CN203866814U - Medium-compressibility soil foundation reinforcing structure for high speed railway - Google Patents
Medium-compressibility soil foundation reinforcing structure for high speed railway Download PDFInfo
- Publication number
- CN203866814U CN203866814U CN201420125088.5U CN201420125088U CN203866814U CN 203866814 U CN203866814 U CN 203866814U CN 201420125088 U CN201420125088 U CN 201420125088U CN 203866814 U CN203866814 U CN 203866814U
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- reinforcing structure
- cfg
- speed railway
- soil foundation
- embankment
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- 239000002689 soil Substances 0.000 title claims abstract description 25
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 17
- 230000006835 compression Effects 0.000 claims abstract description 18
- 238000007906 compression Methods 0.000 claims abstract description 18
- 239000004576 sand Substances 0.000 claims description 10
- 238000009940 knitting Methods 0.000 claims description 5
- 238000010276 construction Methods 0.000 abstract description 15
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 239000002131 composite material Substances 0.000 abstract description 2
- 238000004062 sedimentation Methods 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 5
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 230000003137 locomotive effect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model belongs to the technical field of railroad bed construction, and particularly relates to a medium-compressibility soil foundation reinforcing structure for a high speed railway. The reinforcing structure comprises a preloading layer, a road embankment, a plurality of cushion replacement layers and CFG short piles. The preloading layer is located at the top of the road embankment, the CFG short piles are located in a medium-compressibility soil foundation below a bottom face line, and the cushion replacement layers are arranged between the bottom of the road embankment and the CFG short piles. By means of the medium-compressibility soil foundation reinforcing structure for the high speed railway, reinforcement of the medium-compressibility soil foundation of the high speed railway can be achieved, the foundation bearing capacity can be effectively improved, the composite modulus of compression of the foundation is increased, and sedimentation after construction of the roadbed is greatly reduced. The reinforcing structure is simple in structural form, convenient to construct and capable of being widely applied to reinforcement of the foundations of the high speed railways.
Description
Technical field
The utility model belongs to railway bed and builds technical field, is specifically related to a kind of high-speed railway middle compression soil foundation reinforcing structure.
Background technology
Roadbed is as the earth structure of railway, and can its intensity, rigidity and settlement control are related to train safely, at a high speed and steady operation.High-speed railway needs highly smooth-going and stable sub rail foundation, as the major part of subgrade deformation, the settlement Control research of foundation deformation seems particularly important, the control technique of settlement after construction standard of ballastless track of high-speed railway roadbed is: general location embankment settlement after construction is not more than 15mm, and bridge road changeover portion settlement after construction is not more than 5mm.Existing distribute for low mound and hills leading edge rush comparatively widely proluvial, middle compression cohesive soil is remained on slope, still by above-mentioned control criterion construction reinforcement, but due to the particularity of middle compression cohesive soil, settlement after construction is inhomogeneous, have a strong impact on traffic safety, also there is no systematic research settlement Control technology and foundation consolidating technology both at home and abroad.
Utility model content
The purpose of this utility model is exactly the deficiency existing in order to solve above-mentioned background technology, and a kind of high-speed railway middle compression soil foundation reinforcing structure that reduces base settlement after construction is provided.
The technical solution adopted in the utility model is: a kind of high-speed railway middle compression soil foundation reinforcing structure, comprising that piling prepressing layer, embankment, multilayer are changed fills out bed course and CFG stub, described piling prepressing layer is positioned at embankment top, described CFG stub is arranged in the middle compression soil base below embankment bottomland upper thread, and described multilayer is changed and filled out bed course and be arranged between embankment bottom and CFG stub top.
Further, described side slope of embankment ratio of slope is 1:2-1:1.5, is highly 4-10m.
Further, the transverse slope ratio of slope of described piling prepressing layer is 1:2-1:1.5, longitudinally slope gradient is 1:2-1:1.5, is highly 2-5m.
Further, described multilayer is changed and is filled out bed course and comprise hardcore bed, medium coarse sand bed course and two-way warp knitting geogrid, described hardcore bed under, medium coarse sand bed course is upper, described two-way warp knitting geogrid is arranged between hardcore bed and medium coarse sand bed course.This layer changes to fill out and can make embankment load be distributed in uniformly on ground, effectively improves stake and inter-pile soil stress distribution, reduces differential settlement.
Further, described CFG stub is CFG, stake footpath 350-600mm, and pile spacing is 3-5 times an of footpath, stake is highly 4-8m.CFG stake is by cement, and flyash and rubble composition, can be salvaged economic environmental protection.
The utility model adopts piling prepressing layer, multilayer to change and fill out bed course and the polynary reinforcing technique of CFG stub, and high-speed railway middle compression soil base is carried out to consolidation process.CFG stub in ground can effectively improve the bearing capacity of ground and the modulus of compressibility of composite foundation, reduces ground settlement after construction.Multilayer change fill out bed course make stake can evenly bear the loads such as top embankment and locomotive, effectively improve stake and inter-pile soil stress distribution, avoid differential settlement.Piling prepressing layer makes the sedimentation of filler complete before laying a railway track, and can make again ground after treatment obtain precompressed, and entirety reduces the settlement after construction of roadbed.The utility model, constructs simple and convenient, is beneficial to popularization.This foundation reinforcing structure form is simple, economical and practical, easy construction, can be widely used in high-speed railway foundation reinforcing.
Brief description of the drawings
Fig. 1 is structural representation of the present utility model.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail, is convenient to be well understood to the utility model, but they do not form and limit the utility model.
As shown in Figure 1, the utility model comprises that piling prepressing layer 1, embankment 2, multilayer are changed and fills out bed course 3 and CFG stub 5.The high 4-10m of described embankment 2, slope gradient is 1:2-1:1.5, is preferably 1:1.5, by graded broken stone and A, B group media assemblage.Described piling prepressing layer 1 is positioned at the top of embankment 2, high 2-5m, be preferably 2m, piling prepressing layer is the prismatoid structure of the strip that is made up of mound, under piling prepressing layer, lay layer of geotextile, squeeze time is no less than 9 months, and the transverse slope ratio of slope of piling prepressing layer 1 is 1:2-1:1.5, longitudinally slope gradient is 1:2-1:1.5, this place laterally refers to perpendicular to line direction, longitudinally refers to along line direction.
Described multilayer is changed and is filled out bed course 3 between embankment 2 and CFG stub 5, comprise the medium coarse sand bed course that the thick hardcore bed of 0.4m and 0.2m are thick, hardcore bed under, medium coarse sand bed course is upper, between hardcore bed and medium coarse sand bed course, re-lay one deck intensity and be not less than the two-way warp knitting geogrid of 100kN/m.This layer changes to fill out and can make embankment load be distributed in uniformly on ground, effectively improves stake and inter-pile soil stress distribution, reduces differential settlement.
Described CFG stub 5 is CFG, that cement, flyash, rubble (adding if desired sand) are added water and stirred by a certain percentage, make by various forming machinery variable intensity stake, be arranged in the middle compression soil base of above-ground route below 4, be latticed layout, stake footpath 350-600mm, pile spacing is 3-5 times an of footpath, the long 4-8m of stake.This CFG stub 5 can effectively improve the compound compressed modulus of bearing capacity and the ground of middle compression soil base, controls foundation settlement.
The sequence of construction of the present embodiment is first to carry out the construction of CFG stub 5, then changes and fills out bed course 3 in CFG stub 5 top laying multilayers, and railway embankment using 2, then carry out the construction of piling prepressing layer 1 on embankment 3 surfaces.This patent construction is simple and convenient, and settlement Control successful can extensive use in the ground stabilization of high-speed railway middle compression soil.
Obviously, those skilled in the art can carry out various changes and modification and not depart from spirit and scope of the present utility model the utility model.Like this, if these amendments of the present utility model and within modification belongs to the scope of the utility model claim and equivalent technologies thereof, the utility model is also intended to comprise these changes and modification interior.The content not being described in detail in this manual belongs to the known prior art of professional and technical personnel in the field.
Claims (5)
1. a high-speed railway middle compression soil foundation reinforcing structure, it is characterized in that: comprising that piling prepressing layer (1), embankment (2), multilayer are changed fills out bed course (3) and CFG stub (5), described piling prepressing layer (1) is positioned at embankment (2) top, described CFG stub (5) is arranged in the middle compression soil base below embankment (2) bottomland upper thread, and described multilayer is changed and filled out bed course (3) and be arranged between embankment (2) bottom and CFG stub (5) top.
2. a kind of high-speed railway middle compression soil foundation reinforcing structure according to claim 1, is characterized in that: described embankment (2) slope gradient is 1:2-1:1.5, is highly 4-10m.
3. a kind of high-speed railway middle compression soil foundation reinforcing structure according to claim 1, is characterized in that: the transverse slope ratio of slope of described piling prepressing layer (1) is 1:2-1:1.5, longitudinally slope gradient is 1:2-1:1.5, is highly 2-5m.
4. a kind of high-speed railway middle compression soil foundation reinforcing structure according to claim 1, it is characterized in that: described multilayer is changed and filled out bed course (3) and comprise hardcore bed, medium coarse sand bed course and two-way warp knitting geogrid, described hardcore bed under, medium coarse sand bed course is upper, described two-way warp knitting geogrid is arranged between hardcore bed and medium coarse sand bed course.
5. a kind of high-speed railway middle compression soil foundation reinforcing structure according to claim 1, it is characterized in that: described CFG stub (5) is CFG, stake footpath 350-600mm, pile spacing is 3-5 times an of footpath, stake is highly 4-8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420125088.5U CN203866814U (en) | 2014-03-19 | 2014-03-19 | Medium-compressibility soil foundation reinforcing structure for high speed railway |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420125088.5U CN203866814U (en) | 2014-03-19 | 2014-03-19 | Medium-compressibility soil foundation reinforcing structure for high speed railway |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203866814U true CN203866814U (en) | 2014-10-08 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420125088.5U Expired - Lifetime CN203866814U (en) | 2014-03-19 | 2014-03-19 | Medium-compressibility soil foundation reinforcing structure for high speed railway |
Country Status (1)
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| CN (1) | CN203866814U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105507230A (en) * | 2015-12-04 | 2016-04-20 | 中铁第四勘察设计院集团有限公司 | Novel lateral resistance type composite construction method for consolidating foundations |
| CN105507228A (en) * | 2015-12-04 | 2016-04-20 | 中铁第四勘察设计院集团有限公司 | Novel construction method of suspended composite consolidated foundation |
| CN106968147A (en) * | 2017-04-26 | 2017-07-21 | 中铁十九局集团有限公司 | Cast-in-situ bored pile composite roadbed structure and construction method thereof |
-
2014
- 2014-03-19 CN CN201420125088.5U patent/CN203866814U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105507230A (en) * | 2015-12-04 | 2016-04-20 | 中铁第四勘察设计院集团有限公司 | Novel lateral resistance type composite construction method for consolidating foundations |
| CN105507228A (en) * | 2015-12-04 | 2016-04-20 | 中铁第四勘察设计院集团有限公司 | Novel construction method of suspended composite consolidated foundation |
| CN106968147A (en) * | 2017-04-26 | 2017-07-21 | 中铁十九局集团有限公司 | Cast-in-situ bored pile composite roadbed structure and construction method thereof |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20141008 |