CN113718558A - Reinforcing method for rear anchoring structure of longitudinal connecting plate type ballastless track platform - Google Patents
Reinforcing method for rear anchoring structure of longitudinal connecting plate type ballastless track platform Download PDFInfo
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- CN113718558A CN113718558A CN202111087332.4A CN202111087332A CN113718558A CN 113718558 A CN113718558 A CN 113718558A CN 202111087332 A CN202111087332 A CN 202111087332A CN 113718558 A CN113718558 A CN 113718558A
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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
- E01B1/00—Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
- E01B1/002—Ballastless track, e.g. concrete slab trackway, or with asphalt layers
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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
- E01B1/00—Ballastway; Other means for supporting the sleepers or the track; Drainage of the ballastway
- E01B1/002—Ballastless track, e.g. concrete slab trackway, or with asphalt layers
- E01B1/007—Ballastless track, e.g. concrete slab trackway, or with asphalt layers with interlocking means to withstand horizontal forces
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The invention discloses a method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform. The method adopts a casing pipe grouting reinforcement process aiming at the problems of void below a friction plate and soil body loosening, and the process comprises the following steps: punching, filling a grouting pipe and grouting; the method adopts a pipe withdrawing sleeve valve pipe grouting reinforcement process aiming at the problems of end puncture peripheral void and soil body loosening, and the process comprises the following steps: drilling, inserting grouting pipes, grouting, pipe lifting and circulating grouting. The two processes are combined in the method, so that the stability of the post-platform anchoring structure can be effectively recovered, and the service performance of the longitudinal connecting plate type ballastless track is improved; the method has the advantages of mature related process, small engineering quantity and quick construction, and can be implemented in the skylight time of a business line.
Description
Technical Field
The invention relates to the technical field of ballastless tracks, in particular to a method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform.
Background
With the rapid development of high-speed railways in China, ballastless track structures are widely applied. The high-iron-plate type ballastless track in China is divided into two structural types of unit and longitudinal connection, and compared with other ballastless tracks, the longitudinal-connection-plate type ballastless track is mainly characterized in that track plates of a roadbed section and bases of a bridge section are longitudinally and continuously paved with track plates, and the track plates are longitudinally connected by adopting finish-rolled threaded steel bars and poured with micro-expansion concrete. The longitudinal additional force of the longitudinal connecting plate type ballastless track under the coupling action of multiple factors such as temperature change, train braking load, lower foundation deformation and the like is determined to be obviously increased compared with other ballastless tracks by the structural characteristics of the track.
Under the combined action of loads such as temperature force, braking force and the like, the longitudinal connecting plate type ballastless track can generate obvious longitudinal force in the structure, so that displacement is generated. An anchoring system consisting of friction plates and end thorn structures is arranged at two ends of a bridge of the long and large bridge longitudinal connecting plate type ballastless track of the high-speed railway, the longitudinal displacement of the end thorn structures in the anchoring system behind the control platform is strictly controlled, and the continuous laying of the base plate and the track plate cross beam joints can be realized.
With the extension of the service time of the longitudinal connecting plate type ballastless track, the situation that the acting force between an anchoring system and a roadbed soil body after an individual platform is not enough to balance the longitudinal force caused by the load action such as temperature force, braking force and the like can occur, under the influence of the force transmission of an anchoring structural system, end stabs, gaps and seams between friction plates and roadbed fillers are caused, the stability of the track structure and the smoothness of lines are influenced, and great threat is brought to the safe operation of a high-speed train.
As an important structural system for ensuring the stability and smoothness of the ballastless track, the longitudinal connecting plate type ballastless track anchoring structure needs to be deeply researched for the deformation control technology at present.
In patent documents CN 104452502a, "a construction method for treating horizontal deformation diseases of end spines of ballastless tracks" and "research on horizontal displacement disease treatment schemes of end spines of ballastless tracks (journal of railway engineering, 2017,34 (10))", the golden haiyuan and the like both disclose a method for treating horizontal deformation diseases of end spines of ballastless tracks, wherein the method comprises the steps of drilling grouting holes on roadbed surfaces at two sides of small end spines and large end spines between the outer sides of two tracks after arrangement of observation points, then installing seamless sleeve valve pipes, and finally grouting casing materials to seal holes; the method aims to realize the treatment of the horizontal deformation disease of the end thorn of the ballastless track by reinforcing the roadbed soil body by adopting a grouting reinforcement technology. In patent document CN 204325834U, "a soil nail group anchor structure for remedying horizontal deformation damage of an end thorn of a ballastless track", jinhaiyuan and the like, it is disclosed that a seamless lining valve steel pipe left in a grouting hole after grouting reinforcement and a grouting body are mutually matched to form a soil nail group anchor structure, and the structure can play a role in remedying horizontal deformation damage of an end thorn of a ballastless track. However, the above method solves the problem that the subgrade soil is insufficient in strength, and does not solve the problem of void.
Liu contest et al in patent document CN 111535078A "an end thorn district reinforced structure and construction method" discloses an end thorn district reinforced structure and construction method, and the method adopts shield excavation roadbed soil body is carried out below a main end thorn and a reinforced concrete structure is newly poured and the original main end thorn is connected through a strengthening rib, so that the original n-shaped end thorn is changed into an inverted T-shaped end thorn, the effect of enhancing the anchoring capability of the main end thorn is achieved, and the purpose of reinforcing the post-platform anchoring structure is further achieved. Liu contest et al also discloses an end thorn anchoring force enhancing structure and a construction method of a ballastless track in a patent document CN 111535079A 'an end thorn anchoring force enhancing structure and a construction method', and the elevation of the track and the central line of the track are measured and monitored; shield unearthing is carried out at the bottom of the main end thorn of the n-shaped end thorn; grouting holes are formed in the two sides and the bottom of the wall of the shield structure, and slurry is injected into the roadbed AB group filler through a perforated pipe or a sleeve valve pipe to form the shield structure with peripheral dendritic reinforcement; vertically punching a hole upwards in the top of the pipe wall of the shield structure to the main end thorn, injecting an adhesive into the hole and planting a rib, and connecting the shield structure and the main end thorn; and pouring lightweight aggregate concrete into the cavity of the shield structure to firmly integrate the reinforced shield structure with the existing end thorn to form an enhanced end thorn structure. However, these two methods have problems: firstly, the original structure is changed seriously, and the influence of pulling and moving the whole body exists in the post-platform anchoring system with extremely complex stress condition; secondly, the position of the anchoring structure behind the high-speed railway platform of the operation line is generally a high-fill roadbed, and the transverse shield construction is carried out in the roadbed of the section in consideration of the upper operation line and the construction working condition.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform, aiming at solving the problems that a foundation bed soil body is gradually loosened and is separated under a friction plate and around an end thorn due to the fact that the friction plate and the end thorn continuously rub and extrude the foundation bed soil body contacted with the friction plate and the end thorn under the load action of long-term temperature force, braking force and the like of the rear anchoring structure of the platform, and providing a comprehensive disease treatment method for reinforcing the separation between a filling anchoring structure and the foundation bed soil body by static pressure grouting and compacting and permeating the loose foundation bed soil body.
The invention discloses a method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform, wherein the anchoring structure comprises a friction plate and end thorns, and the method comprises the following steps: a friction plate lower reinforcing method and an end thorn periphery reinforcing method;
the method for reinforcing the lower part of the friction plate adopts a static pressure grouting reinforcing process of a sleeve pipe, and the process comprises the following steps: grouting holes, installing grouting pipes, grouting, and forming filling slurry, compaction slurry and penetrating slurry in loose soil below the friction plate and in the loose soil below the friction plate;
the end thorn periphery reinforcing method adopts a static pressure grouting reinforcing process of a pipe withdrawing sleeve valve pipe, and the process comprises the following steps: grouting holes, inserting grouting pipes, grouting, lifting pipes, performing circulating grouting, and forming filling slurry, compaction slurry and penetrating slurry in the side surfaces and the bottom of the end thorns and loose soil on the side surfaces and the bottom of the end thorns;
and the filling slurry, the compaction slurry and the penetrating slurry below the friction plate are connected with the filling slurry, the compaction slurry and the penetrating slurry around the end thorn into a whole.
Further, the method for reinforcing the lower part of the friction plate comprises the following steps:
A. marking the position of a grouting hole on the upper surface of the friction plate, and vertically drilling downwards;
B. a sleeve sealing grouting pipe is arranged in the grouting hole, the grouting pipe is sealed by a sealing sleeve, and the grouting pipe is fixed on the friction plate;
C. grouting by using grouting equipment;
D. stopping the injection of the slurry when the elevation of the friction plate increases by more than 0.2 mm; the grouting pipe is recycled after grouting is finished;
E. after grouting reinforcement of grouting holes of all the friction plates is completed, plugging the grouting holes by using a hole sealing material;
F. the slurry is emptied under the friction plate and filled to form filling slurry, the slurry is split and squeezed into loose soil under the friction plate to form compaction slurry, and the slurry is permeated into the loose soil under the friction plate to form permeation slurry;
G. and filling the slurry, compacting the slurry and penetrating the slurry to realize filling under the friction plate after setting and hardening.
Furthermore, the diameter of the grouting holes in the step A is 30-200 mm, the punching depth is 400-600 mm, the distance between the grouting holes is different, and the distance between the grouting holes along the line in the longitudinal direction and the transverse direction is 1-6 m.
Furthermore, the installation depth of the grouting pipe in the step B is 400mm-600mm, and the outer diameter of the grouting pipe is 20mm-150 mm.
Furthermore, the pressure of the grouting in the step C is controlled to be 0.1-1.0 MPa.
Furthermore, the designed grouting amount of the single grouting hole in the step D is 1000kg-2000kg, and the grouting is stopped when the designed grouting amount is reached.
Furthermore, the hole sealing material in the step E comprises micro-expansion polymer mortar, friction plate same-specification concrete and polymer quick-hardening concrete.
Furthermore, the end thorn periphery reinforcing method comprises the following steps:
H. marking the position of a grouting hole on the upper surface of the friction plate, and vertically drilling downwards;
I. inserting the sleeve valve pipe into the foundation bed soil body in the drilled grouting hole, and lengthening the sleeve valve pipe in a sleeving manner;
J. grouting by using grouting equipment;
K. stopping injecting the slurry when the elevation of the end thorn increases by more than 0.2 mm;
l, lifting the sleeve valve pipe upwards and continuing grouting, wherein the lifting height is 0.2m-1.0m each time; when the distance between the slurry outlet holes of the sleeve valve pipes and the bottom surface of the friction plate is less than 1m, adopting quick-hardening mortar or foam rubber to seal gaps between the sleeve valve pipes and the friction plate;
m, repeating the steps J, K and L until the reinforcing and grouting around the end thorns are completely finished, and recovering the sleeve valve pipe;
n, plugging the grouting holes by adopting a hole sealing material;
filling the grout on the lateral surface and the bottom of the end thorn to form filling grout, splitting and extruding the grout on the loose soil body and the loose soil body at the bottom of the end thorn to form compact grout, and infiltrating the grout on the loose soil body and the loose soil body at the bottom of the end thorn to form infiltration grout;
and P, filling the grout, compacting the grout and penetrating the grout to realize the filling of the void around the end stabs after the setting and hardening.
Furthermore, in the step H, the diameter of the grouting holes is 30-200 mm, the punching depth is 400-600 mm, the distance between the grouting holes is different, and the distance between the grouting holes and the side surface of the end thorn is 50-400 mm.
Furthermore, the outer diameter of the grouting pipe in the step I is 20mm-150mm, and the grout outlet of the sleeve valve pipe is 0.2m-1m deeper than the bottom end of the end thorn.
Furthermore, the pressure of the grouting in the step J is controlled to be 0.1-1.0 MPa.
Furthermore, the designed grouting amount of the single grouting hole in the step K is 1000kg-2000kg, and the grouting is stopped when the designed grouting amount is reached.
Furthermore, the hole sealing material in the step N comprises micro-expansion polymer mortar, friction plate same-specification concrete and polymer quick-hardening concrete.
Furthermore, the slurry is a particle slurry with cement as a matrix.
Furthermore, the slurry is a slurry of large-flow-state high-permeability active particles which takes cement as a matrix and has small particle size, good rheological property, quick setting and hardening and high calculus strength.
Specifically, the method for reinforcing the lower part of the friction plate comprises the following steps:
A. marking the position of a grouting hole on the upper surface of the friction plate, detecting longitudinal and transverse steel bars on the upper layer of the friction plate by using a steel bar detector, and properly adjusting the position of the grouting hole to avoid the steel bars as far as possible; and vertically drilling downwards and penetrating through the friction plate, wherein the aperture of each grouting hole is 30-200 mm, the intervals of the grouting holes are different, and the intervals of the grouting holes along the longitudinal direction and the transverse direction of the line are both 1-6 m.
B. A sleeve sealing grouting pipe is arranged in the grouting hole, the grouting pipe is sealed by a sealing sleeve, and the grouting pipe is fixed on the friction plate; the sealing sleeve realizes expansion and contraction through compressed air and high-pressure water, and can also realize compression expansion and relaxation contraction through the rubber naan/sleeve, thereby realizing the sealing and fixing of the wall of the grouting hole on the grouting pipe and the friction plate.
C. And (3) debugging grouting equipment, grouting after the slurry performance test meets the requirements, controlling the grouting pressure to be 0.1-1.0MPa, and monitoring the elevation change of the friction plate in real time.
D. Stopping the slurry injection when the elevation increase of the friction plate exceeds 0.2 mm; when the designed maximum grouting pressure or grouting amount is reached, grouting of the grouting hole is completed, and the grouting pipe is recovered after grouting is completed.
E. After grouting reinforcement of grouting holes of all the friction plates is completed, plugging the grouting holes by using a hole sealing material; the hole sealing material comprises micro-expansion polymer mortar, friction plate same-specification concrete and polymer quick-hardening concrete.
F. The grout injected into the friction plate has a third direction under the action of grouting pressure; firstly, filling the lower void 51 of the friction plate to form filling slurry, secondly, splitting and squeezing loose soil under the friction plate to form compaction slurry, and thirdly, permeating the loose soil under the friction plate to form permeation slurry.
G. After the three parts of grout (filling grout, compaction grout and penetrating grout) injected below the friction plate are coagulated and hardened, the goal of filling below the friction plate, effectively improving the mechanical property of the roadbed soil body and enhancing the bonding property of the roadbed soil body and the friction plate can be realized.
Specifically, the end thorn periphery reinforcing method comprises the following steps:
H. marking the position of a grouting hole on the upper surface of the friction plate, detecting longitudinal and transverse steel bars on the upper layer of the friction plate by using a steel bar detector, and properly adjusting the position of the grouting hole to avoid the steel bars as far as possible; and vertically drilling downwards and penetrating through the friction plate, wherein the aperture of each grouting hole is 30-200 mm, the distance between each grouting hole is different, and the distance between each grouting hole and the side surface of each end thorn is 50-400 mm.
I. Inserting the sleeve valve pipe into the foundation bed soil body in a hammering mode in the drilled grouting hole, and lengthening the sleeve valve pipe to a designed depth in a sleeving mode; the outer diameter of the grouting pipe is 20mm-150mm and is smaller than the aperture of the grouting hole; the grout outlet of the sleeve valve pipe is positioned close to the bottom end of the sleeve valve pipe.
J. And (3) debugging grouting equipment, grouting after the slurry performance test meets the requirements, controlling the grouting pressure to be 0.1-1.0MPa, and monitoring the elevation change of the end thorn in real time.
K. Stopping the injection of the slurry when the elevation increase of the end prick exceeds 0.2 mm; and when the designed maximum grouting pressure or grouting amount is reached, grouting of the grouting hole is finished.
L, lifting the sleeve valve pipe upwards and continuing grouting, wherein the lifting height is 0.2m-1.0m each time; when the distance between the slurry outlet holes of the sleeve valve pipes and the bottom surface of the friction plate is less than 1m, in order to prevent slurry leakage, quick-hardening mortar or foam rubber is adopted to seal gaps between the sleeve valve pipes and the friction plate.
And M, repeating the steps J, K and L until the reinforcing and grouting around the end pricks are completely finished, and recovering the sleeve valve pipe.
N, plugging the grouting holes by adopting a hole sealing material; the hole sealing material comprises micro-expansion polymer mortar, friction plate same-specification concrete and polymer quick-hardening concrete.
O. grout around the injection end thorns goes to the third position under the action of the grouting pressure; firstly, filling the lateral surface and the bottom of the end thorn to form filling slurry, secondly, splitting and extruding the loose soil body on the lateral surface and the loose soil body at the bottom of the end thorn to form compaction slurry, and thirdly, infiltrating the loose soil body on the lateral surface and the loose soil body at the bottom of the end thorn to form infiltration slurry.
P. three parts of grout (filling grout, compaction grout and penetrating grout) around the injected end thorns can realize the aims of filling the end thorns with voids after setting and hardening, effectively improving the mechanical property of the roadbed soil body and enhancing the bonding property of the roadbed soil body and the end thorns.
The filling slurry, the compaction slurry and the penetrating slurry under the friction plate are connected with the filling slurry, the compaction slurry and the penetrating slurry around the end thorns into a whole, and after the slurry is condensed and hardened, the aims of reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform, effectively improving the mechanical property of the soil body of the roadbed and enhancing the bonding property of the soil body of the roadbed and the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be achieved.
Compared with the prior art, the reinforcing method of the rear anchoring structure of the longitudinal connecting plate type ballastless track platform disclosed by the invention can effectively recover the stability of the rear anchoring structure of the platform and improve the service performance of the longitudinal connecting plate type ballastless track under the condition of reducing the influence on the existing structure system to the maximum extent, and the method has the advantages of mature relevant process, small engineering quantity and quickness in construction, and can be implemented in the skylight time of a business line.
Drawings
FIG. 1 is a schematic view of a loose soil mass and a void around a friction plate and an end stab according to an embodiment of the invention;
FIG. 2 is a schematic plan view of a grouting hole arrangement according to an embodiment of the invention;
FIG. 3 is a schematic view of grouting under a friction plate to reinforce a perforated pipe according to an embodiment of the present invention;
FIG. 4 is a schematic view of the completion of the lower reinforcement of the friction plate according to one embodiment of the present invention;
FIG. 5 is a schematic view of an embodiment of the present invention illustrating reinforcement, drilling and piping around the end stabs;
FIG. 6 is a schematic view of a bottom reinforcement of an end barb according to an embodiment of the present invention;
FIG. 7 is a schematic illustration of end piercing side riser grouting according to an embodiment of the present invention;
FIG. 8 is a schematic view of a reinforcement around the end stab according to an embodiment of the disclosure;
fig. 9 is a schematic view illustrating reinforcement of the post-platform anchoring structure according to an embodiment of the present invention.
In the figure:
2, pricking at the end; 3, a friction plate; 4, roadbed soil body; 51, emptying the lower part of the friction plate; the side surface of the 52-end thorn is hollow; the bottom of the 53 end thorn is hollow; 61 friction plate; 62, pricking loose soil at the bottom; 63 pricking loose soil on the side surface; 71 reinforcing and grouting holes below the friction plate; reinforcing grouting holes around the 72-end stabs; 81 grouting pipes; 811 sealing sleeve; 82 sleeve valve tubes; 821 sleeve valve tube grout outlet; 9 the injected slurry; 91 filling the slurry; 92, compacting the slurry; 93 penetrating the slurry; 11 grouting hole sealing material for reinforcing the lower part of the friction plate; and (3) grouting hole sealing materials for reinforcing the periphery of the 12-end stabs.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
The invention is described in further detail below with reference to the attached drawing figures:
the invention provides a method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform, which comprises a friction plate lower reinforcing method and an end thorn periphery reinforcing method.
As shown in fig. 1, the post-platform anchoring structure comprises a friction plate 3 and end stabs 2, wherein a friction plate lower void 51 and a friction plate lower loose soil body 61 are arranged between the friction plate 3 and a roadbed soil body 4, and an end stabs side void 52, an end stabs bottom void 53, an end stabs bottom loose soil body 62 and an end stabs side loose soil body 63 are arranged between the end stabs 2 and the roadbed soil body 4.
As shown in fig. 2-4, the method for reinforcing the lower part of the friction plate 3 comprises the steps of drilling, installing a grouting pipe and grouting, and specifically comprises the following steps:
A. marking the position of the grouting hole 71 on the upper surface of the friction plate 3, detecting the longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 71 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the diameter of each grouting hole 71 is 30-200 mm, the intervals of the grouting holes 71 are different, and the intervals of the grouting holes 71 along the longitudinal direction and the transverse direction of the line are 1-6 m.
B. A sleeve sealing grouting pipe 81 is arranged in the grouting hole 71, the grouting pipe 81 is sealed by a sealing sleeve 811, and the grouting pipe 81 is fixed on the friction plate 3; the sealing sleeve 811 realizes expansion and contraction through compressed air and high-pressure water, and can also realize compression expansion and relaxation contraction through a rubber naan/sleeve, thereby realizing the sealing and fixing of the grouting pipe 81 and the hole wall of the grouting hole 71 on the friction plate 3.
C. And (3) debugging grouting equipment, grouting after the performance test of the grout 9 meets the requirements, controlling the grouting pressure to be 0.1-1.0MPa, and monitoring the elevation change of the friction plate 3 in real time.
D. Stopping the injection of the slurry 9 when the elevation of the friction plate 3 increases by more than 0.2mm as monitored; when the designed maximum grouting pressure or grouting amount is reached, grouting of the grouting hole is completed, and the grouting pipe 81 is recovered after grouting is completed.
E. After grouting reinforcement of the grouting holes 71 of all the friction plates 3 is completed, plugging the grouting holes 71 by using hole sealing materials 11; wherein the hole sealing material 11 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
F. The third direction of the grout 9 injected into the friction plate 3 is reached under the action of grouting pressure; firstly, the lower void 51 of the friction plate 3 is filled to form filling slurry 91, secondly, the loose soil body 61 below the friction plate 3 is split and squeezed to form compaction slurry 92, and thirdly, the loose soil body 61 below the friction plate 3 is permeated to form permeation slurry 93.
G. After the three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) injected under the friction plate 3 are coagulated and hardened, the aims of filling under the friction plate 3, effectively improving the mechanical property of the roadbed soil 4 and enhancing the bonding property of the roadbed soil 4 and the friction plate 3 can be achieved.
As shown in fig. 5-8, the method for reinforcing the periphery of the end thorn 2 comprises the steps of drilling, inserting a grouting pipe, grouting, pipe lifting and circulating grouting, and specifically comprises the following steps:
H. marking the position of a grouting hole 72 on the upper surface of the friction plate 3, detecting longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 72 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the aperture of each grouting hole 72 is 30-200 mm, the distance between each grouting hole 72 is different, and the distance between each grouting hole 72 and the side face of each end thorn 2 is 50-400 mm.
I. Inserting the sleeve valve pipe 82 into the foundation bed soil body 4 in the drilled grouting hole 72 in a hammering mode, and lengthening the sleeve valve pipe 82 to a depth of 0.2m-1m from the bottom end of the grout outlet 821 to the bottom end of the end thorn 2 in a sleeving mode; the outer diameter of the grouting pipe is 20mm-150mm and is smaller than the aperture of the grouting hole 72; the outlet 821 of the sleeve valve tube 82 is located near the bottom end of the sleeve valve tube 82.
J. And (3) debugging grouting equipment, grouting after the performance test of the grout 9 meets the requirements, controlling the grouting pressure to be 0.1-1.0MPa, and monitoring the elevation change of the end thorn 2 in real time.
K. Stopping the injection of the grout 9 when the elevation increase of the end prick 2 exceeds 0.2 mm; and when the designed maximum grouting pressure or grouting amount is reached, grouting of the grouting hole is finished.
L, lifting the sleeve valve pipe 82 upwards and continuing grouting, wherein the lifting height is 0.2m-1.0m each time; when the distance between the grout outlet 821 of the sleeve valve pipe 82 and the bottom surface of the friction plate 3 is less than 1m, in order to prevent grout bleeding, rapid hardening mortar or foam rubber is used for sealing the gap between the sleeve valve pipe 82 and the friction plate 3.
And M, repeating the steps J, K and L until the reinforcing grouting around the end thorns 2 is completely finished, and recovering the sleeve valve pipes.
N, plugging the grouting holes 72 by using a hole sealing material 12; wherein the hole sealing material 12 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
P. three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) around the injected end thorns 2 can realize the aims of filling the gaps around the end thorns 2 after setting and hardening, effectively improving the mechanical property of the roadbed soil body 4 and enhancing the bonding property of the roadbed soil body 4 and the end thorns 2.
As shown in fig. 9, the filling grout 91, the compaction grout 92 and the penetrating grout 93 under the friction plate 3 are connected with the filling grout 91, the compaction grout 92 and the penetrating grout 93 around the end thorn 2 into a whole, and after the grout is solidified and hardened, the aims of reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform, effectively improving the mechanical property of the roadbed soil body 4 and enhancing the bonding property of the roadbed soil body 4 and the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be achieved.
The first embodiment,
The lower reinforcing method of the friction plate 3 comprises the following steps:
A. marking the position of the grouting hole 71 on the upper surface of the friction plate 3, detecting the longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 71 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the diameter of each grouting hole 71 is 100mm, the intervals of the grouting holes 71 are different, and the intervals of the grouting holes 71 along the longitudinal direction and the transverse direction of the line are both 2 m.
B. A sleeve sealing grouting pipe 81 is arranged in the grouting hole 71, the grouting pipe 81 is sealed by a sealing sleeve 811, and the grouting pipe 81 is fixed on the friction plate 3; the sealing sleeve 811 realizes expansion and contraction through compressed air and high-pressure water, and can also realize compression expansion and relaxation contraction through a rubber naan/sleeve, thereby realizing the sealing and fixing of the grouting pipe 81 and the hole wall of the grouting hole 71 on the friction plate 3.
C. And (3) debugging grouting equipment, grouting after the performance test of the slurry 9 meets the requirements, controlling the grouting pressure to be 0.6MPa, and monitoring the elevation change of the friction plate 3 in real time.
D. Stopping the injection of the slurry 9 when the elevation of the friction plate 3 increases by more than 0.2mm as monitored; when the grouting amount reaches 1900kg, the grouting of the grouting hole is completed, and the grouting pipe 81 is recovered after the grouting is completed.
E. After grouting reinforcement of the grouting holes 71 of all the friction plates 3 is completed, plugging the grouting holes 71 by using hole sealing materials 11; wherein the hole sealing material 11 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
F. The third direction of the grout 9 injected into the friction plate 3 is reached under the action of grouting pressure; firstly, the lower void 51 of the friction plate 3 is filled to form filling slurry 91, secondly, the loose soil body 61 below the friction plate 3 is split and squeezed to form compaction slurry 92, and thirdly, the loose soil body 61 below the friction plate 3 is permeated to form permeation slurry 93.
G. After the three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) injected under the friction plate 3 are coagulated and hardened, the aims of filling under the friction plate 3, effectively improving the mechanical property of the roadbed soil 4 and enhancing the bonding property of the roadbed soil 4 and the friction plate 3 can be achieved.
The periphery reinforcing method of the end thorn 2 comprises the following steps:
H. marking the position of a grouting hole 72 on the upper surface of the friction plate 3, detecting longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 72 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the aperture of each grouting hole 72 is 100mm, the distances among the grouting holes 72 are different, and the distance between each grouting hole 72 and the side face of each end thorn 2 is 100 mm.
I. The sleeve valve pipe 82 is inserted into the foundation bed soil body 4 in the drilled grouting hole 72 in a hammering mode, and the sleeve valve pipe 82 is lengthened in a sleeving mode until the depth of the grout outlet hole 821 is 0.6m deeper than the bottom end of the end thorn 2; the outer diameter of the grouting pipe is 100 mm; the outlet 821 of the sleeve valve tube 82 is located near the bottom end of the sleeve valve tube 82.
J. And (3) debugging grouting equipment, grouting after the performance test of the grout 9 meets the requirements, controlling the grouting pressure to be 0.6MPa, and monitoring the elevation change of the end thorn 2 in real time.
K. Stopping the injection of the grout 9 when the elevation increase of the end prick 2 exceeds 0.2 mm; and when the grouting amount reaches 1500kg, completing the grouting of the grouting hole.
L, lifting the sleeve valve pipe 82 upwards and continuing grouting, wherein the lifting height is 0.5m each time; when the distance between the grout outlet 821 of the sleeve valve pipe 82 and the bottom surface of the friction plate 3 is less than 1m, in order to prevent grout bleeding, rapid hardening mortar or foam rubber is used for sealing the gap between the sleeve valve pipe 82 and the friction plate 3.
And M, repeating the steps J, K and L until the reinforcing grouting around the end thorns 2 is completely finished, and recovering the sleeve valve pipes.
N, plugging the grouting holes 72 by using a hole sealing material 12; wherein the hole sealing material 12 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
P. three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) around the injected end thorns 2 can realize the aims of filling the gaps around the end thorns 2 after setting and hardening, effectively improving the mechanical property of the roadbed soil body 4 and enhancing the bonding property of the roadbed soil body 4 and the end thorns 2.
The filling slurry 91, the compaction slurry 92 and the penetrating slurry 93 below the friction plate 3 are connected with the filling slurry 91, the compaction slurry 92 and the penetrating slurry 93 around the end thorn 2 into a whole, and after the slurries are condensed and hardened, the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be reinforced, the mechanical property of the roadbed soil body 4 can be effectively improved, and the bonding property of the roadbed soil body 4 and the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be enhanced.
Example II,
The lower reinforcing method of the friction plate 3 comprises the following steps:
A. marking the position of the grouting hole 71 on the upper surface of the friction plate 3, detecting the longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 71 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the diameter of each grouting hole 71 is 80mm, the intervals of the grouting holes 71 are different, and the intervals of the grouting holes 71 along the longitudinal direction and the transverse direction of the line are 3 m.
B. A sleeve sealing grouting pipe 81 is arranged in the grouting hole 71, the grouting pipe 81 is sealed by a sealing sleeve 811, and the grouting pipe 81 is fixed on the friction plate 3; the sealing sleeve 811 realizes expansion and contraction through compressed air and high-pressure water, and can also realize compression expansion and relaxation contraction through a rubber naan/sleeve, thereby realizing the sealing and fixing of the grouting pipe 81 and the hole wall of the grouting hole 71 on the friction plate 3.
C. And (3) debugging grouting equipment, grouting after the performance test of the slurry 9 meets the requirements, controlling the grouting pressure to be 0.5MPa, and monitoring the elevation change of the friction plate 3 in real time.
D. Stopping the injection of the slurry 9 when the elevation of the friction plate 3 increases by more than 0.2mm as monitored; when the grouting amount reaches 1800kg, the grouting of the grouting hole is completed, and the grouting pipe 81 is recovered after the grouting is completed.
E. After grouting reinforcement of the grouting holes 71 of all the friction plates 3 is completed, plugging the grouting holes 71 by using hole sealing materials 11; wherein the hole sealing material 11 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
F. The third direction of the grout 9 injected into the friction plate 3 is reached under the action of grouting pressure; firstly, the lower void 51 of the friction plate 3 is filled to form filling slurry 91, secondly, the loose soil body 61 below the friction plate 3 is split and squeezed to form compaction slurry 92, and thirdly, the loose soil body 61 below the friction plate 3 is permeated to form permeation slurry 93.
G. After the three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) injected under the friction plate 3 are coagulated and hardened, the aims of filling under the friction plate 3, effectively improving the mechanical property of the roadbed soil 4 and enhancing the bonding property of the roadbed soil 4 and the friction plate 3 can be achieved.
The periphery reinforcing method of the end thorn 2 comprises the following steps:
H. marking the position of a grouting hole 72 on the upper surface of the friction plate 3, detecting longitudinal and transverse steel bars on the upper layer of the friction plate 3 by using a steel bar detector, and properly adjusting the position of the grouting hole 72 to avoid the steel bars as much as possible; the holes are vertically drilled downwards and penetrate through the friction plate 3, the diameter of each grouting hole 72 is 80mm, the distances among the grouting holes 72 are different, and the distance between each grouting hole 72 and the side face of each end thorn 2 is 200 mm.
I. The sleeve valve pipe 82 is inserted into the foundation bed soil body 4 in the drilled grouting hole 72 in a hammering mode, and the sleeve valve pipe 82 is lengthened in a sleeving mode until the depth of the grout outlet hole 821 is 0.4m deeper than the bottom end of the end thorn 2; the outer diameter of the grouting pipe is 80 mm; the outlet 821 of the sleeve valve tube 82 is located near the bottom end of the sleeve valve tube 82.
J. And (3) debugging grouting equipment, grouting after the performance test of the grout 9 meets the requirements, controlling the grouting pressure to be 0.5MPa, and monitoring the elevation change of the end thorn 2 in real time.
K. Stopping the injection of the grout 9 when the elevation increase of the end prick 2 exceeds 0.2 mm; and when the grouting amount reaches 1200kg, completing grouting of the grouting hole.
L, lifting the sleeve valve pipe 82 upwards and continuing grouting, wherein the lifting height is 0.5m each time; when the distance between the grout outlet 821 of the sleeve valve pipe 82 and the bottom surface of the friction plate 3 is less than 1m, in order to prevent grout bleeding, rapid hardening mortar or foam rubber is used for sealing the gap between the sleeve valve pipe 82 and the friction plate 3.
And M, repeating the steps J, K and L until the reinforcing grouting around the end thorns 2 is completely finished, and recovering the sleeve valve pipes.
N, plugging the grouting holes 72 by using a hole sealing material 12; wherein the hole sealing material 12 comprises micro-expansion polymer mortar, concrete with the same specification of the friction plate 3 and polymer quick-hardening concrete.
P. three parts of grout (filling grout 91, compaction grout 92 and penetrating grout 93) around the injected end thorns 2 can realize the aims of filling the gaps around the end thorns 2 after setting and hardening, effectively improving the mechanical property of the roadbed soil body 4 and enhancing the bonding property of the roadbed soil body 4 and the end thorns 2.
The filling slurry 91, the compaction slurry 92 and the penetrating slurry 93 below the friction plate 3 are connected with the filling slurry 91, the compaction slurry 92 and the penetrating slurry 93 around the end thorn 2 into a whole, and after the slurries are condensed and hardened, the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be reinforced, the mechanical property of the roadbed soil body 4 can be effectively improved, and the bonding property of the roadbed soil body 4 and the rear anchoring structure of the longitudinal connecting plate type ballastless track platform can be enhanced.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A method for reinforcing a rear anchoring structure of a longitudinal connecting plate type ballastless track platform is characterized in that the anchoring structure comprises a friction plate and end thorns; the reinforcing method comprises the following steps: a friction plate lower reinforcing method and an end thorn periphery reinforcing method;
the friction plate lower reinforcing method comprises the following steps: drilling a grouting hole, installing a grouting pipe and grouting; forming filling slurry, compaction slurry and penetrating slurry in the loose soil body below the friction plate and the friction plate;
the end thorn periphery reinforcing method comprises the following steps: grouting holes, inserting grouting pipes, grouting, lifting pipes and performing circulating grouting; filling slurry, compaction slurry and penetrating slurry are formed in the loose soil on the side surface and the bottom of the end thorn and the loose soil on the side surface and the bottom of the end thorn;
and the filling slurry, the compaction slurry and the penetrating slurry below the friction plate are connected with the filling slurry, the compaction slurry and the penetrating slurry around the end thorn into a whole.
2. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 1, wherein the method for reinforcing the lower part of the friction plate comprises the following steps:
A. marking the position of a grouting hole on the upper surface of the friction plate, and vertically drilling downwards;
B. a sleeve sealing grouting pipe is arranged in the grouting hole, the grouting pipe is sealed by a sealing sleeve, and the grouting pipe is fixed on the friction plate;
C. grouting by using grouting equipment;
D. stopping the injection of the slurry when the elevation of the friction plate increases by more than 0.2 mm;
E. after grouting reinforcement of grouting holes of all the friction plates is completed, plugging the grouting holes by using a hole sealing material;
F. the slurry is emptied under the friction plate and filled to form filling slurry, the slurry is split and squeezed into loose soil under the friction plate to form compaction slurry, and the slurry is permeated into the loose soil under the friction plate to form permeation slurry;
G. and filling the slurry, compacting the slurry and penetrating the slurry to realize filling under the friction plate after setting and hardening.
3. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 2, wherein the diameter of the grouting holes in the step A is 30mm to 200mm, the drilling depth is 400mm to 600mm, the transverse distance between the grouting holes is 1m to 6m, and the longitudinal distance between the grouting holes is 1m to 6 m.
4. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 2, wherein the installation depth of the grouting pipe in the step B is 400mm-600mm, and the outer diameter of the grouting pipe is 20mm-150 mm.
5. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 2, wherein the pressure of the grouting in the step C is controlled to be 0.1-1.0 MPa.
6. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 1, wherein the method for reinforcing the periphery of the end stabs comprises the following steps:
H. marking the position of a grouting hole on the upper surface of the friction plate, and vertically drilling downwards;
I. inserting the sleeve valve pipe into the foundation bed soil body in the drilled grouting hole, and lengthening the sleeve valve pipe in a sleeving manner;
J. grouting by using grouting equipment;
K. stopping injecting the slurry when the elevation of the end thorn increases by more than 0.2 mm;
l, lifting the sleeve valve pipe upwards and continuing grouting, wherein the lifting height is 0.2m-1.0m each time; when the distance between the slurry outlet holes of the sleeve valve pipes and the bottom surface of the friction plate is less than 1m, adopting quick-hardening mortar or foam rubber to seal gaps between the sleeve valve pipes and the friction plate;
m, repeating the steps J, K and L until the reinforcing and grouting around the end pricks are completely finished;
n, plugging the grouting holes by adopting a hole sealing material;
filling the grout on the lateral surface and the bottom of the end thorn to form filling grout, splitting and extruding the grout on the loose soil body and the loose soil body at the bottom of the end thorn to form compact grout, and infiltrating the grout on the loose soil body and the loose soil body at the bottom of the end thorn to form infiltration grout;
and P, filling the grout, compacting the grout and penetrating the grout to realize the filling of the void around the end stabs after the setting and hardening.
7. The method for reinforcing the rear anchoring structure of the longitudinal tie plate type ballastless track platform according to claim 6, wherein the diameter of the grouting hole in the step H is 30mm to 200mm, the punching depth is 400mm to 600mm, and the distance between the grouting hole and the side surface of the end stabs is 50mm to 400 mm.
8. The reinforcing method of the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 6, wherein the outer diameter of the grouting pipe in the step I is 20mm-150mm, and the grout outlet of the sleeve valve pipe is 0.2m-1m deeper than the bottom end of the end thorn.
9. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 6, wherein the pressure of the grouting in the step J is controlled to be 0.1-1.0 MPa.
10. The method for reinforcing the rear anchoring structure of the longitudinal connecting plate type ballastless track platform according to claim 2 or 6, wherein the slurry is a particle slurry with cement as a matrix.
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