 after the lifting is finished, and finally, finely adjusting the lifted rail. The method for precisely adjusting the track belongs to a common precise adjustment method and can be directly used.
Most of the prior art still adopts relatively independent grouting lifting, and the technical problem caused by independent grouting lifting is not considered too much. The key point of the lifting method of the embodiment is to construct a serial grouting network. The series grouting network connects each grouting hole of the track section to be lifted in series to form a whole, the valve can be synchronously opened or closed by additionally arranging a common control device, and all the grouting holes can be synchronously lifted at the same time; the grouting mode and parameters of each grouting hole are the same, the integrity of the track structure is effectively maintained, the integral lifting of the track is really realized, the irreversible damage to the structure caused by uneven lifting distribution of the track is avoided, and the smoothness of the lifted track is better. The total height required to be lifted differs due to the different positions of the track sections to be lifted.
Example 2
As shown in fig. 5, compared to embodiment 1, the ballastless track settlement correction integral lifting method using the tandem pipeline grouting technology provided in this embodiment adopts slightly different grouting networks, which specifically includes: the steel perforated pipes 4 corresponding to the 4 grouting holes 3 are connected with 1 steel pipe 6 to form a complete 1-channel serial grouting network, and the tail end of the steel pipe 6 is provided with a slurry overflow valve 9.
In the serial grouting network of this embodiment, the steel floral tubes corresponding to the 4 grouting holes are connected through the same steel tube to form 1 complete steel tube, in order to meet the requirement of synchronous grouting of all the steel floral tubes under the same pressure, the valves on all the steel floral tubes are closed first, the second grouting pump injects grout into the steel tubes, and the grout flows out from the grout overflow valve along the steel tubes; when the grouting pressure of the second grouting pump meets the requirement, the slurry overflow valve is closed and the valves of all the steel perforated pipes are synchronously opened, so that equal-pressure synchronous grouting can be realized in all the steel perforated pipes, and the overall synchronous lifting effect of the track is good.
Example 3
As shown in fig. 6, compared with embodiment 2, the ballastless track settlement correction integral lifting method using the tandem pipeline grouting technology provided in this embodiment has the following differences: the inner sides of the 2 tracks 1 are marked with 3 grouting holes 3 along the track 1 direction. The structure of the tandem grouting network of the embodiment is still similar to that of the embodiment 2, namely, the steel perforated pipes 4 corresponding to the 5 grouting holes 3 are connected with 1 steel pipe 6 to form a complete 1 tandem grouting network, and the tail ends of the steel pipes 6 are provided with the slurry overflow valves 9.
In the serial grouting network of this embodiment, the steel floral tubes corresponding to the 4 grouting holes are connected through the same steel tube to form 1 complete steel tube, in order to meet the requirement of synchronous grouting of all the steel floral tubes under the same pressure, the valves on all the steel floral tubes are closed first, the second grouting pump injects grout into the steel tubes, and the grout flows out from the grout overflow valve along the steel tubes; when the grouting pressure of the second grouting pump meets the requirement, the slurry overflow valve is closed and the valves of all the steel perforated pipes are synchronously opened, so that equal-pressure synchronous grouting can be realized in all the steel perforated pipes, and the overall synchronous lifting effect of the track is good.
Claims (9)
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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911053235.6A CN110725168A (en) | 2019-10-31 | 2019-10-31 | Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911053235.6A CN110725168A (en) | 2019-10-31 | 2019-10-31 | Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110725168A true CN110725168A (en) | 2020-01-24 |
Family
ID=69223511
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911053235.6A Pending CN110725168A (en) | 2019-10-31 | 2019-10-31 | Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110725168A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111593722A (en) * | 2020-05-29 | 2020-08-28 | 杭州市城市建设基础工程有限公司 | Building surface settlement repairing method |
| CN114607391A (en) * | 2022-04-08 | 2022-06-10 | 中南大学 | Pre-reinforcing construction method for unconsolidated strata of subway tunnel |
| CN116163170A (en) * | 2022-12-22 | 2023-05-26 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2646447A1 (en) * | 1989-04-28 | 1990-11-02 | Sud Ouest Travaux | Method for adjusting a railway track |
| DE19928339A1 (en) * | 1999-06-30 | 2001-01-04 | Hilterhaus Karl Heinz | Method for lifting, aligning and fixing surface structures, e.g. sunken floor slabs, involves injecting a mixture of aqueous alkali silicate solution and isocyanate compound under the structure and then hardening in situ |
| KR20050003232A (en) * | 2003-06-30 | 2005-01-10 | 알렌 가부시키 가이샤 | Apparatus for filling resin into adjustable pad and method for adjusting rail height |
| CN2793158Y (en) * | 2005-03-04 | 2006-07-05 | 铁道科学研究院铁道建筑研究所 | Porous pipe for cement casting at transitting section of present bridge |
| CN101328714A (en) * | 2008-07-31 | 2008-12-24 | 武汉一冶建筑安装工程有限责任公司 | Method for processing structure sedimentation by pressure casting and jacking replacement |
| CN103074828A (en) * | 2013-01-24 | 2013-05-01 | 北京安通伟业铁路工务技术有限公司 | System and method for lifting sunken railway ballastless track bed by utilizing injection method |
| CN203034319U (en) * | 2013-01-24 | 2013-07-03 | 北京安通伟业铁路工务技术有限公司 | System for lifting railway ballastless track by applying injection method in the case of track bed subsidence |
| CN103334371A (en) * | 2013-07-05 | 2013-10-02 | 中南大学 | Roadbed subsidence grouting treatment structure and construction method thereof |
| CN104131498A (en) * | 2014-08-12 | 2014-11-05 | 中国铁道科学研究院铁道建筑研究所 | Lifting repair method for ballastless track with settled curved section |
| KR101531358B1 (en) * | 2014-02-21 | 2015-06-24 | (주)철도안전연구소 | Settlement restoration apparatus of concrete track |
| CN106758591A (en) * | 2017-01-09 | 2017-05-31 | 北京瑞威铁科高铁工程有限公司 | A kind of non-fragment orbit slip-casting lifting and lifting method for correcting error |
| CN107059496A (en) * | 2017-01-09 | 2017-08-18 | 北京瑞威铁科高铁工程有限公司 | A kind of track road-bridge transition section slip casting correction lifting method |
| CN206902479U (en) * | 2017-06-27 | 2018-01-19 | 中铁第四勘察设计院集团有限公司 | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure |
| CN108130833A (en) * | 2017-12-22 | 2018-06-08 | 中铁四院集团岩土工程有限责任公司 | The method for correcting error of sedimentation offset non-fragment orbit |
| CN208219326U (en) * | 2017-12-06 | 2018-12-11 | 中铁二院工程集团有限责任公司 | A kind of high-speed railway Karst Subgrade construction having warning function |
| CN110241662A (en) * | 2018-10-19 | 2019-09-17 | 北京恒祥宏业基础加固技术有限公司 | A kind of high-speed railway subgrade differential settlement reinforcing lifting leveling method |
-
2019
- 2019-10-31 CN CN201911053235.6A patent/CN110725168A/en active Pending
Patent Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2646447A1 (en) * | 1989-04-28 | 1990-11-02 | Sud Ouest Travaux | Method for adjusting a railway track |
| DE19928339A1 (en) * | 1999-06-30 | 2001-01-04 | Hilterhaus Karl Heinz | Method for lifting, aligning and fixing surface structures, e.g. sunken floor slabs, involves injecting a mixture of aqueous alkali silicate solution and isocyanate compound under the structure and then hardening in situ |
| KR20050003232A (en) * | 2003-06-30 | 2005-01-10 | 알렌 가부시키 가이샤 | Apparatus for filling resin into adjustable pad and method for adjusting rail height |
| CN2793158Y (en) * | 2005-03-04 | 2006-07-05 | 铁道科学研究院铁道建筑研究所 | Porous pipe for cement casting at transitting section of present bridge |
| CN101328714A (en) * | 2008-07-31 | 2008-12-24 | 武汉一冶建筑安装工程有限责任公司 | Method for processing structure sedimentation by pressure casting and jacking replacement |
| CN103074828A (en) * | 2013-01-24 | 2013-05-01 | 北京安通伟业铁路工务技术有限公司 | System and method for lifting sunken railway ballastless track bed by utilizing injection method |
| CN203034319U (en) * | 2013-01-24 | 2013-07-03 | 北京安通伟业铁路工务技术有限公司 | System for lifting railway ballastless track by applying injection method in the case of track bed subsidence |
| CN103334371A (en) * | 2013-07-05 | 2013-10-02 | 中南大学 | Roadbed subsidence grouting treatment structure and construction method thereof |
| KR101531358B1 (en) * | 2014-02-21 | 2015-06-24 | (주)철도안전연구소 | Settlement restoration apparatus of concrete track |
| CN104131498A (en) * | 2014-08-12 | 2014-11-05 | 中国铁道科学研究院铁道建筑研究所 | Lifting repair method for ballastless track with settled curved section |
| CN106758591A (en) * | 2017-01-09 | 2017-05-31 | 北京瑞威铁科高铁工程有限公司 | A kind of non-fragment orbit slip-casting lifting and lifting method for correcting error |
| CN107059496A (en) * | 2017-01-09 | 2017-08-18 | 北京瑞威铁科高铁工程有限公司 | A kind of track road-bridge transition section slip casting correction lifting method |
| CN206902479U (en) * | 2017-06-27 | 2018-01-19 | 中铁第四勘察设计院集团有限公司 | Ballastless track roadbed Deformation control is worn under a kind of aqueduct with repairing structure |
| CN208219326U (en) * | 2017-12-06 | 2018-12-11 | 中铁二院工程集团有限责任公司 | A kind of high-speed railway Karst Subgrade construction having warning function |
| CN108130833A (en) * | 2017-12-22 | 2018-06-08 | 中铁四院集团岩土工程有限责任公司 | The method for correcting error of sedimentation offset non-fragment orbit |
| CN110241662A (en) * | 2018-10-19 | 2019-09-17 | 北京恒祥宏业基础加固技术有限公司 | A kind of high-speed railway subgrade differential settlement reinforcing lifting leveling method |
Non-Patent Citations (2)
| Title |
|---|
| 卢春房等: "《路基工程》", 30 April 2015, 中国铁道出版社 * |
| 孙武斌等: "《土力学与地基基础》", 31 December 2016, 中国矿业大学出版社 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111593722A (en) * | 2020-05-29 | 2020-08-28 | 杭州市城市建设基础工程有限公司 | Building surface settlement repairing method |
| CN114607391A (en) * | 2022-04-08 | 2022-06-10 | 中南大学 | Pre-reinforcing construction method for unconsolidated strata of subway tunnel |
| CN116163170A (en) * | 2022-12-22 | 2023-05-26 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
| CN116163170B (en) * | 2022-12-22 | 2023-08-22 | 浙江大学 | Polyurethane grouting repairing method for ballastless track slurry-casting mud-bleeding disease |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110725168A (en) | Ballastless track settlement correction integral lifting method utilizing series pipeline grouting technology | |
| CN101126319B (en) | Shield tunnel lateral cross-over pile base construction method | |
| CN104594348B (en) | Enlarged footing bellows anchor pole and construction method thereof | |
| CN100501124C (en) | Construction method for tunnel contact passage in shield section of underground railway | |
| CN104131498B (en) | A kind of for curved section sedimentation non-fragment orbit lifting restorative procedure | |
| CN105951612B (en) | Stake head bug repairing and reinforcement structure and its construction method under active service bridge water | |
| CN113802424B (en) | Sedimentation bag type grouting lifting repair method for ballastless track of high-speed railway | |
| CN108385455A (en) | A kind of board-like Construction of Ballastless Track maintenance activity method of cast-in-place railway roadbed | |
| CN104453946A (en) | Advanced reinforcing construction method for building tunnel in soft surrounding rock | |
| CN113235340B (en) | Method for treating bump at bridge head by expanding and jacking transverse lead hole | |
| CN108642975B (en) | Method for lifting settlement damaged railway roadbed | |
| CN110700853A (en) | Shallow soil covering shield tunnel reinforcing method based on weak stratum | |
| CN106894428A (en) | A kind of multi layer waterproof method for blocking of mass raft foundation dewatering well | |
| CN107882040A (en) | A kind of construction method of foundation ditch prestress anchorage cable | |
| CN110644539B (en) | Active seepage-proofing control method for subway station structure seepage diseases and underground seepage-proofing body | |
| CN110453678B (en) | Method for treating loess highway subgrade settlement by high-pressure jet grouting pile double-pipe method | |
| CN110206071A (en) | A kind of diaphram wall seam reinforcement means and device | |
| CN216892566U (en) | Underground utility tunnel movement joint leak stoppage structure | |
| CN204023527U (en) | A kind of reinforcement leakage preventing structure of pressure diversion tunnel | |
| CN105133719B (en) | The dislocation of a kind of quick improvement rain pipe is leaked sand, is gushed the construction method of sand | |
| CN113914378A (en) | Method suitable for preventing water leakage during post-opening pile pressing hole pile sealing | |
| CN112176781A (en) | Method for controlling subgrade settlement of high-speed rail operation | |
| CN112663646A (en) | Stable in-situ reinforcing method for grouting control | |
| CN105220582A (en) | Based on Disease Treatment method at the bottom of the solid concrete roabed of combined support and slip casting template and tunnel | |
| CN115162084B (en) | Method for preventing bridge head from jumping by differential settlement self-compensation of transition section of newly-built highway bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |