WO2015127740A1

WO2015127740A1 - Correction method and correction structure for ballastless track subgrade of high-speed railway in soft soil region

Info

Publication number: WO2015127740A1
Application number: PCT/CN2014/081475
Authority: WO
Inventors: 周青爽; 顾湘生; 李小和; 蒋兴锟; 赵新益; 陈仕奇; 姚洪锡; 尤灏; 梁龙标; 熊大生; 孙宏林; 邬强; 陈世刚; 刘庆辉; 岳永兴
Original assignee: 中铁第四勘察设计院集团有限公司
Priority date: 2014-02-28
Filing date: 2014-07-02
Publication date: 2015-09-03
Also published as: SE1651270A1; SE543470C2

Abstract

A correction method and a correction structure for a ballastless track subgrade of a high-speed railway in a soft soil region. The method comprises: step 1: when lateral displacement of a high-speed railway embankment (3) occurs, providing a deformation groove (8) and multiple stress relief holes (10) in an asymmetrical load area (5) on the top of a first soft stratum area (4), filling the deformation groove (8) with rigid foam (9), and filling up the stress relief holes (10) with medium-coarse sand or rubbles; step 2: providing a rotary jet grouting pile (7) in a second soft stratum area (6), and driving a pile foundation reinforcement area (1) located at the bottom of the high-speed railway embankment (3) to displace from the second soft stratum area (6) to the first soft stratum area (4) by using an instantaneous injection pressure generated by the construction of the rotary jet grouting pile (7), and driving, by the pile foundation reinforcement area (1), a subgrade reinforcement bed course (2) located above the pile foundation reinforcement area as well as the high-speed railway embankment (3) to simultaneously move, thereby correcting the subgrade; and steps 3: densely filling the deformation groove (8) with a solidifying material. The method does not interrupt the operation of a railway and does not damage the structure of a track, and facilitates construction.

Description

Correction method and rectification structure for ballastless track subgrade of idle speed railway in soft soil area

The invention relates to the technical field of high-speed railway subgrade disease remediation, and specifically relates to a rectification method and a rectification structure for operating a high-speed railway ballastless track subgrade in a soft soil area. Background technique

At present, China's high-speed railway has basically formed a pattern of four vertical and four horizontal. Among them, passenger lines such as Beijing-Shanghai, Beijing-Hong Kong and Hangfu pass through coastal areas where soft soil is widely distributed. Based on the advantages of long service life, good durability and small maintenance workload, the high-speed railways in China use a large number of ballastless tracks. After many years of theoretical and engineering case studies, Chinese engineers and technicians have a deep understanding of the settlement of ballastless track subgrade in soft soil areas. The foundation is usually reinforced with composite foundation, pipe pile + raft structure and pile-slab structure to make the foundation meet. Strict requirements for post-construction settlement of ballastless track subgrade. Due to the lack of research on the lateral deformation of the ballastless track subgrade, the technical personnel's understanding of the lateral deformation of the subgrade is not deep enough. Due to single-side loading, foundation pit excavation or asymmetric maintenance of post-maintenance maintenance, engineering activities may lead to over-limitation of the lateral deformation of the track-free roadbed in soft soil areas, which will destroy the smoothness of the track structure and cause the train to overturn in severe cases.

The ballastless track widely used in China usually adopts the longitudinal connection, the longitudinal and lateral stiffness are large, and it can not be repaired in a short period of time. The traditional lateral deformation and correction method such as the push, pull and dial of the ballast track has great damage to the ballastless track structure. Extremely high. The high-speed railway skylights are short-lived, and the high-speed rail operation or shutdown due to the correction of the track structure not only causes economic losses, but also may have a huge negative social impact. The above factors are very restrictive to the choice of the correcting scheme, which makes it almost impossible to correct the track structure on the subsurface. At present, there is no method for correcting the trackless roadbed of high-speed railways in soft soil areas that do not need to interrupt operations and do not damage the track structure and have low risk. Summary of the invention

The object of the present invention is to solve the deficiencies of the above-mentioned background art, and to provide a method for correcting deviation of a ballastless track subgrade for operating a high-speed railway in a soft soil region without interrupting operation, not damaging the track structure, and having low risk and easy control of construction quality. Corrective structure. To achieve this object, the present invention provides a method for correcting a track of a ballastless track of a high-speed railway in a soft soil region, characterized in that it comprises the following steps:

Step 1: When the high-speed railway embankment has been laterally displaced from the first weak stratum area on the side of the high-speed railway embankment to the second weak stratum area on the other side of the high-speed railway embankment, at the top of the first weak stratum area a deformation groove is arranged in the asymmetric load zone, and a material is inserted in the deformation groove to prevent the deformation groove from collapsing, and the deformation groove is allowed to deform. The length direction of the deformation groove is consistent with the longitudinal direction of the asymmetric load zone; A plurality of stress relief holes are arranged along the longitudinal direction of the asymmetric load zone in an asymmetric load zone between one side and one side of the pile foundation reinforcement zone, and the bottom of each stress relief hole extends downwardly and penetrates the first weak formation zone. Filling each stress relief hole with medium coarse sand or gravel;

Step 2: Apply the jet grouting pile along the longitudinal interval of the line in the second weak stratum where the lateral displacement has occurred, and use the instantaneous injection pressure generated by the construction of the jet grouting pile to push the pile foundation reinforcement area at the bottom of the high-speed railway embankment from the second weak stratum The area is displaced toward the first weak stratum area, and the pile foundation reinforcement zone drives the foundation reinforcement cushion above the pile foundation reinforcement area and the high-speed railway embankment to move synchronously, realizing the correction of the high-speed railway subgrade;

Step 3: After the correction of the high-speed railway subgrade is completed, the deformation tank is sealed and solidified with the solidified material. In the above technical solution, the jet grouting piles are arranged in a row along the longitudinal direction of the line by a plurality of jet grouting pile machines, and the multi-row jet grouting piles are applied in batches along the line.

The step 1 and the step 2 further include a step 1.1: setting a transverse displacement direction of the outer slope of the slope and a plurality of lateral displacements in the second weak formation zone between the installation position of the jet grouting pile and the pile foundation reinforcement zone Directional slope foot outer water pressure gauge.

The step 1.1 further includes providing a plurality of lateral displacement lateral slope inner pore water pressure gauges at the edge of the jet grouting pile in the pile foundation reinforcement zone.

The step 1.1 further includes providing an asymmetric load zone inclinometer and a plurality of asymmetric load zone pore water pressure gauges in the first weak formation zone between the stress relief hole and the pile foundation reinforcement zone, the asymmetric load The zone measuring tube extends upwards and runs through the asymmetric load zone.

The step 1.1 further includes setting a horizontal displacement monitoring point of the track plate on both sides of the track plate on the high-speed railway embankment, setting a horizontal displacement monitoring point of the rail on the top of the rail on the high-speed railway embankment, and setting a track on the center line of the track plate. Plate center horizontal displacement monitoring point; The step 1.1 further includes setting a horizontal displacement monitoring point of the contact net column foundation on the contact net column of the high-speed railway embankment.

In the step 1, the distance between the adjacent two stress relief holes is equal and the pitch ranges from 2.0 m to 5.0 m, and the diameter of each of the stress relief holes is equal and the aperture ranges from 127 mm to 148 mm.

In the step 1, the deformation groove has a width ranging from 0.3 m to 0.4 m, and the deformation groove has a depth not less than a height of the asymmetrical load region filling.

In the step 2, the diameter of each of the jet grouting piles is equal and the range of the pile diameter is 0.5m~0.7m, and the distance between two adjacent jet grouting piles in each row of jet grouting piles is equal and the distance range is 0.4. m ~ 0.6 m.

In order to achieve the above object, the present invention provides a rectifying structure for a ballastless track subgrade running a high-speed railway in a soft soil region, which comprises a pile foundation reinforcement zone, a foundation reinforcement cushion layer disposed at the top of the pile foundation reinforcement zone, and a foundation reinforcement. a high-speed railway embankment at the top of the cushion, a first weak formation zone on one side of the pile foundation reinforcement zone, an asymmetric load zone on the top of the first weak formation zone, and a second weak formation zone on the other side of the pile foundation reinforcement zone, The asymmetric load zone is located on one side of the foundation reinforcement cushion and the high-speed railway embankment, and the top of the high-speed railway embankment is provided with a track plate, and the track plate is provided with a steel rail, and the characteristic is: the high-speed railway embankment has been second The direction of the weak formation zone is laterally displaced. In the second weak formation zone, a first row of jet grouting piles is arranged along the longitudinal direction of the second weak stratum zone, and a deformation groove is provided in the asymmetric load zone, and the length direction of the deformation groove is not The longitudinal direction of the symmetrical load zone is uniform, and the deformation groove is filled with a material which can prevent the deformation groove from collapsing and allow deformation of the deformation groove, and the deformation groove A plurality of stress relief holes are arranged along the longitudinal direction of the asymmetric load zone in the asymmetric load zone between the side and the side of the pile foundation reinforcement zone, and the bottom of each stress relief hole extends downward and penetrates the first weak formation zone. Each stress relief hole is filled with medium coarse sand or gravel.

The second weak stratum zone between the side of the first row of jet grouting piles and the other side of the pile foundation reinforcing zone is provided with a lateral displacement direction lateral slope measuring tube and a plurality of lateral displacement directions The edge of the other side of the pile foundation reinforcement zone is provided with a plurality of lateral displacement direction slope foot inner pore water pressure gauges.

The plurality of lateral displacement direction outer foot pore water pressure gauges are evenly arranged along the vertical direction and the longitudinal direction of the second weak formation zone; the plurality of lateral displacement direction inner slope pore water pressure gauges are vertically along the pile foundation reinforcement zone The direction and the longitudinal direction are evenly set. An asymmetric load zone inclinometer and a plurality of asymmetric load zone pore water pressure gauges are disposed in the first weak stratum zone between the stress relief hole side and the side of the pile foundation reinforcement zone, the plurality of asymmetry The load zone pore water pressure gauge is evenly arranged along the vertical direction and the longitudinal direction of the first weak formation zone, and the asymmetric load zone measuring inclined pipe extends upward and penetrates the asymmetric load zone.

The two sides of the track plate are provided with horizontal displacement monitoring points on both sides of the track plate. The top of the rail plate is provided with a horizontal displacement monitoring point of the rail, and the center line of the track plate is provided with a central horizontal displacement monitoring point of the track plate.

A contact net column foundation is arranged on both sides of the top of the high-speed railway embankment, and the contact net column is provided with a horizontal displacement monitoring point of the contact net column foundation.

The spacing between the adjacent two stress relief holes is equal and the pitch ranges from 2.0 m to 5.0 m, and the diameter of each of the stress relief holes is equal and the aperture ranges from 127 mm to 148 mm.

The deformation groove has a width ranging from 0.3 m to 0.4 m, and the deformation groove has a depth not less than a height of the asymmetrical load region filling.

a second row of jet grouting piles and a third row of jet grouting piles are further disposed on the second weak stratum zone between the side of the first row of jet grouting piles and the lateral measuring direction of the outer slope measuring tube, the second row The spinning jet pile and the third row of jet grouting piles are parallel to the first row of jet grouting piles.

The diameter of each of the first jet grouting piles is equal and the range of the pile diameter is 0.5m~0.7m, and the distance between two adjacent jet grouting piles in the first row of jet grouting piles is equal and The range of distance is 0.4m~0.6m.

The beneficial effects of the invention:

(1) The invention uses the instantaneous injection pressure generated by the construction of the jet grouting pile as the force to correct the deviation, the technology of the rotary jetting pile is mature, and the construction quality is easy to control.

(2) After the first row of jet grouting piles are applied, the number of the jet grouting piles can be determined according to the actual work efficiency, and then the second row of jet grouting piles, the third row of jet grouting piles, etc., can be operated flexibly. control.

(3) In the present invention, the technician can timely report the stress or deformation state of the foundation, the subgrade surface and the track structure during the correcting process by observing the roadbed deformation monitoring point, the ground soil deformation monitoring point and the pore water pressure monitoring device. The personnel and construction personnel adjust the technical parameters of the jet grouting pile according to the above-mentioned stress or deformation state, which avoids the disadvantage of the excessive pressure of the jet grouting pile in the rectification process, which is disadvantageous to the pile foundation, the subgrade auxiliary structure and the track structure of the soft soil foundation under the subgrade. Influence, thereby improving the controllability of the correction. The correcting method and the correcting structure proposed by the invention exert a force on the deep part of the foundation to move the basic body of the ground moving path to achieve the purpose of correcting the lateral displacement of the roadbed. The method and the rectifying structure are corrected by the instantaneous injection pressure generated by the construction of the jet grouting pile, and the technology of the jet grouting pile is mature, and the construction quality is easy to control. The method and the rectification structure can be better applied to the correction of the track of the ballastless track of the high-speed railway in the soft soil area, and has broad application prospects. DRAWINGS

Figure 1 is a schematic cross-sectional view of the present invention;

2 is a schematic view showing the planar structure of the present invention.

Among them, 1 pile foundation reinforcement zone, 2 - foundation reinforcement cushion, 3 - high speed railway embankment, 4 first weak formation zone, 5 - asymmetric load zone, 6 - second weak formation zone, 7 - jet grouting pile , 8—deformation groove, ₉ _ rigid foam, ₁₀ _ stress relief hole, 11_ lateral displacement direction slope outer slope measuring tube, 12_ lateral displacement direction slope foot outer pore water pressure gauge, 13_ lateral displacement direction slope foot Inner pore water pressure gauge, 14-asymmetric load zone measuring inclined pipe, 15 - asymmetric load zone pore water pressure gauge, 16-track plate, 17-rail, 18_ track plate horizontal displacement monitoring point, 19_ rail Horizontal displacement monitoring point, 20_ track plate center horizontal displacement monitoring point, 21_contact net column foundation, 22_contact net column foundation horizontal displacement monitoring point, 23—third row jet grouting pile, 24—second row jet grouting pile . . detailed description

The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments:

Embodiment 1 : A method for correcting deviation of a ballastless track subgrade of a high-speed railway in soft soil area.

As shown in FIG. 1 and FIG. 2, the method for correcting deviation of the ballastless track subgrade of the high-speed railway in the soft soil region, the environmental structure applicable to the method includes the pile foundation reinforcement zone 1, and the foundation reinforcement disposed at the top of the pile foundation reinforcement zone 1 a cushion layer 2, a high-speed railway embankment 3 disposed on the top of the foundation reinforcement cushion 2, a first weak formation zone 4 on the side of the pile foundation reinforcement zone 1, and an asymmetrical load zone 5 located at the top of the first weak formation zone 4 a second weak formation zone 6 on the other side of the pile foundation reinforcement zone 1, the asymmetric load zone 5 is located on one side of the foundation reinforcement cushion 2 and the high-speed railway embankment 3, and a rail plate 16 is disposed at the top of the high-speed railway embankment 3 Rails 17 are provided on the track plates 16 . The method comprises the following steps:

Step 1: When the high-speed railway embankment 3 has been laterally displaced from the first weak stratum area 4 located on the 3rd side of the high-speed railway embankment to the second weak stratum area 6 located on the other side of the high-speed railway embankment 3, at the first The deformation groove 8 is disposed in the asymmetric load zone 5 at the top of the weak formation zone 4, and the material is prevented from collapsing in the deformation groove 8 to prevent the deformation groove 8 from collapsing, and the material of the deformation groove 8 is allowed to be deformed. The material is preferably a rigid foam 9, The length direction of the deformation groove 8 coincides with the longitudinal direction of the asymmetric load zone 5; in the longitudinal direction of the asymmetric load zone 5 in the asymmetric load zone 5 between the deformation groove 8 side and the pile foundation reinforcement zone 1 side A plurality of stress relief holes 10 are provided, the bottom of each stress relief hole 10 extending downwardly and penetrating through the first weak formation zone 4, and each stress relief hole 10 is filled with medium coarse sand or gravel (to prevent Stress relief hole 10 collapsed);

Step 2: In the second weak stratum area 6 where the lateral displacement has occurred, the jet grouting pile 7 is applied along the longitudinal direction of the line (the direction in which the train advances), and the instantaneous injection pressure generated by the construction of the jet grouting pile 7 is pushed at the bottom of the high-speed railway embankment 3 The pile foundation reinforcement zone 1 is displaced from the second weak formation zone 6 toward the first weak formation zone 4, and the pile foundation reinforcement zone 1 drives the foundation reinforcement cushion 2 and the high-speed railway embankment 3 located above the pile foundation reinforcement zone 1 to move synchronously. The rectification of the high-speed railway subgrade is realized; the deformation groove 8 and the stress relief hole 10 are used to relieve the resistance generated during the rectification process of the high-speed railway subgrade in the process of correcting the high-speed railway subgrade, and the excess pore water pressure is dissipated and enhanced. The effect of the correction thrust generated by the jet grouting pile 7 on the rectification of the high-speed railway subgrade;

Step 3: After the correction of the high-speed railway subgrade is completed, the deformation tank 8 is sealed and sealed with a solidified material, preferably 5% cement.

In step 2 of the above technical solution, the jet grouting pile 7 is applied in a row along the longitudinal direction of the line by a plurality of jet grouting pile machines, and is applied as a plurality of rows of jet grouting piles in the lateral direction along the line (Figs. 1 and 2) Displayed as three rows of jet grouting piles).

Step 1 and step 2 of the above technical solution further include step 1.1: setting a transverse displacement direction of the outer slope of the slope in the second weak formation region 6 between the mounting position of the jet grouting pile 7 and the pile foundation reinforcing zone 1 11 and a plurality of transverse displacement directions outside the slope foot pore water pressure gauge 12.

Step 1.1 of the above technical solution further includes providing a plurality of lateral displacement direction inner side pore water pressure gauges 13 in the pile foundation reinforcing zone 1 toward the edge of the jet grouting pile 7. Step 1.1 of the above technical solution further includes providing an asymmetric load zone inclinometer 14 and a plurality of asymmetric load zone pore water in the first weak formation zone 4 between the stress relief hole 10 and the pile foundation reinforcement zone 1. The pressure gauge 15 has an asymmetric load zone inclinometer 14 extending upwardly and extending through the asymmetric load zone 5.

Step 1.1 of the above technical solution further includes a rail plate horizontal displacement monitoring point 18 on both sides of the rail plate 16 on the high speed railway embankment 3, and a rail horizontal displacement monitoring point 19 on the top of the rail 17 on the high speed railway embankment 3 , the track plate center horizontal displacement monitoring point 20 is set on the center line of the track plate 16;

In the above technical solution, the step 1.1 also includes setting a contact net column horizontal displacement monitoring point 22 on the contact net column foundation 21 of the high speed railway embankment 3.

In the above technical solution, the distance between the adjacent two stress relief holes 10 in the step 1 is equal and the pitch ranges from 2.0 m to 5.0 m (the distance is determined according to the magnitude of the lateral displacement of the high-speed railway embankment 3, and the displacement is large. The displacement of the stress relief holes 10 is equal and the aperture ranges from 127 mm to 148 mm.

In the above technical solution, the width of the deformation groove 8 in the step 1 is 0.3m~0.4m, and the depth of the deformation groove 8 is not less than the height of the asymmetrical load zone 4.

In the above technical solution, each of the jet grouting piles 7 in the step 2 has the same pile diameter and the pile diameter ranges from 0.5 m to 0.7 m, and between the two adjacent jet grouting piles 7 in each row of the jet grouting piles 7 The distance is equal and the distance range is 0.4m~0.6m.

In the above technical solution, the deformation groove 8 and the stress relief hole 10 are located at the foot of the roadbed on the opposite side of the jet grouting pile.

In the above technical solution, the deformation groove 8 is a resistance release system, and the stress release hole 10 is a stress release system. The deformation groove 8 and the stress release hole 10 are used for releasing the resistance generated by the roadbed deviation correction, and the excess pore water pressure is directionally dissipated and enhanced. The effect of the thrust system consisting of jet grouting piles. The deformation trough 8 is formed by mechanical coring of a geological drilling machine combined with manual excavation or special slotting equipment, and a plurality of stress releasing holes 10 are formed by using a geological drilling machine along a longitudinal interval of the line.

In the above technical solution, the rail horizontal displacement monitoring point 19, the horizontal displacement monitoring point 18 on both sides of the track plate, the horizontal displacement monitoring point 20 of the track plate center, and the horizontal displacement monitoring point 22 of the contact net column foundation constitute a roadbed deformation monitoring system; The outer lateral inclinometer 1 1 and the asymmetric load zone inclined tube 14 constituting the deformation monitoring system of the foundation soil; the lateral displacement water pressure gauge 12 in the lateral displacement direction, the lateral pore water pressure gauge 13 in the lateral displacement direction, and the pore water pressure gauge 15 in the asymmetric load zone constitute a pore water pressure monitoring system; The deformation monitoring system, the foundation soil deformation monitoring system and the pore water pressure monitoring system constitute a monitoring system. The monitoring system is used to monitor the stress or deformation state of the soft soil foundation, the subgrade surface and the track structure during the rectification process, and feedback and timely adjust the construction of the jet grouting pile. Technical parameters to prevent excessive deformation of foundation soil, subgrade or track structure, resulting in damage to pile foundation reinforcement area, subgrade attachment structure and track structure of soft soil foundation under roadbed, thus ensuring corrective and controllable deviation and correcting Meet the design requirements. Among them, the foundation soil deformation monitoring system adopts the inclined pipe, which is installed on the slopes of both sides of the roadbed to monitor the deformation of the soil on both sides of the roadbed during the correction process; the pore water pressure monitoring system uses the pore water pressure gauge to monitor the correction The internal pore water pressure in the process; the subgrade deformation monitoring system consists of a series of horizontal displacement monitoring points for monitoring the deformation state of the subgrade and the track structure during the rectification process.

The above three rows of jet grouting piles 7 constitute a thrust system, and the instantaneous injection pressure generated by the above-mentioned jet grouting pile construction causes excess pore water pressure in the soft soil foundation, and the creeping of the soil in the foundation is driven by the excess pore water pressure dissipating process, and the soil creeps. It causes the transverse deformation of the pile foundation and the cushion structure strengthened by the existing soft soil, and then drives the overall displacement of the basic body and the upper track structure. During the construction process, the first row of jet grouting piles is first applied, and then the second row of jet grouting piles and the third row of jet grouting piles are applied according to actual work efficiency.

In the above technical solution, the deformation groove 8, the stress relief hole 10, the rotary jetting pile 7, the transverse inclination direction outer slope measuring tube 11, the asymmetric load zone measuring inclined tube 14, and the lateral displacement direction lateral foot pore water The pressure gauge 12, the transverse displacement direction inner side pore water pressure gauge 13, and the asymmetric load zone pore water pressure gauge 15 are located at the foot of the roadbed slope.

The lateral displacement direction lateral foot pore water pressure gauge 12, the lateral displacement direction inner slope pore water pressure gauge 13, and the asymmetric load zone pore water pressure gauge 15 are used to monitor the excess pore water pressure caused by the jet grouting pile construction. By monitoring the above-mentioned pore water pressure gauge, it is ensured that the pressure applied to the pile foundation reinforcing zone 1 is within the normal range that the pile foundation reinforcing zone 1 can withstand.

The construction process of the present invention is:

(1) Applying a deformation groove 8 and a stress relief hole 10 in the asymmetric load zone 5 by using a geological drilling machine to relieve the resistance generated by the roadbed correction;

(2) Install the roadbed deformation monitoring system and the foundation soil deformation monitoring according to the corresponding installation site described above. Measuring system and pore water pressure monitoring system;

(3) The first row of jet grouting piles is applied in the second weak stratum area 6 where the lateral displacement direction occurs (the foot of the roadbed slope), and the subgrade is corrected by the instantaneous injection pressure generated by the construction of the jet grouting pile. During the process of rectification, the subgrade deformation monitoring system, the foundation soil deformation monitoring system and the pore water pressure monitoring system are observed. According to the actual work efficiency, multiple jet grouting pile machines are used simultaneously along the longitudinal direction of the line, and the horizontal batch is applied as the first row. The jet grouting pile 7, the second row of jet grouting piles 24 and the third row of jet grouting piles 23, during the correcting process, dynamically adjust the construction parameters according to the monitoring results of the subgrade deformation monitoring system, the foundation soil deformation monitoring system and the pore water pressure monitoring system; When the monitoring is abnormal, the construction should be stopped immediately. The reason for the analysis should be adjusted in time. When the horizontal displacement monitoring point 18 on both sides of the track plate, the horizontal displacement monitoring point of the rail 19, and the horizontal displacement monitoring point 20 of the track plate reach the deviation design requirements, stop the construction. , that is, to complete the correction of the track of the ballastless track of the high-speed railway operating in the soft soil area.

Embodiment 2: A rectifying structure for a ballastless track subgrade of a high-speed railway in a soft soil area.

As shown in Fig. 1 and Fig. 2, the rectifying structure for the high-speed railway ballastless track subgrade running in the soft soil area includes a pile foundation reinforcement zone 1, and a foundation reinforcement cushion layer 2 disposed at the top of the pile foundation reinforcement zone 1 a high-speed railway embankment at the top of the foundation reinforcement cushion 2, a first weak formation zone 4 on the side of the pile foundation reinforcement zone 1, an asymmetric load zone 5 located at the top of the first weak formation zone 4, and a pile foundation reinforcement zone 1 a second weak formation zone 6 on one side, the asymmetric load zone 5 is located on one side of the foundation reinforcement cushion 2 and the high-speed railway embankment 3, and the top of the high-speed railway embankment 3 is provided with a track plate 16, on which the track plate 16 is Both are provided with a rail 17, the high-speed railway embankment has been laterally displaced in the direction of the second weak stratum area 6, and the second weak stratum area 6 is provided with the first in the longitudinal direction of the second weak stratum area 6 (the direction in which the train advances) The displacement pile 7 is provided with a deformation groove 8 in the asymmetric load zone 5, and the longitudinal direction of the deformation groove 8 is consistent with the longitudinal direction of the asymmetric load zone 5, and the deformation groove 8 is filled with the deformation groove 8 Further, the material for deforming the deformation groove 8 is allowed. The material is preferably a rigid foam 9, and the asymmetric load zone 5 between one side of the deformation groove 8 and one side of the pile foundation reinforcement zone 1 is along the asymmetric load zone 5. The plurality of stress relief holes 10 are longitudinally disposed, and the bottom of each of the stress relief holes 10 extends downwardly and penetrates the first weak formation zone 4, and each of the stress relief holes 10 is filled with medium coarse sand or gravel (medium coarse Sand or gravel is used to prevent the stress relief hole 10 from collapsing.

In the above technical solution, the first row of the jet grouting pile 7 - the side and the other side of the pile foundation reinforcing zone 1 The second weak formation zone 6 is provided with a transverse displacement direction outer slope measuring tube 11 and a plurality of lateral displacement direction outer foot pore water pressure gauges 12, and the other side of the pile foundation reinforcement zone 1 is provided with a plurality of edges Lateral displacement direction slope foot inner pore water pressure gauge 13 .

In the above technical solution, the plurality of lateral displacement direction outer foot pore water pressure gauges 12 are uniformly disposed along the vertical direction and the longitudinal direction of the second weak formation zone 6; the plurality of lateral displacement direction inner slope pore water pressure gauges 13 is evenly arranged along the vertical direction and the longitudinal direction of the pile foundation reinforcement zone 1.

In the above technical solution, the first weak weak stratum area 4 between the stress relief hole 10 side and the side of the pile foundation reinforcing zone 1 is provided with an asymmetric load zone inclinometer 14 and a plurality of asymmetric load zone pore water. The pressure gauge 15, the plurality of asymmetric load zone pore water pressure gauges 15 are uniformly disposed along the vertical direction and the longitudinal direction of the first weak formation zone 4, and the asymmetric load zone inclined tube 14 extends upward and penetrates the asymmetric load. District 5.

In the above technical solution, the two sides of the track plate 16 are provided with horizontal displacement monitoring points 18 on both sides of the track plate, and the top of the rail 17 is provided with a rail horizontal displacement monitoring point 19, and the center line of the track plate 16 is disposed. There is a horizontal displacement monitoring point 20 in the center of the track plate.

In the above technical solution, the two sides of the top of the high-speed railway embankment 3 are provided with a contact net column foundation 21, and the contact net column foundation 21 is provided with a horizontal displacement monitoring point 22 of the contact net column foundation.

In the above technical solution, the distance between the adjacent two stress relief holes 10 is equal and the range of the spacing is 2.0m~5.0m (the distance is determined according to the size of the lateral displacement of the high-speed railway embankment 3, the displacement is large, the time interval is small, the displacement Each of the stress relief holes 10 has an equal aperture and a range of apertures of 127 mm to 148 mm.

In the above technical solution, the deformation groove 8 has a width ranging from 0.3 m to 0.4 m, and the deformation groove 8 has a depth not less than a height of the asymmetrical load region 4 filling.

In the above technical solution, the second row of jet grouting piles 24 and the third portion are further disposed on the second weak stratum zone 6 between the first row of jet grouting piles 7 and the transverse displacement direction outer slope measuring tube 11 The spray pile 23 is arranged, and the second row of jet grouting piles 24 and the third row of jet grouting piles 23 are parallel to the first row of jet grouting piles 7.

In the above technical solution, each of the first jet grouting piles 7 has the same pile diameter and the range of the pile diameter is 0.5m~0.7m, and the adjacent two jets in the first row of jet grouting piles 7 The distance between the piles is equal and the distance ranges from 0.4m to 0.6m. In the above technical solution, the pile foundation reinforcement zone 1 located at the bottom of the high-speed railway embankment 3 is driven by the instantaneous injection pressure generated by the first row of jet grouting piles 7 to be displaced from the second weak stratum zone 6 to the first weak stratum zone 4, the pile The foundation reinforcement zone 1 drives the ground reinforcement cushion 2 and the high-speed railway embankment 3 located above the pile foundation reinforcement zone 1 to synchronously move, and realizes the correction of the high-speed railway subgrade. The deformation groove 8 and the stress release hole 10 are corrected in the high-speed railway subgrade. In the process, the resistance generated during the rectification process of the high-speed railway subgrade is relieved, and the excess pore water pressure is directionally dissipated, which enhances the effect of the correction thrust generated by the jet grouting pile on the rectification of the high-speed railway subgrade.

In the above technical solution, after the correction of the high-speed railway subgrade is completed, the deformation tank 8 is sealed with gravel and 5% cement.

In the above technical solution, the rail horizontal displacement monitoring point 19, the horizontal displacement monitoring point 18 on both sides of the track plate, the horizontal displacement monitoring point 20 of the track plate center, and the horizontal displacement monitoring point 22 of the contact net column foundation constitute a roadbed deformation monitoring system; The lateral outer inclined tube 11 and the asymmetric load area inclined tube 14 constitute a ground soil deformation monitoring system; the transverse displacement direction outer foot pore water pressure gauge 12, the lateral displacement direction inner slope pore water pressure gauge 13 and the asymmetric load zone The pore water pressure gauge 15 constitutes a pore water pressure monitoring system; the above-mentioned roadbed deformation monitoring system, the ground soil deformation monitoring system and the pore water pressure monitoring system constitute a monitoring system, and the monitoring system is used for monitoring the soft soil foundation, the roadbed surface and the track structure during the correction process The stress or deformation state, feedback and timely adjust the technical parameters of the jet grouting pile to prevent the deformation of the foundation soil, subgrade or track structure from being too large, resulting in the pile foundation reinforcement zone, the subgrade attachment structure and the track structure of the soft soil foundation under the subgrade. Destruction, thus ensuring that the corrective and orderly controllable, and correcting Meet the design requirements. Among them, the foundation soil deformation monitoring system adopts the inclined measuring tube, which is arranged on the slope legs on both sides of the roadbed to monitor the deformation of the soil on both sides of the roadbed during the correction process; the pore water pressure monitoring system uses the pore water pressure It is used to monitor the pore water pressure inside the foundation during the rectification process. The subgrade deformation monitoring system consists of a series of horizontal displacement monitoring points for monitoring the deformation state of the subgrade and the track structure during the rectification process.

The first row of jet grouting piles 7, the second row of jet grouting piles 24 and the third row of jet grouting piles 23 constitute a thrust system, and the instantaneous injection pressure generated by the above-mentioned jet grouting pile construction causes excess pore water pressure in the soft soil foundation, and the super-porosity During the process of water pressure dissipation, the creep of the soil in the foundation is driven. Due to the creep of the soil, the existing soft soil is used to reinforce the pile foundation and the cushion structure to produce directional lateral deformation, and then the overall displacement of the basic body and the upper track structure is driven. During the construction process, the first row of jet grouting piles 7 is first applied, and then the second row of jet grouting piles 24 and the third row of jet grouting piles 23 are applied according to actual work efficiency.

In the above technical solution, the deformation groove 8, the stress relief hole 10, the first row of jet grouting pile 7, the transverse displacement direction outer slope measuring tube 11, the asymmetric load zone measuring inclined tube 14, the lateral displacement direction of the outer side of the slope The pore water pressure gauge 12, the lateral displacement direction inside the pore foot water pressure gauge 13, and the asymmetric load zone pore water pressure gauge 15 are located at the foot of the roadbed slope.

The contents not described in detail in the specification belong to the prior art known to those skilled in the art.

Claims

Claim

A method for correcting a flawless track subgrade of a high-speed railway in a soft soil region, characterized in that it comprises the following steps:

Step 1: When the high-speed railway embankment (3) has been moved from the first weak stratum area (4) on the side of the high-speed railway embankment (3) to the second weak stratum area on the other side of the high-speed railway embankment (3) (6) When the direction is laterally displaced, the deformation groove (8) is placed in the asymmetric load zone (5) at the top of the first weak formation zone (4), and the deformation groove (8) is filled in the deformation groove (8) to prevent the deformation groove (8) a material that is deformed to allow deformation of the deformation groove (8), the length direction of the deformation groove (8) is consistent with the longitudinal direction of the asymmetric load zone (5); and the deformation groove (8)-side and the pile foundation reinforcement zone ( 1) Asymmetric load zone between one side (5) is provided with a plurality of stress relief holes (10) in the longitudinal direction of the asymmetric load zone (5), and the bottom of each stress relief hole (10) extends downward, and Throughout the first weak formation zone (4), each stress relief hole (10) is filled with medium coarse sand or gravel;

Step 2: Apply the jet grouting pile (7) along the longitudinal interval of the second weak stratum area (6) where the lateral displacement has occurred, and use the instantaneous injection pressure generated by the construction jet grouting pile (7) to push the high-speed railway embankment (3). The pile foundation reinforcement zone at the bottom (1) is displaced from the second weak formation zone (6) to the first weak formation zone (4), and the pile foundation reinforcement zone (1) drives the foundation above the pile foundation reinforcement zone (1) The reinforcing cushion layer (2) and the high-speed railway embankment (3) move synchronously to realize the correction of the high-speed railway subgrade; Step 3: After the high-speed railway subgrade is corrected, the deformation tank (8) is sealed with solidified material.

2 . The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 1 , wherein: in step 2, the jet grouting pile ( 7 ) adopts multiple jet grouting pile machines along the line. The longitudinal direction is simultaneously applied in rows, and multiple rows of jet grouting piles are applied in batches along the line.

3. The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 1 or 2, wherein: step 1 and step 2 further comprise step 1.1: in a jet grouting pile (7) The lateral displacement direction is set in the second weak formation zone (6) between the installation position and the pile foundation reinforcement zone (1) The outer side of the slope is measured by an inclined tube (11) and a plurality of lateral displacement water pressure gauges (12).

4. The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 3, wherein: the step 1.1 further comprises: a pile foundation reinforcement zone (1) toward the jet grouting pile (7) The edge is provided with a plurality of lateral displacement directions on the inside of the slope of the foot pore water pressure gauge (13).

The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 3, wherein: the step 1.1 further comprises a stress relief hole (10) and a pile foundation reinforcement zone (1) An asymmetric load zone inclinometer (14) and a plurality of asymmetric load zone pore water pressure gauges (15) are arranged in the first weak stratum zone (4), and the asymmetric load zone inclinometer (14) Extends upwards and runs through the asymmetric load zone (5).

6. The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 3, wherein: the step 1.1 further comprises a track plate (16) on the high-speed railway embankment (3). The track plate horizontal displacement monitoring point (18) is set on the side, the rail horizontal displacement monitoring point (19) is set on the top of the rail (17) on the high-speed railway embankment (3), and the track plate is set on the center line of the track plate (16). Center horizontal displacement monitoring point (20).

7. The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 3, wherein: the step 1.1 further comprises a contact net column foundation of the high-speed railway embankment (3) (21) Set the contact net foundation horizontal displacement monitoring point (22).

The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 1 or 2, wherein: the spacing between two adjacent stress relief holes (10) in the step 1 is equal and the spacing The range is 2.0m~5.0m, and the diameter of each stress relief hole (10) is equal and the aperture range is 127mm~148mm.

9. Correction of ballastless track subgrade for high-speed railway in soft soil area according to claim 1 or 2. The partial method is characterized in that: in the step 1, the deformation groove (8) has a width ranging from 0.3 m to 0.4 m, and the deformation groove (8) has a depth not less than an asymmetric load region (4). height.

10. The method for correcting deviation of a ballastless track subgrade of a high-speed railway in a soft soil region according to claim 2, wherein: in the step 2, each of the jet grouting piles (7) has the same pile diameter and a range of pile diameters. For the range of 0.5m~0.7m, the distance between two adjacent jet grouting piles (7) in each row of jet grouting piles (7) is equal and the distance range is 0.4m~0.6m.

11. A rectifying structure for a high-speed railway ballastless track subgrade running in a soft soil area, comprising a pile foundation reinforcement zone (1), a foundation reinforcement cushion layer (2) disposed at the top of the pile foundation reinforcement zone (1), and a setting The high-speed railway embankment (3) at the top of the foundation reinforcement cushion (2), the first weak formation zone (4) on the side of the pile foundation reinforcement zone (1), and the asymmetry at the top of the first weak formation zone (4) The load zone (5), the second weak stratum zone (6) on the other side of the pile foundation reinforcement zone (1), the asymmetrical load zone (5) is located on the foundation reinforcement cushion (2) and the high-speed railway embankment (3) On one side, the top of the high-speed railway embankment (3) is provided with a rail plate (16), and the rail plate (16) is provided with a rail (17), characterized in that: the high-speed railway embankment (3) has been The second weak formation zone (6) is laterally displaced, and the second weak formation zone (6) is provided with a first row of jet grouting piles (7) in the longitudinal direction of the second weak formation zone (6), an asymmetric load zone (5) There is a deformation groove (8) inside, and the length direction of the deformation groove (8) is not The longitudinal direction of the symmetrical load zone (5) is uniform, and the deformation groove (8) is stuffed with a material which can prevent the deformation groove (8) from collapsing and allow deformation of the deformation groove (8), and one side of the deformation groove (8) and the pile Asymmetric load zone (5) between one side of the base reinforcement zone (1) is provided with a plurality of stress relief holes (10) in the longitudinal direction of the asymmetric load zone (5), and each stress relief hole (10) The bottom portion extends downward and penetrates the first weak formation zone (4), and each stress relief hole (10) is filled with medium coarse sand or gravel.

12. The rectifying structure for operating a high-speed railway ballastless track subgrade in a soft soil region according to claim 11, wherein: the first row of jet grouting piles (7) - side and pile foundation reinforcing zone (1) The second weak formation zone (6) between the other side is provided with a transverse displacement direction outer slope measuring tube (11) and a plurality of lateral displacement direction outer foot pore water pressure gauges (12), the pile foundation Reinforcement zone (1) another The side edges are provided with a plurality of lateral displacement directions of the inside of the slope foot water pressure gauge (13).

13. The rectifying structure for a ballastless track subgrade of a high-speed railway operating in a soft soil region according to claim 12, wherein: the plurality of lateral displacement directions are outside the slope of the foot pore water pressure gauge (12) along the second weak The formation zone (6) is evenly arranged in the vertical direction and the longitudinal direction; the plurality of lateral displacement directions are arranged in the vertical direction and the longitudinal direction of the base reinforcement zone (1).

14. The rectifying structure for a ballastless track subgrade of a high-speed railway operating in a soft soil region according to claim 12, wherein: the stress relief hole (10) is on one side and the side of the pile foundation reinforcement region (1) The first weak formation zone (4) is provided with an asymmetric load zone inclinometer (14) and a plurality of asymmetric load zone pore water pressure gauges (15), and the plurality of asymmetric load zone pore water pressure gauges (15) Uniformly disposed along the vertical direction and the longitudinal direction of the first weak formation zone (4), the asymmetric load zone inclined pipe (14) extending upward and penetrating the asymmetric load zone (5).

15. The correcting structure for a ballastless track subgrade of a high-speed railway operating in a soft soil region according to claim 11, wherein: both sides of the track plate (16) are provided with horizontal displacement monitoring points on both sides of the track plate. (18), the rail (17) is provided with a rail horizontal displacement monitoring point (19) at the top, and a rail plate center horizontal displacement monitoring point (20) is disposed on the center line of the rail plate (16).

16. The correcting structure for operating a high-speed railway ballastless track subgrade in a soft soil region according to claim 15, wherein: the high-speed railway embankment (3) has a contact net column foundation on both sides of the top (21) The contact net column foundation (21) is provided with a contact net column foundation horizontal displacement monitoring point (22).

17. The rectifying structure for a ballastless track subgrade of a high-speed railway operating in a soft soil region according to claim 11, wherein: the spacing between the adjacent two stress relief holes (10) is equal and the spacing ranges are 2.0. m~5.0m, each of the stress relief holes (10) has the same aperture and a range of apertures 127mm~148mm.

18. The correcting structure for operating a high-speed railway ballastless track subgrade in a soft soil region according to claim 11, wherein: the deformation groove (8) has a width ranging from 0.3 m to 0.4 m, and the deformation groove The depth of (8) is not less than the height of the asymmetrical load zone (4) fill.

19. The rectifying structure for a ballastless track subgrade of a high-speed railway operating in a soft soil region according to claim 12, wherein: the first row of jet grouting piles (7) is laterally and laterally displaced to the outside of the slope. A second row of jet grouting piles (24) and a third row of jet grouting piles (23) are also disposed on the second weak formation zone (6) between the inclined tubes (11), and the second row of jet grouting piles (24) ) and the third row of jet grouting piles (23) parallel to the first row of jet grouting piles (7).

20. The rectifying structure for operating a high-speed railway ballastless track subgrade in a soft soil region according to claim 11, wherein: the pile diameter of each of the first jet grouting piles (7) is equal The range of the pile diameter is 0.5m~0.7m. The distance between two adjacent jet grouting piles in the first row of jet grouting piles (7) is equal and the distance range is 0.4m~0.6m.