CN204000471U - Error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed - Google Patents
Error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed Download PDFInfo
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- CN204000471U CN204000471U CN201420089937.6U CN201420089937U CN204000471U CN 204000471 U CN204000471 U CN 204000471U CN 201420089937 U CN201420089937 U CN 201420089937U CN 204000471 U CN204000471 U CN 204000471U
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Abstract
The utility model discloses a kind of error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed, comprise pile foundation reinforcement district, ground stabilization bed course, high-speed railway embankment, the first soft stratum district, unsymmetrical load district, the second soft stratum district, pile foundation reinforcement district is to the second soft stratum district direction generation lateral displacement, in the second soft stratum district, longitudinally establish first row rotary churning pile, in unsymmetrical load district, establish distortion groove, the length direction of distortion groove is consistent with the longitudinal direction in unsymmetrical load district, filling rigid foam in distortion groove, in unsymmetrical load district between one side in the Yi Ceyu pile foundation reinforcement district of distortion groove, longitudinally establish a plurality of stress relief holes, each stress relief hole bottom is to downward-extension, and run through the first soft stratum district, in each stress relief hole, all fill up medium coarse sand or rubble.The utility model, by ground deep is applied to active force, drives roadbed body to produce with ground mobile, reaches the object of roadbed lateral displacement correction.
Description
Technical field
The utility model relates to high-speed railway subgrade Disease Treatment technical field, refers to particularly a kind of error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed.
Background technology
At present, the China Express Railway general layouts that four horizontal strokes are indulged in infrastructure formation four.Wherein, the coastal area that the Line for Passenger Transportation such as Beijing-Shanghai, Beijing-Hongkong, Hang Fu extensively distributes by weak soil.Based on the advantage such as non-fragment orbit long service life, good endurance, maintenance load be little, China Express Railway adopts non-fragment orbit in a large number.Through a large amount of for many years theories and case history research, China engineers and technicians are comparatively deep to soft clay area ballastless track roadbed sedimentation understanding, conventionally adopt composite foundation, pile tube+raft plated construction, stake plated construction etc. to carry out ground stabilization, make ground meet the strict demand of ballastless track roadbed to settlement after construction.Due to less to ballastless track roadbed lateral deformation research, technician is still deep not to the understanding of roadbed lateral deformation.Because the engineering activities such as one-sided preloading, excavation of foundation pit or late maintaining maintenance asymmetric Construction all may cause soft clay area ballastless track roadbed lateral deformation to be transfinited, destroy the ride comfort of track structure, when serious, will cause train to topple.
The a large amount of non-fragment orbits that adopt of China adopt vertical connection conventionally, and vertical, horizontal rigidity is large, unrepairable in a short time, and adopt traditional Ballast track to push away, draw and the lateral deformation method for correcting error such as track lining destroys greatly to ballastless track structure, risk is high.High-speed railway Window time is short, because track structure correction affects high ferro operation or stoppage in transit, not only causes economic loss, and may produce huge negative social impact.Above factor is very large to the selection restriction of correction scheme, causes on road bed, track structure being rectified a deviation and hardly may.Not yet find at present without interrupt operation, do not destroy track structure and the low structure for the correction of soft clay area operation ballastless track of high-speed railway roadbed of risk.
Utility model content
The purpose of this utility model is the deficiency existing in order to solve above-mentioned background technology, propose a kind of without interrupting operation, do not destroy track structure and risk is low, construction quality is easy to control the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed.
For realizing this object, the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed that the utility model is designed, it comprises pile foundation reinforcement district, be arranged on the ground stabilization bed course at top, pile foundation reinforcement district, be arranged on the high-speed railway embankment at ground stabilization bed course top, be positioned at the first soft stratum district of pile foundation reinforcement district one side, be positioned at the unsymmetrical load district at the first top, soft stratum district, be positioned at the second soft stratum district of pile foundation reinforcement district opposite side, described unsymmetrical load district is positioned at a side of ground stabilization bed course and high-speed railway embankment, the top of high-speed railway embankment is provided with track plates, on described track plates, be equipped with rail, it is characterized in that: high-speed railway embankment is to the second soft stratum district direction generation lateral displacement, along the second soft stratum district in described the second soft stratum district, be vertically arranged with first row rotary churning pile, in unsymmetrical load district, be provided with distortion groove, the length direction of distortion groove is consistent with the longitudinal direction in unsymmetrical load district, in distortion groove, clog to have and can prevent that being out of shape groove subsides, the material that allowable strain groove is out of shape again, unsymmetrical load district Nei Yan unsymmetrical load district between one side in Yi Ceyu pile foundation reinforcement district of distortion groove is longitudinally provided with a plurality of stress relief holes, the bottom of each stress relief hole is to downward-extension, and run through the first soft stratum district, in each stress relief hole, all fill up medium coarse sand or rubble.
In the second soft stratum district between described first row rotary churning pile Yi Ceyu pile foundation reinforcement district opposite side, be provided with outside lateral displacement direction toe pore pressure gauge outside inclinometer pipe and a plurality of lateral displacement direction toe, the edge of described pile foundation reinforcement district opposite side is provided with pore pressure gauge inside a plurality of lateral displacement direction toes.
Outside described a plurality of lateral displacement direction toe, pore pressure gauge evenly arranges along the second vertical direction in soft stratum district and longitudinal direction; Inside described a plurality of lateral displacement direction toe, pore pressure gauge evenly arranges along the vertical direction in pile foundation reinforcement district and longitudinal direction.
In the first soft stratum district between described stress relief hole Yi Ceyu pile foundation reinforcement district one side, be provided with unsymmetrical load district inclinometer pipe and a plurality of unsymmetrical loads district pore pressure gauge, described a plurality of unsymmetrical loads district pore pressure gauge evenly arranges along the first vertical direction in soft stratum district and longitudinal direction, and described unsymmetrical load district inclinometer pipe extends upward and runs through unsymmetrical load district.
The both sides of described track plates are provided with track plates both sides horizontal displacement monitoring point, and described rail top is provided with rail horizontal displacement monitoring point, are provided with track plates central horizontal monitoring point for displacement on the center line of described track plates.
The both sides at described high-speed railway embankment top are equipped with contact net upright post basic, and described contact net upright post basic is provided with contact net upright post basic horizontal displacement monitoring point.
The spacing of described adjacent two stress relief holes equates and spacing range is 2.0m～5.0m, and the aperture of described each stress relief hole equates and pore diameter range is 127mm～148mm.
The width range of described distortion groove is 0.3m～0.4m, and the degree of depth of described distortion groove is not less than the height banketing in unsymmetrical load district.
In the second soft stratum district outside described first row rotary churning pile one side and lateral displacement direction toe between inclinometer pipe, be also provided with second row rotary churning pile and the 3rd row's rotary churning pile, described second row rotary churning pile is parallel with first row rotary churning pile with the 3rd row's rotary churning pile.
In described first row rotary churning pile, the stake footpath of each rotary churning pile equates and a stake footpath scope is 0.5m～0.7m, and the distance in first row rotary churning pile between adjacent two rotary churning piles equates and distance range is 0.4m～0.6m.
The beneficial effects of the utility model:
(1) the moment expulsion pressure that the utility model take that construction rotary churning pile produces is rectified a deviation as active force, rotary churning pile technology maturation, and construction quality is easy to control.
(2) the utility model, after applying first row rotary churning pile, can be determined the quantity that rotary churning pile applies according to actual work efficiency, then applies second row rotary churning pile, the 3rd row's rotary churning pile etc., and flexible operation is controlled.
(3) in the utility model, technician is by observation subgrade deformation monitoring point, foundation soil distortion monitoring points and monitoring pore water pressure device, can be by stress or the deformation state of ground, road bed and track structure in correction process, feed back in time constructor, constructor adjusts Construction Technology of Jet Grouting Piles parameter according to above-mentioned stress or deformation state, avoided because rotary churning pile pressure is excessive, reinforced soft soil ground pile foundation, road bed accessory structure and track structure under roadbed being caused to adverse influence in correction process, thereby improved the controllability of correction.
The utility model, by ground deep is applied to active force, drives roadbed body to produce with ground mobile, reaches the object of roadbed lateral displacement correction.The moment expulsion pressure that this structure take that construction rotary churning pile produces is rectified a deviation as active force, rotary churning pile technology maturation, and construction quality is easy to control.This structure can better be applicable to the correction of soft clay area operation ballastless track of high-speed railway roadbed, has broad application prospects.
Accompanying drawing explanation
Fig. 1 is cross-sectional configuration schematic diagram of the present utility model;
Fig. 2 is plane structure schematic diagram of the present utility model.
Wherein, 1-pile foundation reinforcement district, 2-ground stabilization bed course, 3-high-speed railway embankment, the 4-the first soft stratum district, 5-unsymmetrical load district, the 6-the second soft stratum district, 7-first row rotary churning pile, 8-distortion groove, 9-rigid foam, 10-stress relief hole, inclinometer pipe outside 11-lateral displacement direction toe, pore pressure gauge outside 12-lateral displacement direction toe, pore pressure gauge inside 13-lateral displacement direction toe, 14-unsymmetrical load district inclinometer pipe, 15-unsymmetrical load district pore pressure gauge, 16-track plates, 17-rail, 18-track plates both sides horizontal displacement monitoring point, 19-rail horizontal displacement monitoring point, 20-track plates central horizontal monitoring point for displacement, 21-contact net upright post basic, 22-contact net upright post basic horizontal displacement monitoring point, 23-the three row's rotary churning pile, 24-second row rotary churning pile.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail:
The error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed as depicted in figs. 1 and 2, it comprises pile foundation reinforcement district 1, be arranged on the ground stabilization bed course 2 at 1 top, pile foundation reinforcement district, be arranged on the high-speed railway embankment 3 at ground stabilization bed course 2 tops, be positioned at the first soft stratum district 4 of pile foundation reinforcement district 1 one sides, be positioned at the unsymmetrical load district 5 at 4 tops, the first soft stratum district, be positioned at the second soft stratum district 6 of pile foundation reinforcement district 1 opposite side, described unsymmetrical load district 5 is positioned at a side of ground stabilization bed course 2 and high-speed railway embankment 3, the top of high-speed railway embankment 3 is provided with track plates 16, on described track plates 16, be equipped with rail 17, high-speed railway embankment is to the second soft stratum district 6 direction generation lateral displacements, interior longitudinal (direction that train advances) along the second soft stratum district 6 in described the second soft stratum district 6 is provided with first row rotary churning pile 7, in unsymmetrical load district 5, be provided with distortion groove 8, the length direction of distortion groove 8 is consistent with the longitudinal direction in unsymmetrical load district 5, distortion groove 8 interior filling has and can prevent from being out of shape groove 8 and subside, the material that allowable strain groove 8 is out of shape again, this material is preferably rigid foam 9, 5 Nei Yan unsymmetrical load districts 5, unsymmetrical load district between one side in Yi Ceyu pile foundation reinforcement district 1 of distortion groove 8 are longitudinally provided with a plurality of stress relief holes 10, the bottom of each stress relief hole 10 is to downward-extension, and run through the first soft stratum district 4, each stress relief hole 10 is interior all fills up medium coarse sand or rubble (medium coarse sand or rubble are used for preventing that stress relief hole 10 hole that collapses from caving in).
In technique scheme, in the second soft stratum district 6 between described first row rotary churning pile 7 Yi Ceyu pile foundation reinforcement district 1 opposite sides, be provided with outside lateral displacement direction toe pore pressure gauge 12 outside inclinometer pipe 11 and a plurality of lateral displacement direction toe, the edge of described pile foundation reinforcement district 1 opposite side is provided with pore pressure gauge 13 inside a plurality of lateral displacement direction toes.
In technique scheme, pore pressure gauge 12 evenly arranges along the second vertical direction in soft stratum district 6 and longitudinal direction outside described a plurality of lateral displacement direction toes; Inside described a plurality of lateral displacement direction toe, pore pressure gauge 13Yan pile foundation reinforcement district 1 vertical direction and longitudinal direction evenly arrange.
In technique scheme, in the first soft stratum district 4 between described stress relief hole 10Yi Ceyu pile foundation reinforcement district 1 one sides, be provided with unsymmetrical load district inclinometer pipe 14 and a plurality of unsymmetrical loads district pore pressure gauge 15, described a plurality of unsymmetrical loads district pore pressure gauge 15 evenly arranges along the first vertical direction in soft stratum district 4 and longitudinal direction, and described unsymmetrical load district inclinometer pipe 14 extends upward and runs through unsymmetrical load district 5.
In technique scheme, the both sides of described track plates 16 are provided with track plates both sides horizontal displacement monitoring point 18, described rail 17 tops are provided with rail horizontal displacement monitoring point 19, are provided with track plates central horizontal monitoring point for displacement 20 on the center line of described track plates 16.
In technique scheme, the both sides at described high-speed railway embankment 3 tops are equipped with contact net upright post basic 21, and described contact net upright post basic 21 is provided with contact net upright post basic horizontal displacement monitoring point 22.
In technique scheme, the spacing of described adjacent two stress relief holes 10 equates and spacing range is the size that 2.0m～5.0m(, according to high-speed railway embankment 3, lateral displacement has occurred and determines spacing, the large time interval of displacement is little, the little time interval of displacement is large), the aperture of described each stress relief hole 10 equates and pore diameter range is 127mm～148mm.
In technique scheme, the width range of described distortion groove 8 is 0.3m～0.4m, and the degree of depth of described distortion groove 8 is not less than the height banketing in unsymmetrical load district 4.
In technique scheme, in the second soft stratum district 6 outside described first row rotary churning pile 7 one sides and lateral displacement direction toe between inclinometer pipe 11, be also provided with second row rotary churning pile 24 and the 3rd row's rotary churning pile 23, described second row rotary churning pile 24 is parallel with first row rotary churning pile 7 with the 3rd row's rotary churning pile 23.
In technique scheme, in described first row rotary churning pile 7, the stake footpath of each rotary churning pile equates and a stake footpath scope is 0.5m～0.7m, and the distance in first row rotary churning pile 7 between adjacent two rotary churning piles equates and distance range is 0.4m～0.6m.
In technique scheme, the pile foundation reinforcement district 1 that the moment expulsion pressure that utilizes construction first row rotary churning pile 7 to produce promotes to be positioned at high-speed railway embankment 3 bottoms by the second soft stratum district 6 to the 4 direction displacements of the first soft stratum district, pile foundation reinforcement district 1 drives ground stabilization bed course 2 and high-speed railway embankment 3 synchronizing movings that are positioned at 1 top, pile foundation reinforcement district, realized the correction to high-speed railway subgrade, the resistance that above-mentioned distortion groove 8 and stress relief hole 10 produce for removing high-speed railway subgrade correction process in the process of high-speed railway subgrade correction, and Super-void Water Pressure orientation is dissipated, strengthened correction thrust that rotary churning pile the produces action effect to high-speed railway subgrade correction.
In technique scheme, after high-speed railway subgrade Deviation Correction Construction completes, distortion groove 8 use rubbles are added to 5% cement packing closely knit.
In technique scheme, distortion groove 8 and stress relief hole 10 are all positioned at the roadbed toe place of rotary churning pile offside.
In technique scheme, distortion groove 8 is drag deactivation system, and stress relief hole 10 is stress release system, the resistance that above-mentioned distortion groove 8 and stress relief hole 10 produce for removing roadbed correction, and make the directed dissipation of Super-void Water Pressure, strengthen the action effect of the push system being formed by rotary churning pile.Distortion groove 8 adopts geological drilling rig machinery to get core and forms in conjunction with hand excavation or special-purpose fluting apparatus fluting, and a plurality of stress relief holes 10 adopt geological drilling rig to apply and form along the longitudinal certain intervals of circuit.
In technique scheme, rail horizontal displacement monitoring point 19, track plates both sides horizontal displacement monitoring point 18, track plates central horizontal monitoring point for displacement 20, contact net upright post basic horizontal displacement monitoring point 22 form subgrade deformation monitoring system; Outside lateral displacement direction toe, inclinometer pipe 11He unsymmetrical load district inclinometer pipe 14 forms foundation soil DEFORMATION MONITORING SYSTEM; Outside lateral displacement direction toe, inside pore pressure gauge 12, lateral displacement direction toe, pore pressure gauge 13He unsymmetrical load district pore pressure gauge 15 forms monitoring pore water pressure system; Above-mentioned subgrade deformation monitoring system, foundation soil DEFORMATION MONITORING SYSTEM and monitoring pore water pressure system form monitoring system, monitoring system is for monitoring stress or the deformation state of correction process soft foundation, road bed and track structure, feedback is also adjusted Construction Technology of Jet Grouting Piles parameter in time, prevent that foundation soil body, road bed or track structure distortion are excessive, cause soft foundation pile foundation reinforcement district, road bed accessory structure and track structure under roadbed to be damaged, thereby guarantee correction controlled carrying out in order, and correction is met design requirement.Wherein, foundation soil DEFORMATION MONITORING SYSTEM adopts inclinometer pipe, is arranged at roadbed both sides toe, for monitoring the distortion of correction process roadbed both sides foundation soil body; Monitoring pore water pressure system adopts pore pressure gauge, for monitoring correction process ground internal void water pressure; Subgrade deformation monitoring system is comprised of a series of horizontal displacement monitoring points, for monitoring the deformation state of correction process road bed and track structure.
Above-mentioned first row rotary churning pile 7, second row rotary churning pile 24 and the 3rd row's rotary churning pile 23 form push system, the moment expulsion pressure that above-mentioned jet grouting pile construction produces causes that soft foundation produces Super-void Water Pressure, in Super-void Water Pressure evanishment, drive foundation soil body creep, by soil body creep, cause that existing reinforcement of soft soil pile foundation and cushion layer structure produce directed lateral deformation, and then drive roadbed body and the displacement of upper track structural entity.In work progress, first apply first row rotary churning pile 7, then apply second row rotary churning pile 24 and the 3rd row's rotary churning pile 23 according to actual work efficiency.
In technique scheme, outside inclinometer pipe 11, unsymmetrical load district inclinometer pipe 14, lateral displacement direction toe, inside pore pressure gauge 12, lateral displacement direction toe, pore pressure gauge 13, unsymmetrical load district pore pressure gauge 15 are all positioned at roadbed toe place outside described distortion groove 8, stress relief hole 10, first row rotary churning pile 7, lateral displacement direction toe.
Outside above-mentioned lateral displacement direction toe, inside pore pressure gauge 12, lateral displacement direction toe, pore pressure gauge 13, unsymmetrical load district pore pressure gauge 15, for monitoring the excess pore water pressure being brought by jet grouting pile construction, guarantee to be applied in the normal range (NR) that the pressure in pile foundation reinforcement district 1 can bear in pile foundation reinforcement district 1 by monitoring above-mentioned pore pressure gauge.
Work progress of the present utility model is:
(1) adopt geological drilling rig in unsymmetrical load district 5, to apply distortion groove 8 and stress relief hole 10, remove the resistance that roadbed correction produces;
(2) press the corresponding installation place of foregoing description, subgrade deformation monitoring system, foundation soil DEFORMATION MONITORING SYSTEM and monitoring pore water pressure system are installed;
(3) in the second soft stratum district 6 that lateral displacement direction occurs, (roadbed toe) applies first row rotary churning pile 7, and the moment expulsion pressure that utilizes construction rotary churning pile to produce is rectified a deviation to roadbed.In correction process, roadbed DEFORMATION MONITORING SYSTEM, foundation soil DEFORMATION MONITORING SYSTEM and monitoring pore water pressure system are observed, according to actual work efficiency, adopt many rotary churning pile machines longitudinally to apply along circuit simultaneously, laterally apply in batches first row rotary churning pile 7, second row rotary churning pile 24 and the 3rd row's rotary churning pile 23.In correction process, according to the monitoring result of subgrade deformation monitoring system, foundation soil DEFORMATION MONITORING SYSTEM and monitoring pore water pressure system, dynamically adjust construction parameter; Monitoring appearance should stop construction when abnormal immediately, analyze the timely adjusted design scheme of reason, when track plates both sides horizontal displacement monitoring point 18, rail horizontal displacement monitoring point 19, track plates central horizontal monitoring point for displacement 20 reach correction designing requirement, stop construction, complete the correction of soft clay area operation ballastless track of high-speed railway roadbed.
The content that this manual is not described in detail belongs to the known prior art of professional and technical personnel in the field.
Claims (10)
1. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed, it comprises pile foundation reinforcement district (1), be arranged on the ground stabilization bed course (2) at top, pile foundation reinforcement district (1), be arranged on the high-speed railway embankment (3) at ground stabilization bed course (2) top, be positioned at the first soft stratum district (4) of pile foundation reinforcement district (1) one side, be positioned at the unsymmetrical load district (5) at the first top, soft stratum district (4), be positioned at the second soft stratum district (6) of pile foundation reinforcement district (1) opposite side, described unsymmetrical load district (5) is positioned at a side of ground stabilization bed course (2) and high-speed railway embankment (3), the top of high-speed railway embankment (3) is provided with track plates (16), on described track plates (16), be equipped with rail (17), it is characterized in that: high-speed railway embankment (3) is to the second soft stratum district (6) direction generation lateral displacement, along the second soft stratum district (6) in described the second soft stratum district (6), be vertically arranged with first row rotary churning pile (7), in unsymmetrical load district (5), be provided with distortion groove (8), the length direction of distortion groove (8) is consistent with the longitudinal direction of unsymmetrical load district (5), in distortion groove (8), filling has and can prevent from being out of shape groove (8) and subside, the material that allowable strain groove (8) is out of shape again, Nei Yan unsymmetrical load district, unsymmetrical load district (5) (5) between one side in Yi Ceyu pile foundation reinforcement district (1) of distortion groove (8) is longitudinally provided with a plurality of stress relief holes (10), the bottom of each stress relief hole (10) is to downward-extension, and run through the first soft stratum district (4), each stress relief hole all fills up medium coarse sand or rubble in (10).
2. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 1, it is characterized in that: in the second soft stratum district (6) between described first row rotary churning pile (7) Yi Ceyu pile foundation reinforcement district (1) opposite side, be provided with outside lateral displacement direction toe pore pressure gauge (12) outside inclinometer pipe (11) and a plurality of lateral displacement direction toe, the edge of described pile foundation reinforcement district (1) opposite side is provided with pore pressure gauge (13) inside a plurality of lateral displacement direction toes.
3. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 2, is characterized in that: outside described a plurality of lateral displacement direction toes, pore pressure gauge (12) evenly arranges along the second vertical direction in soft stratum district (6) and longitudinal direction; Inside described a plurality of lateral displacement direction toe, pore pressure gauge (13) evenly arranges along the vertical direction in pile foundation reinforcement district (1) and longitudinal direction.
4. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 2, it is characterized in that: in the first soft stratum district (4) between described stress relief hole (10) Yi Ceyu pile foundation reinforcement district (1) one side, be provided with unsymmetrical load district inclinometer pipe (14) and a plurality of unsymmetrical loads district pore pressure gauge (15), described a plurality of unsymmetrical loads district's pore pressure gauges (15) evenly arrange along the first vertical direction in soft stratum district (4) and longitudinal direction, described unsymmetrical load district inclinometer pipe (14) extends upward and runs through unsymmetrical load district (5).
5. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 1, it is characterized in that: the both sides of described track plates (16) are provided with track plates both sides horizontal displacement monitoring points (18), described rail (17) top is provided with rail horizontal displacement monitoring point (19), is provided with track plates central horizontal monitoring point for displacement (20) on the center line of described track plates (16).
6. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 5, it is characterized in that: the both sides at described high-speed railway embankment (3) top are equipped with contact net upright post basic (21), and described contact net upright post basic (21) is provided with contact net upright post basic horizontal displacement monitoring point (22).
7. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 1, it is characterized in that: the spacing of described adjacent two stress relief holes (10) equates and spacing range is 2.0m～5.0m, the aperture of described each stress relief hole (10) equates and pore diameter range is 127mm～148mm.
8. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 1, it is characterized in that: the width range of described distortion groove (8) is 0.3m～0.4m, the degree of depth of described distortion groove (8) is not less than the height banketing in unsymmetrical load district (4).
9. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 2, it is characterized in that: in the second soft stratum district (6) outside described first row rotary churning pile (7) one sides and lateral displacement direction toe between inclinometer pipe (11), be also provided with second row rotary churning pile (24) and the 3rd row's rotary churning pile (23), described second row rotary churning pile (24) is parallel with first row rotary churning pile (7) with the 3rd row's rotary churning pile (23).
10. the error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed according to claim 1, it is characterized in that: in described first row rotary churning pile (7), the stake footpath of each rotary churning pile equates and a stake footpath scope is 0.5m～0.7m, and the distance in first row rotary churning pile (7) between adjacent two rotary churning piles equates and distance range is 0.4m～0.6m.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420089937.6U CN204000471U (en) | 2014-02-28 | 2014-02-28 | Error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed |
| SE1651270A SE543470C2 (en) | 2014-02-28 | 2014-07-02 | Correction method and correction structure for ballastless track subgrade of high-speed railway in soft soil region |
| PCT/CN2014/081475 WO2015127740A1 (en) | 2014-02-28 | 2014-07-02 | Correction method and correction structure for ballastless track subgrade of high-speed railway in soft soil region |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420089937.6U CN204000471U (en) | 2014-02-28 | 2014-02-28 | Error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204000471U true CN204000471U (en) | 2014-12-10 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420089937.6U Withdrawn - After Issue CN204000471U (en) | 2014-02-28 | 2014-02-28 | Error-correction structure for soft clay area operation ballastless track of high-speed railway roadbed |
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| Country | Link |
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| CN (1) | CN204000471U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103821040A (en) * | 2014-02-28 | 2014-05-28 | 中铁第四勘察设计院集团有限公司 | Rectifying structure for ballastless track roadbed of soft soil area operation high-speed railway |
| CN111622280A (en) * | 2020-04-20 | 2020-09-04 | 中铁第四勘察设计院集团有限公司 | Method for correcting pile foundation offset through high-pressure grouting |
-
2014
- 2014-02-28 CN CN201420089937.6U patent/CN204000471U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103821040A (en) * | 2014-02-28 | 2014-05-28 | 中铁第四勘察设计院集团有限公司 | Rectifying structure for ballastless track roadbed of soft soil area operation high-speed railway |
| CN103821040B (en) * | 2014-02-28 | 2015-08-19 | 中铁第四勘察设计院集团有限公司 | For the error-correction structure of soft clay area operation ballastless track of high-speed railway roadbed |
| CN111622280A (en) * | 2020-04-20 | 2020-09-04 | 中铁第四勘察设计院集团有限公司 | Method for correcting pile foundation offset through high-pressure grouting |
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