CN114808576B - Lifting method for ballastless track structure of end beam under operation high-speed rail - Google Patents
Lifting method for ballastless track structure of end beam under operation high-speed rail Download PDFInfo
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- CN114808576B CN114808576B CN202210488841.6A CN202210488841A CN114808576B CN 114808576 B CN114808576 B CN 114808576B CN 202210488841 A CN202210488841 A CN 202210488841A CN 114808576 B CN114808576 B CN 114808576B
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- end beam
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B37/00—Making, maintaining, renewing, or taking-up the ballastway or the track, not provided for in a single one of groups E01B27/00 - E01B35/00
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B35/00—Applications of measuring apparatus or devices for track-building purposes
Abstract
The invention provides a lifting method of an end beam ballastless track structure under an operating high-speed rail, which relates to the technical field of railway ballastless track structure repair and comprises the following steps: determining the lifting range and the target lifting amount of the ballastless track with the end beam; arranging a plurality of grouting lifting holes on the ballastless track of the front and rear sections adjacent to the end beam, wherein the ballastless track is right above the end beam of the ballastless track with the end beam; simultaneously injecting grouting materials into each grouting lifting hole of the end beam region, and lifting the ballastless track containing the end beam; and after the grouting material is lifted to the target lifting amount, encrypting the grouting lifting holes, and injecting the grouting material with high fluidity and low expansibility to finish filling. According to the invention, by arranging the grouting lifting holes, the lifting of the lower end-beam ballastless track structure with larger lifting resistance is realized, the problems of high lifting difficulty and poor precision control of the special track structure of the lower end-beam ballastless track are solved, the stability of the track structure after lifting can be ensured, and the subsequent maintainability of sedimentation is reserved.
Description
Technical Field
The invention belongs to the technical field of railway ballastless track structure repair, and particularly relates to a method for lifting an end beam ballastless track structure under an operating high-speed rail.
Background
In recent years, the high-speed railways in China develop rapidly, the operating mileage breaks through 4 ten thousand kilometers, and the passenger traffic pressure in China is greatly relieved. In China, the high-speed railway mainly lays a ballastless track structure, and the ballastless track ensures high-speed, stable and safe running of the train with good integrity and smoothness, thereby meeting the requirements of people on rapidness and comfort in transportation and traveling. However, the integrity of the ballastless track structure also limits the repairability of the line ride, i.e., the line ride can only be repaired within the allowable and adjustable range of the fastener system.
Due to complicated geological conditions, regional uneven settlement and other reasons, ballastless tracks on the roadbed section of the individual operation line have larger settlement, the adjustable range of the fastener system is greatly exceeded, the geometric state of the track is more difficult to repair, and the train has to run at a limited speed, so that the high-speed, safe and comfortable operation of the train is directly influenced.
The lower part of the ballastless track structure with the end beam is of a reinforced concrete structure, the reinforced concrete structure penetrates into a road base layer 1m, has the width of 0.8m along the line direction, is parallel and level with a supporting layer in the direction perpendicular to the line direction and is connected with a ballast bed plate into a whole, as shown in fig. 6, the end beam structure is generally provided with a turnout area and a transition area of a conventional ballastless track structure, plays a role in anchoring limit, and has stronger integrity and stability. Compared with the conventional double-block ballastless track structure, the ballastless track structure with the end beams at the lower part has the characteristics of high structural rigidity, high integrity and high restraint resistance.
Therefore, how to lift the settled ballastless track structure of the lower end beam without damaging the ballastless track structure has important significance.
Disclosure of Invention
Aiming at the problems, the invention provides a lifting method for operating the ballastless track structure of the lower end beam of the high-speed rail, which is characterized in that grouting lifting holes are distributed, the grouting lifting holes are bilaterally symmetrical and have reasonable hole spacing, and lifting resultant force is formed among the lifting holes, so that the lifting of the ballastless track structure of the lower end beam with high lifting resistance is realized.
In order to achieve the purpose, the invention discloses a method for lifting an operation high-speed rail ballastless track structure with an end beam, which comprises the following steps:
determining the lifting range and the target lifting amount of the ballastless track with the end beam;
arranging a plurality of grouting lifting holes on the ballastless track of the front and rear sections adjacent to the end beam, wherein the ballastless track is arranged right above the end beam of the ballastless track with the end beam;
injecting grouting materials into each grouting lifting hole, and controlling lifting force of each point according to grouting quantity or expansion force development difference of the grouting materials to lift the ballastless track with the end beam;
and after the grouting lifting holes are lifted to the target lifting amount, encrypting the grouting lifting holes, and injecting a high-fluidity low-expansibility grouting material to finish filling.
As a further improvement of the invention, a leveling instrument and a rail inspection trolley are adopted to detect the sedimentation line shape of the ballastless track of the lower end beam, and the lifting range and the target lifting amount are determined.
As a further improvement of the invention, a lifting resistance is calculated, and the grouting material with expansion force capable of overcoming the lifting resistance is prepared according to the lifting resistance, the position of the grouting lifting hole and the lifting range.
As a further improvement of the invention, a five-point hole distribution method is adopted, three grouting lifting holes are uniformly formed in the direction right above the end beam and perpendicular to the extending direction of the rail, and two grouting lifting holes are respectively formed at the armpit feet on two sides, so that five grouting lifting holes with symmetrical parallelogram angular points and central points are obtained.
As a further improvement of the invention, the grouting lifting holes right above the end beams penetrate through the bottom of the end beams by more than 1cm, and the grouting lifting holes at the armpit feet penetrate through the bottom of the ballastless track supporting layer by more than 1 cm.
According to the invention, as a further improvement, the lifting resistance required by the ballastless track with the end beam is calculated in advance, and grouting materials with corresponding expansion forces are prepared according to the lifting resistance, the arrangement positions of grouting lifting holes and the lifting range, so that the lifting resistance is overcome.
As a further improvement of the invention, in the grouting process of grouting the grouting lifting holes on the ballastless track of the lower end beam, the grouting flow rate is controlled so that the tensile strain of the concrete caused by the difference between the expansion force formed by the grouting materials of the grouting lifting holes right above the ballastless track of the lower end beam and the expansion force formed by the grouting materials in the grouting lifting holes of the armpits at two sides does not exceed the ultimate tensile strain of the concrete.
As a further improvement of the invention, a plurality of strain gauges are uniformly distributed on the ballastless track supporting layer, the ballastless track bed board and the armpit feet at the two sides in the lifting range;
in the grouting process, the strain gauge is used for monitoring the concrete tensile strain of different parts on the ballastless track of the lower end beam, and the grouting flow and the single-point lifting height are adjusted.
As a further improvement of the invention, in the lifting process of the ballastless track with the end beam, the following steps are adopted:
if the tensile strain detected by all the strain gauges does not exceed the ultimate tensile strain of the concrete, grouting materials can be continuously injected to lift the ballastless track of the lower end beam;
and stopping injecting grouting materials into the grouting lifting holes adjacent to the strain gauge when the tensile strain detected by any strain gauge reaches the ultimate tensile strain of the concrete, and injecting grouting materials into the grouting lifting holes of the ballastless track of the adjacent front and rear sections of the ballastless track of the end beam, so that the stress is redistributed until the detected tensile strain of all the strain gauges does not exceed the ultimate tensile strain of the concrete.
As a further improvement of the invention, when the grouting lifting holes are encrypted, the distance between the grouting lifting holes is not more than 2 meters, grouting materials with high fluidity and expansion rate within 100% and solidification time within 40s are adopted for filling, and the bonding between the bottom surface of the ballastless track and the graded broken stone layer of the surface layer of the foundation bed after lifting is recovered.
Compared with the prior art, the invention has the beneficial effects that:
according to the invention, by arranging the grouting lifting holes, the lifting of the lower end-beam ballastless track structure with larger lifting resistance is realized, the problems of high lifting difficulty and poor precision control of the special track structure of the lower end-beam ballastless track are solved, the stability of the track structure after lifting can be ensured, and the subsequent maintainability of sedimentation is reserved.
According to the invention, grouting lifting holes are distributed by adopting a five-point hole distribution method with parallelogram angular points and central points which are symmetrically arranged at a reasonable distance from left to right, so that a stable lifting unit is formed, five points are simultaneously grouting lifted, and grouting flow at the armpit of the end beam is controlled, so that the condition of stress concentration at the armpit of the end beam is prevented from damaging a ballastless track, and meanwhile, lifting resultant force is formed among the five lifting points, so that the integral lifting of the lower end beam ballastless track structure with larger lifting resistance is better realized, the smoothness of the track structure after lifting is ensured, and the lifting precision and stability are improved.
According to the invention, lifting resistance is calculated aiming at the ballastless track structure of the end beam, grouting materials with specific expansion force which are suitable for the lifting resistance are selected by combining grouting lifting hole arrangement and grouting expansion range, and the problems that the lifting force formed by the grouting material expansion reaction in the prior art is uncontrollable, and the lifting precision of the ballastless track with larger lifting resistance and lower end content is poor are solved.
According to the invention, strain testing is carried out by adopting the strain gauge, whether the tensile strain generated in the lifting process of the part without cracks before lifting exceeds the ultimate tensile strain of the concrete is detected, if so, grouting of the hole site is stopped, and the hole is lifted after the temporary hole is lifted until the temporary hole is lifted in place, so that the problem of concrete cracking when the ballastless track with the end beam is lifted is solved.
Drawings
FIG. 1 is a flow chart of a method for lifting an end beam ballastless track structure under an operating high-speed rail according to an embodiment of the invention;
fig. 2 is a schematic plan view of a five-point hole distribution method for arranging grouting lifting holes at parallelogram angular points and center points according to an embodiment of the present invention;
fig. 3 is a schematic diagram of a cross-sectional structure of a grouting lifting hole laid by a five-point hole distribution method of parallelogram angular points and center points according to an embodiment of the present invention;
FIG. 4 is a schematic diagram showing expansion development of a ballastless track structure using a grouting material with a specific expansion force according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of grouting sequence of grouting lifting holes of a ballastless track structure with an end beam according to an embodiment of the invention;
fig. 6 is a schematic diagram of a ballastless track with end beams according to an embodiment of the present invention.
Reference numerals illustrate:
in the figure: 1. a steel rail; 2. a fastener; 3. sleeper; 4. a road bed board; 5. a support layer; 6. an end beam; 7. grading crushed stone; 8. a, B group of fillers; 9. grouting lifting holes; 10. strain gage.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention is described in further detail below with reference to the attached drawing figures:
as shown in fig. 1 to 5, the method for lifting the ballastless track structure of the lower end beam of the operation high-speed rail disclosed by the invention comprises the following steps:
s1, determining a lifting range and a target lifting amount of a ballastless track of a lower end beam 6;
wherein, the liquid crystal display device comprises a liquid crystal display device,
detecting the sedimentation line shape of the ballastless track of the lower end beam 6 by adopting a level gauge and a rail detection trolley, and determining the lifting range and the target lifting amount;
further, the method comprises the steps of,
a plurality of strain gauges 10 are uniformly distributed at the ballastless track supporting layer 5, the ballast bed plate 4 and the armpit feet at the two sides of the ballastless track within the lifting range;
calculating lifting resistance in advance, and preparing grouting materials with expansion force capable of overcoming the lifting resistance according to the lifting resistance, the position of the grouting lifting hole 9 and the lifting range;
such as: for the double-block ballastless track structure with the end beam 6, when grouting lifting is carried out, the resistance to be overcome mainly consists of the gravity formed by the end beam 6 and the adjacent front and rear ballastless tracks, the friction resistance between the end beam 6 and graded broken stone 7 or A, B group of fillers 8 or the gravity for integrally lifting the graded broken stone 7 in a certain range on both sides of the end beam 6, and the like, so that the resistance to be overcome for lifting the end beam 6 is calculated to be about 1700kN, and the five-point hole distribution method and the grouting expansion range of the parallelogram corner points and the center points are combined, so that grouting materials capable of overcoming the expansion force of the lifting resistance can be formed by corresponding preparation, and the ballastless track with the end beam 6 is lifted. According to the test of a real ruler structure, when grouting and lifting of the ballastless track, in about 20 seconds (the surface drying time of expansion reaction of polyurethane grouting materials), a round shape with an effective lifting area of approximately 0.4m radius can be formed, the formed expansion lifting area is approximately 0.5024m2, the design expansion force of the grouting materials required by lifting the ballastless track structure of the end beam 6 is calculated to be at least 0.7MPa, polyurethane materials with corresponding formulas are configured according to the design expansion force, and fig. 4 is a typical expansion force development schematic diagram when grouting materials with specific expansion force are adopted for the ballastless track structure of the end beam 6.
S2, arranging a plurality of grouting lifting holes 9 on the axillary feet at the two sides of the right upper part of the ballastless track with the end beam 6;
wherein, the liquid crystal display device comprises a liquid crystal display device,
as shown in fig. 2, a five-point hole distribution method is adopted, three grouting lifting holes 9 are uniformly formed in the extending direction of the vertical rail right above the end beam 6, and one grouting lifting hole 9 is respectively formed at the armpit feet on two sides, so that five grouting lifting holes 9 of the left-right symmetrical parallelogram angular points and the center point are obtained.
Further, the method comprises the steps of,
as shown in fig. 3, the ballastless track structure with the lower end beam 6 comprises a steel rail 1, a fastener 2, a sleeper 3, a track bed plate 4, a supporting layer 5, the end beam 6, graded broken stone 7, A, B groups of fillers 8 and grouting lifting holes 9; drilling operation is carried out at each selected position, grouting lifting holes 9 right above the end beam 6 penetrate through the bottom of the end beam 6 by more than 1cm, grouting lifting holes 9 at axillary feet penetrate through the bottom of the ballastless track supporting layer by more than 1cm, grouting pipes are installed for each grouting lifting hole 9, and strain gauges 10 are installed at corresponding positions.
S3, injecting grouting materials into the grouting lifting holes 9 at five points at the same time, and controlling lifting force of each point according to grouting quantity or expansion force development difference of the grouting materials to lift the ballastless track with the end beam 6;
wherein, the liquid crystal display device comprises a liquid crystal display device,
firstly, debugging grouting equipment and testing grouting material performance;
grouting materials are injected into grouting lifting holes 9 of the ballastless track with the end beam 6 and grouting lifting holes 9 of the ballastless track with the adjacent front section and the rear section through grouting pipes simultaneously; meanwhile, in the grouting process, the strain gauge 10 is used for monitoring the tensile strain of concrete at different positions on the ballastless track of the lower end beam 6, and the grouting flow and the single-point lifting height are adjusted.
Further, the method comprises the steps of,
(1) Grouting is carried out on grouting lifting holes 9 on the ballastless track of the lower end beam 6 at the same time, grouting flow is controlled in the process of grouting material injection, and concrete tensile strain caused by difference between expansion force formed by grouting materials of the grouting lifting holes 9 right above the ballastless track of the lower end beam 6 and expansion force formed by grouting materials in the grouting lifting holes 9 of the armpits at two sides does not exceed concrete limit tensile strain.
(2) The grouting flow and the single-point lifting height are adjusted, and the method specifically comprises the following steps:
if the tensile strain detected by all the strain gauges 10 does not exceed the ultimate tensile strain of the concrete, grouting materials can be continuously injected to lift the ballastless track with the end beam 6;
and stopping injecting grouting materials into the grouting lifting holes 9 adjacent to the strain sheet 10 when the tensile strain detected by any strain sheet 10 reaches the ultimate tensile strain of the concrete, and injecting grouting materials into the grouting lifting holes 9 of the ballastless track of the adjacent front and rear sections of the ballastless track of the end beam 6, so that the stress is redistributed to the detected tensile strain of all the strain sheets 10 and the ultimate tensile strain of the concrete is not exceeded.
And S4, after the grouting lifting holes 9 are lifted to the target lifting amount, filling the grouting material with high fluidity and low expansibility.
Wherein, the liquid crystal display device comprises a liquid crystal display device,
when the grouting lifting holes 9 are encrypted, the distance between the grouting lifting holes 9 is not more than 2 meters, grouting materials with high fluidity and expansion rate within 100% and solidification time within 40s are adopted for filling, and the bonding between the bottom surface of the ballastless track and the graded broken stone 7 layer of the surface layer of the foundation bed after lifting is recovered.
S5, retesting the ballastless track line of the lower end beam 6, judging the maintenance target lifting amount, if yes, plugging the grouting lifting hole 9, and cleaning the track bed board 4; otherwise, the grouting lifting is continued in the circulation S3-S5.
S6, the ballastless track containing the end beam 6 again subsides, and the ballastless track is lifted according to the process.
Examples:
after the operation of a certain high-speed railway is carried out, the ballastless track of the lower end beam 6 and the ballastless tracks at the front and the rear of the lower end beam are caused to generate larger uneven settlement due to complex geological reasons, the maximum settlement is 60mm, the adjustment range of a fastener 2 system is exceeded, and the track smoothness is affected. The technology is adopted to lift and repair the non-uniformly settled ballastless track so as to recover the track smoothness. The flow is shown in fig. 1, and the specific implementation cases are as follows:
(1) Determining lifting range and lifting amount of ballastless track with end beam 6, and arranging strain gauge 10
Detecting the sedimentation line shape by using a level gauge, a rail inspection trolley and the like, determining the lifting range and the lifting amount, and arranging strain gauges 10 with a ballastless track supporting layer 5 and a ballastless track bed board 4 at intervals of not more than 2 meters; the strain gauge 10 is arranged at the armpit feet of the end beam 6 at intervals of not more than 0.5 meter.
(2) Grouting lifting holes 9 are distributed according to a five-point hole distribution method of parallelogram angular points and central points which are symmetrical left and right and have certain hole spacing
For the ballastless track section with the end beam 6, grouting lifting holes 9 are arranged according to a five-point hole distribution method of parallelogram angular points and center points which are bilaterally symmetrical and have a certain hole spacing, and are specifically arranged at 3 grouting lifting holes 9 right above the end beam 6 and 1 grouting lifting hole 9 at each of armpit feet at two sides of the end beam 6, wherein 5 grouting lifting holes 9 are formed in total, as shown in fig. 2; wherein 3 grouting lifting holes 9 just above the end beam 6 need to penetrate more than 1cm of the bottom of the end beam, 2 grouting lifting holes 9 at the armpit feet need to penetrate more than 1cm of the bottom of the ballastless track, and the hole distribution schematic diagram is shown in figure 2.
(3) According to the resistance analysis of the lifting end beam 6, selecting a specific expansion lifting force grouting material suitable for the resistance analysis to lift the ballastless track containing the end beam 6
For the double-block ballastless track structure with the end beam 6, when grouting lifting is carried out, the resistance to be overcome mainly consists of the gravity formed by the end beam 6 and the front ballastless track and the rear ballastless track at the upper part of the end beam, the friction resistance between the end beam 6 and graded broken stone 7 or A, B group of fillers 8 or the gravity for integrally lifting the graded broken stone 7 in a certain range on both sides of the end beam 6, and the like, so that the resistance to be overcome for lifting the end beam 6 is calculated to be about 1700kN, and the five-point hole distribution method and the grouting expansion range of the parallelogram corner points and the center point are combined, and the grouting material capable of overcoming the expansion force of the lifting resistance can be correspondingly prepared to lift the ballastless track structure with the end beam 6. Proved by a real ruler structure test, when the ballastless track grouting is lifted, a round shape with the effective lifting area being approximately 0.4m radius can be formed within about 20s (the surface drying time of the expansion reaction of the polyurethane grouting material), and the expansion lifting area formed by the round shape is approximately 0.5024m 2 The design expansion force of the grouting material required by the ballastless track structure of the end beam 6 under lifting calculated by the method is at least 0.7MPa, polyurethane materials with corresponding formulas are configured according to the design expansion force, and fig. 4 is a schematic diagram of expansion force development of the grouting material with specific expansion force for a typical ballastless track structure of the end beam 6 under lifting.
(4) Fig. 5 is a grouting illustration of grouting lifting holes 9 of the ballastless track structure of the lower end beam 6.
As shown in fig. 5, T1, T2, T3, T4, T5, T6, T7 are grouting lifting holes 9; when grouting and lifting, firstly, the structure of the end beam 6 is simultaneously grouting and lifting according to five points of the parallelogram angular points and the center point, after the end beam 6 is lifted to a certain height, ballastless tracks of a certain section in front of and behind the end beam 6 are lifted, and the grouting sequence can be T1+T2+T3+T4+T5- & gt6- & gt7, T1+T2+T3+T4+T5- & gt7- & T6. From the shadow display part of the hole distribution diagram, it can be seen that a stable lifting unit is formed by T1+T2+T3+T4+T5, but the flow is controlled in the process of injecting grouting materials, so that the expansion force formed by the grouting materials of the grouting lifting holes 9 right above the ballastless track of the end beam 6 and the expansion force difference formed by the grouting materials in the grouting lifting holes 9 of the armpits and feet at two sides can not exceed the ultimate tensile strain of concrete, thereby realizing the integral lifting of the ballastless track structure at the end beam 6, ensuring the stability of the structure and laying the foundation for ensuring smoothness after the lifting of the track structure.
(5) During lifting, the tensile strain conditions of concrete at different parts of the ballastless track with the end beam 6 are monitored, and grouting flow and single-point lifting height are adjusted accordingly, so that the ballastless track is free from cracking and damage.
In the lifting process of the ballastless track with the end beam 6, along with the lifting of the track structure, the internal stress of the track structure changes, and when the stress of the track structure reaches a certain limit, the track structure is likely to crack, so that the service function of the track structure is affected. Therefore, in the process of grouting and lifting the ballastless track of the lower end beam 6, monitoring the stress strain of the ballastless track structure so as to test the influence of lifting on the ballastless track structure of the lower end beam 6; when grouting lifting is carried out, when the tensile strain generated by the monitored ballastless track of the lower end-contained beam 6 does not exceed the ultimate tensile strain of the concrete, the grouting lifting hole 9 can be continuously lifted to a target; when the tensile strain generated by the monitored ballastless track of the lower end beam 6 reaches the ultimate tensile strain of the concrete, stopping grouting lifting through the grouting lifting holes 9 adjacent to the measuring point, and grouting lifting through the grouting lifting holes 9 of the common ballastless track in the section adjacent to the measuring point until the tensile stress generated by each point after stress redistribution does not exceed the ultimate tensile strain of the concrete. Repeating the operation until the ballastless track line shape of the lower end beam 6 reaches the lifting target.
(6) After the grouting material is lifted to the target line shape, the encrypted grouting lifting holes 9 are filled with the grouting material with high fluidity and low expansibility.
After the lifting to the target line shape is confirmed, the grouting lifting holes 9 are encrypted, so that the distance between the grouting lifting holes 9 is not more than 2m, as shown in fig. 6; grouting materials with high fluidity and expansion rate within 100% and curing time within 40s are adopted for filling, so that the bonding between the bottom surface of the lifted ballastless track and the graded broken stone 7 layer of the surface layer of the foundation bed is recovered.
(7) When the circuit foundation is settled again, the circuit foundation is lifted according to the process
And when the lower soft soil foundation and the lower foundation of the line, which are caused by complex reasons such as construction of the nearby existing line, continue to subside unevenly and cause the problem of harshness of the ballastless turnout, lifting and repairing are still carried out according to the process.
The invention has the advantages that:
(1) Through laying slip casting lifting hole, realize the lifting to the great lower ballastless track structure of end beam that contains of lifting resistance, solve this special track structure lifting degree of difficulty of lower ballastless track of end beam big, the poor difficult problem of precision control, can also guarantee the stability of track structure after the lifting to remain the maintainability once more of follow-up subsidence.
(2) The grouting lifting holes are distributed by adopting a five-point hole distribution method with reasonably-spaced parallelogram angular points and central points in bilateral symmetry, so that a stable lifting unit is formed, an end beam structure is simultaneously lifted by grouting according to the five points of the parallelogram angular points and the central points, the flow is controlled in the grouting material injection process, the expansion force formed by grouting materials of the grouting lifting holes right above the end beam ballastless track is enabled to be equal to the concrete limit tensile strain caused by the difference between the expansion force formed by grouting materials in the grouting lifting holes of the armpits at two sides, the ballastless track is prevented from being damaged due to the stress concentration condition during lifting, meanwhile, lifting resultant force is formed among the five lifting points, the overall lifting of the lower end beam ballastless track structure with larger lifting resistance is better realized, the smoothness after the lifting of the track structure is ensured, and the lifting precision and stability are improved.
(3) Lifting resistance is calculated aiming at a ballastless track structure with an end beam, grouting material with specific expansion force which is suitable for the lifting resistance is selected by combining grouting lifting hole arrangement and grouting expansion range, and the problems that lifting force formed by grouting material expansion reaction is uncontrollable and lifting precision of the ballastless track with larger lifting resistance and lower end content is poor in the prior art are solved.
(4) The strain gauge is adopted to carry out strain test, whether the tensile strain generated in the lifting process of the part without cracks before lifting exceeds the ultimate tensile strain of concrete is detected, if so, grouting of the hole site is stopped, the hole is lifted after the temporary hole is lifted until the temporary hole is lifted in place, and the problem of concrete cracking when the end beam ballastless track structure is lifted is solved.
(5) Through the arrangement of lifting hole sites and the arrangement of grouting lifting hole grouting sequence, the problems of coordination and matching among grouting lifting holes, a ballastless track structure with end beams and the whole of the front and rear common ballastless tracks are solved.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. The method for lifting the ballastless track structure of the end beam under the operation high-speed rail is characterized by comprising the following steps of:
determining the lifting range and the target lifting amount of the ballastless track with the end beam;
arranging a plurality of grouting lifting holes on the ballastless track of the front and rear sections adjacent to the end beam, wherein three grouting lifting holes are uniformly formed in the extending direction of the vertical track right above the end beam by adopting a five-point hole distribution method, and one grouting lifting hole is respectively formed at each of the armpit feet on two sides, so as to obtain five grouting lifting holes at the corner points and the center points of a parallelogram which are bilaterally symmetrical;
injecting grouting materials into each grouting lifting hole, and controlling lifting force of each point according to grouting quantity or expansion force development difference of the grouting materials to lift the ballastless track with the end beam;
and after the grouting lifting holes are lifted to the target lifting amount, encrypting the grouting lifting holes, and injecting a high-fluidity low-expansibility grouting material to finish filling.
2. The method according to claim 1, characterized in that: and detecting the sedimentation linearity of the ballastless track of the lower end beam by adopting a level gauge and a rail detection trolley, and determining the lifting range and the target lifting amount.
3. The method according to claim 1, characterized in that: and calculating lifting resistance, and preparing the grouting material with expansion force capable of overcoming the lifting resistance according to the lifting resistance, the position of the grouting lifting hole and the lifting range.
4. The method according to claim 1, characterized in that: the grouting lifting holes right above the end beams penetrate through the bottom of the end beams by more than 1cm, and the grouting lifting holes at the armpit feet penetrate through the bottom of the ballastless track supporting layer by more than 1 cm.
5. The method according to claim 1, characterized in that: and calculating lifting resistance required by the ballastless track with the end beam in advance, preparing grouting materials with corresponding expansion force according to the lifting resistance, the arrangement positions of grouting lifting holes and the lifting range, and overcoming the lifting resistance.
6. The method according to claim 1, characterized in that: in the grouting process of grouting lifting holes on the ballastless track of the lower end beam, grouting flow rate is controlled, so that concrete tensile strain caused by difference between expansion force formed by grouting materials of the grouting lifting holes right above the ballastless track of the lower end beam and expansion force formed by grouting materials in the grouting lifting holes of the armpits at two sides does not exceed concrete limit tensile strain.
7. The method according to claim 1, characterized in that: a plurality of strain gauges are uniformly distributed at the ballastless track supporting layer, the ballastless track bed board and the armpit feet at the two sides in the lifting range;
in the grouting process, the strain gauge is used for monitoring the concrete tensile strain of different parts on the ballastless track of the lower end beam, and the grouting flow and the single-point lifting height are adjusted.
8. The method according to claim 7, wherein: in the lifting process of the ballastless track with the end beam:
if the tensile strain detected by all the strain gauges does not exceed the ultimate tensile strain of the concrete, grouting materials can be continuously injected to lift the ballastless track of the lower end beam;
and stopping injecting grouting materials into the grouting lifting holes adjacent to the strain gauge when the tensile strain detected by any strain gauge reaches the ultimate tensile strain of the concrete, and injecting grouting materials into the grouting lifting holes of the ballastless track of the adjacent front and rear sections of the ballastless track of the end beam, so that the stress is redistributed until the detected tensile strain of all the strain gauges does not exceed the ultimate tensile strain of the concrete.
9. The method according to claim 1, characterized in that: when the grouting lifting holes are encrypted, the distance between the grouting lifting holes is not more than 2 meters, grouting materials with high fluidity and expansion rate within 100% and curing time within 40 seconds are adopted for filling, and the bonding between the bottom surface of the ballastless track and the graded broken stone layer on the surface layer of the foundation bed after lifting is recovered.
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