CN206529652U - A kind of weak saline soil area non-fragment orbit embankment structure of rich salt - Google Patents
A kind of weak saline soil area non-fragment orbit embankment structure of rich salt Download PDFInfo
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Abstract
A kind of weak saline soil area non-fragment orbit embankment structure of rich salt, with effectively solve brining ground foundation it is molten fall into, the engineering roadblock such as salt is swollen, corrosion, meet ballastless track of high-speed railway requirement of settlement control.It includes：Drainage salt deposit, is arranged at the weak brining ground foundation top layer of rich salt；Anticorrosive reinforcing pile, is longitudinally, laterally disposed in the weak brining ground foundation of rich salt；Resist molten sunken reinforcement cushion, be laid on above anticorrosive reinforcing pile；Embankment, fills and is resisting above molten sunken reinforcement cushion；Berm with superloading, is filled outside the side slope toe of embankment both sides；Drainage system, including gutter and inclination draining salt discharge hole, gutter is arranged on outside drainage salt deposit both sides, tilts draining salt discharge hole and be arranged on drainage salt deposit and both sides gutter intersection along circuit is longitudinally spaced.
Description
Technical field
The utility model is related to high speed non-fragment orbit railroad embankment technical field, more particularly to a kind of weak salinized soil of rich salt
Regional non-fragment orbit embankment structure.
Technical background
As China Railway High-speed is walked out abroad, high ferro engineering design is faced with various complex geological conditions, and rich salt is weak
Brining ground foundation is exactly one of them.Salinized soil refers to the general designation of the different degrees of salinization of soil soil body, arid, half-dried in the whole world
Nonirrigated farmland area and sea front are widely distributed.Salinized soil is different or even more special than frozen soil, swelled ground and molten sunken property loess from general soil
It is different more complicated.Brining ground foundation has the undesirable features such as molten sunken property, salt expandability and corrosivity, and this bad engineering characteristic gives full generation
The various buildings in boundary constitute serious harm, cause huge economic loss.It is related in China's the Belt and Road development plan big
The saline soil area of area, non-fragment orbit high-speed railway, particularly soft foundation and rich salt salt marsh soil are built in similar area
Base simultaneously deposits location, and high-speed railway subgrade disease is more, and serious threat is constituted to bullet train normal operation.
Therefore, for the situation of the weak salinized soil regional construction ballastless track of high-speed railway embankment of rich salt, it is necessary to reference to
Prior art, propose it is a kind of have it is anti-it is molten fall into, salt resistance is swollen, embankment structure that is corrosion-resistant and can meeting settlement request, is no tiny fragments of stone, coal, etc. rail
Road embankment brining ground foundation processing design provides support.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of weak saline soil area non-fragment orbit embankment of rich salt
Structure, with effectively solve brining ground foundation it is molten fall into, salt is swollen, corrosion etc. engineering roadblock, meet ballastless track of high-speed railway sedimentation
Control is required.
The technical scheme that the utility model solution above-mentioned technical problem is taken is as follows：
The weak saline soil area non-fragment orbit embankment structure of a kind of rich salt of the present utility model, it is characterized in that it includes：Row
Water salt discharge layer, is arranged at the weak brining ground foundation top layer of rich salt；Anticorrosive reinforcing pile, is longitudinally, laterally disposed on rich salt soft
In weak brining ground foundation；Resist molten sunken reinforcement cushion, be laid on above anticorrosive reinforcing pile；Embankment, is filled in anti-molten sunken reinforcement pad
Layer top；Berm with superloading, is filled outside the side slope toe of embankment both sides；Drainage system, including gutter and inclination draining salt discharge hole,
Gutter is arranged on outside drainage salt deposit both sides, is tilted draining salt discharge hole and is arranged on drainage salt deposit and two along circuit is longitudinally spaced
Side gutter intersection.
The beneficial effects of the utility model are effectively to solve rich salt weak saline soil area non-fragment orbit embankment design face
The technical barrier faced, can the exclusively rich salt of base table layer in time, prevent embankment secondary salinization, it is ensured that the stability of embankment structure,
Meet and control to require at a high speed without tiny fragments of stone, coal, etc. railway deformation, be it is a kind of have it is anti-it is molten fall into, salt resistance is swollen, corrosion-resistant and can meet settlement request
Brining ground foundation treatment technology.
Brief description of the drawings
A kind of rich salt of Fig. 1 the utility model weak saline soil area non-fragment orbit embankment structure shows sectional drawing；
The structure of drainage salt deposit in a kind of weak saline soil area non-fragment orbit embankment structure of rich salt of Fig. 2 the utility model
Schematic diagram；
A kind of weak saline soil area non-fragment orbit embankment structure moderate resistance of rich salt of Fig. 3 the utility model the utility model is molten to be fallen into
Reinforcement cushion structural representation.
Technical characteristic and corresponding mark are shown in figure：Drainage salt deposit 1, medium-sand seam 11, metalling 12 are anticorrosive
Reinforcing pile 2, pile cover 21, blotter 22 resists molten sunken reinforcement cushion 3, the first water mixing mud metalling 31, steel modeling reinforcement composite earthwork
Grid 32, the second water mixing mud metalling 33, embankment 4, the following embankment 41 of bedding, bottom layer of subgrade 42, surface layer of subgrade bed 43, berm with superloading
5, side slope surface safeguard structure 6, side slope of embankment 61, berm with superloading side slope 62, drainage system 7, gutter 71 tilts drainage
Salt hole 72.
Embodiment
The utility model is further illustrated below by specific embodiment and with reference to accompanying drawing.
With reference to such as Fig. 1, a kind of weak saline soil area non-fragment orbit embankment structure of rich salt of the present utility model includes：Draining
Salt discharge layer 1, is arranged at the weak brining ground foundation top layer of rich salt；Anticorrosive reinforcing pile 2, is longitudinally, laterally disposed on rich salt soft
In weak brining ground foundation；Resist molten sunken reinforcement cushion 3, be laid on the anticorrosive top of reinforcing pile 2；Embankment 4, is filled in anti-molten sunken reinforcement
The top of bed course 3；Berm with superloading 5, is filled outside the both sides side slope toe of embankment 4；Drainage system 7, including gutter 71 and the row of inclination
Water salt discharge hole 72, gutter 71 is arranged on outside the both sides of drainage salt deposit 1, is tilted draining salt discharge hole 72 and is set along circuit is longitudinally spaced
In drainage salt deposit 1 and the intersection of both sides gutter 71.
Reference picture 1, the weak brining ground foundation top layer of the rich salt refer to topsoil excavate after hole bottom, drainage salt deposit 1
It is provided on the hole bottom after ground topsoil is excavated, topsoil excavates thickness no less than 0.5m, hole bottom is from roadbed center to two
Side sets 2% gradient；Reference picture 2, the drainage salt deposit 1 is by medium-sand seam 11, the metalling 12 laid successively from bottom to up
Constitute, the thickness of medium-sand seam 11 is no less than 0.1m, the thickness of metalling 12 is no less than 0.4m.The effect of drainage salt deposit 1 be by
Migrate to the water on ground top layer, salt and excluded to both sides gutter 71 in rich salt brining ground foundation.The medium stone of drainage salt deposit 1 layer 12
Effect be to reduce the capillary water height of underground water, prevent salinity to be gathered in embankment bottom and produce secondary salt damage.Draining
Salt discharge layer 1 is alternatively arranged as layer deformation buffer, eliminates or reduce the expansion displacement of rich salt brining ground foundation.
Reference picture 1, after drainage salt deposit 1 is set, applies anticorrosive reinforcing pile 2 on the face of drainage salt deposit 1, anticorrosive to add
Gu the pile body of stake 2 enters in the weak brining ground foundation of rich salt through drainage salt deposit 1.Anticorrosive reinforcing pile 2 is acidproof using having
Caustic corrosion performance includes CFG (CFG), pile tube, plain concrete pile or reinforced concrete pile etc., by roadbed
Center sets intersection point to side slope of embankment and berm with superloading platform by 2% gradient to both sides, should be according to foundation soil corrosion before design
Level estimate designs the decay resistance of pile body.The stake of anticorrosive reinforcing pile 2 is long and stake spacing presses non-fragment orbit settlement Control mark
Quasi- design and stake is long not less than the rich molten sunken critical depth of salt salinized soil, while stake is long should to meet bearing capacity of single pile and pile net structure is whole
Body stability requirement.Anticorrosive reinforcing pile 2 uses equilateral triangle or rectangular arrangement.Anticorrosive reinforcing pile 2 is in the face of drainage salt deposit 1
Upper use equilateral triangle or rectangle are laid, stake top is provided with the pile cover 21 of configuration reinforcement, and pile cover 21 is shaped as cylindrical or length
Cube shape, the reinforcing bar that pile cover 21 is configured should meet Punching Shear inspection calculation.Blotter 22, blotter 22 are equipped between pile cover 21
Thickness be not less than pile cover 21 height.
Reference picture 1, it is described to resist molten sunken reinforcement cushion 3 to be arranged on pile cover 21 and the top of blotter 22, with 2% gradient by
Laid to both sides to the edge of the anticorrosive outermost pile cover 21 of reinforcing pile 2 at roadbed center.It is described to resist molten sunken reinforcement pad with reference to Fig. 3
Layer 3 is broken by the first water mixing mud metalling 31, steel modeling reinforcement compound geogrid 32, the second water mixing mud laid successively from bottom to up
Rock layers 33 are constituted.Reference picture 1, the returning at the anticorrosive edge of 2 outermost pile cover of reinforcing pile 21 of steel modeling reinforcement compound geogrid 32
Roll over length and be no less than 2.5m.Have in first water mixing mud metalling 31 and the second water mixing mud metalling 33 by volume incorporation 5~7%
There is the cement of acid-alkali-corrosive-resisting performance.
The effect of steel modeling reinforcement compound geogrid 32 is between reducing reinforcing pile 2 that salinized soil is molten sunken to road bed shadow
Ring, it is ensured that roadbed long service function.Determine that the tension of steel modeling reinforcement compound geogrid 3.2 is strong according to theoretical calculation method
Degree, can avoid different height embankment from blindly using high-strength GSZ, both ensure engineering safety, also be effectively reduced material use
Amount, saves construction investment.Resist the tensile strength of steel modeling reinforcement compound geogrid 33 of molten sunken reinforcement cushion 3 by consideration " off-load
The computational methods of arch " effect are determined.Specifically it is calculated as follows：
ζs=β H
In formula, T is GSZ stretching resistance, kN/m；fcFor grid reduction factor of creep strength, 3.6~4.0 are taken；fmFor material
Production stability probability level, takes 1.05~1.10；fdFor construction damage coefficient, 1.2~1.4 are taken；feFor environment-soda acid-micro- life
Thing influences coefficient, takes 1.8~2.0；[sf] allow settling amount, unit mm for non-fragment orbit railway subgrade surface；R is stake edge to stake
Jian Tu centers or the distance of the centre of form, unit m；ζsFor off-loading coefficient (0≤ζs＜ 1)；EgFor grid extensional rigidity, unit kN/m；β
For attenuation coefficient, unit 1/m, β value is relevant with embankment fill material, is determined by field test.
Reference picture 1, in the anti-molten sunken top railway embankment 4 of reinforcement cushion 3, from bottom to up the following embankment 41 of the bedding of making,
Bottom layer of subgrade 42 and surface layer of subgrade bed 43, material type and compacting criteria should be met《Design of High-speed Railway specification》.In embankment both sides
Berm with superloading 5 is filled outside the toe of side slope 61, the top surface width of berm with superloading 5 is no less than 3m, highly not less than 1.0m.Berm with superloading 5
Material type and compacting criteria it is identical with bedding following embankment 41, should also meet《Design of High-speed Railway specification》.Berm with superloading 5
Effect be to extend rain infiltration path, rain infiltration is avoided to a certain extent and triggers between stake that salinized soil is molten to fall into.
Reference picture 1, the embankment 4, the side slope of embankment 61 of the both sides of berm with superloading 5, is equipped with side in berm with superloading side slope 6.2
Slope slope protection structure 6, side slope surface safeguard structure 6 can be spread grass-seed, herringbone using geotechnological gauze pad soil moved in improve the original and be intercepted water skeleton or sky
The forms such as heart brick.
Reference picture 1, the inclination draining salt discharge hole 72 longitudinally carries out equidistant perforate along circuit by 1.0m, tilts drainage
Salt hole 72 is tilted from drainage salt deposit 1 to both sides gutter 71, and gradient is not less than 6%, and aperture is not less than 100mm, aperture
It is not less than 0.4m with the gutter bottom of trench discrepancy in elevation.The effect for tilting draining salt discharge hole 72 is the water salt of drainage salt deposit 1 in time
Discharge, and excluded by gutter 72, it is to avoid water salt is gathered in top layer ground and produces subgrade defect.
Reference picture 1, generally, the bottom of trench width of gutter 71 are no less than 0.4m, and ditch depth is no less than 0.8m；General location, draining
The longitudinal drainage gradient of ditch 71 is no less than 8 ‰, and one side weathering length is not more than 800m；Charge for remittance location, the longitudinal direction of gutter 71 row
The water gradient is no less than 12 ‰, and one side weathering length is not more than 600m, and gutter 71 uses armored concrete precast assembly, should
With resistance sulfate, villaumite, carbonic acid salt corrosion and with anti-aging feature.The effect in gutter 71 is to exclude bottom of trench in time
Ponding, salification, it is to avoid bottom of trench ponding invades drainage salt deposit by inclination draining salt discharge hole 71, cause brining ground foundation immersion molten
Fall into.
Advantage of the present utility model is mainly reflected in following aspects：
(1) drainage salt deposit 1 is arranged on pile cover 21 and the anti-molten sunken lower section of reinforcement cushion 3, will be migrated in brining ground foundation to
The water salt of topsoil is excluded to both sides gutter 71, can reduce the capillary water height of underground water, or even eliminate capillary water
Rise, prevent harmful salt to be gathered in embankment bottom and produce secondary salt damage；Drainage salt deposit 1 is alternatively arranged as layer deformation buffer, eliminates
Or reduce the expansion displacement of brining ground foundation.
(2) salinized soil is molten sunken to road bed between steel modeling reinforcement compound geogrid 32 can be prevented effectively from reduction reinforcing pile 2
Influence, it is ensured that roadbed long service function；Computational methods according to " relieving arch " effect is considered determine that steel moulds reinforcement composite earthwork
The tensile strength of grid 3.2, can avoid different height embankment from blindly using high-strength GSZ, both ensure engineering safety, also may be used
Material usage is effectively reduced, construction investment is saved.
(3) on embankment water-proof function, berm with superloading 5 can extend rain infiltration path, it is to avoid rain infiltration triggers between stake
Salinized soil is molten to fall into；Gutter 71 can exclude bottom of trench ponding, salification in time, it is to avoid bottom of trench ponding is invaded by inclination draining salt discharge hole and arranged
Water salt discharge layer, causes brining ground foundation immersion is molten to fall into；Tilting draining salt discharge hole 72 in time can arrange the water salt of drainage salt deposit 1
Go out, and excluded by gutter 7.2, it is to avoid water salt is gathered in top layer ground and produces salt damage.
(4) the utility model design cycle is clear, and clearly, structure is safe and reliable for sequence of construction, and roadbed quality is easy to ensure,
Not only there is stronger application value at home, the brining ground foundation processing that Chinese high ferro going global faces can be also solved
Problem.
A kind of weak saline soil area of rich salt of the utility model that simply explains through diagrams described above non-fragment orbit road
Some principles of embankment structure, are not intended to the utility model being confined in shown and described concrete structure and the scope of application,
Therefore every corresponding modification for being possible to be utilized and equivalent, belong to the apllied the scope of the claims of the utility model.
Claims (10)
1. a kind of weak saline soil area non-fragment orbit embankment structure of rich salt, it is characterized in that it includes：Drainage salt deposit (1), if
It is placed in the weak brining ground foundation top layer of rich salt；Anticorrosive reinforcing pile (2), is longitudinally, laterally disposed on the weak salinized soil of rich salt
In ground；Resist molten sunken reinforcement cushion (3), be laid on above anticorrosive reinforcing pile (2)；Embankment (4), is filled in anti-molten sunken reinforcement pad
Above layer (3)；Berm with superloading (5), is filled outside the side slope toe of embankment (4) both sides；Drainage system (7), including gutter (71)
With inclination draining salt discharge hole (72), gutter (71) are arranged on outside drainage salt deposit (1) both sides, tilt draining salt discharge hole (72) edge
Circuit is longitudinally spaced to be arranged on drainage salt deposit (1) and both sides gutter (71) intersection.
2. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 1, it is characterized in that：The richness
Salt weakness brining ground foundation top layer refer to topsoil excavate after hole bottom, topsoil excavates thickness no less than 0.5m, Keng Diyou roads
Base center sets 2% gradient to both sides；The drainage salt deposit (1) is by the medium-sand seam (11), broken laid successively from bottom to up
Rock layers (12) are constituted, and medium-sand seam (11) thickness is no less than 0.1m, and metalling (12) thickness is no less than 0.4m.
3. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 1, it is characterized in that：It is described anti-
The pile body for corroding reinforcing pile (2) enters in the weak brining ground foundation of rich salt through drainage salt deposit (1).
4. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 3, it is characterized in that：It is described anti-
Corrosion reinforcing pile (2) includes CFG, pile tube, plain concrete pile or reinforcing bar using with acid-alkali-corrosive-resisting performance
Concrete-pile；Anticorrosive reinforcing pile (2) is set to side slope of embankment and berm with superloading platform from roadbed center by 2% gradient to both sides
Intersection point, anticorrosive reinforcing pile (2) stake is long and stake spacing is designed by non-fragment orbit settlement Control standard and stake is long not less than rich salt
The molten sunken critical depth of salinized soil；The anticorrosive reinforcing pile (2) uses equilateral triangle or rectangular cloth on drainage salt deposit (1) face
If stake top is provided with the pile cover (21) of configuration reinforcement.
5. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 4, it is characterized in that：The stake
Blotter (22) is equipped between cap (21), the thickness of blotter (22) is not less than the height of pile cover (21)；It is described anti-molten
Fall into reinforcement cushion (3) to be arranged on above pile cover (21) and blotter (22), laid with 2% gradient from roadbed center to both sides
To the edge of anticorrosive reinforcing pile (2) outermost pile cover (21).
6. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 5, it is characterized in that：It is described anti-
Molten sunken reinforcement cushion (3) moulds reinforcement compound geogrid by the first water mixing mud metalling (31), the steel laid successively from bottom to up
(32), the second water mixing mud metalling (33) constitute, wherein steel modeling reinforcement compound geogrid (32) in anticorrosive reinforcing pile (2) most
The diffraction length at outside pile cover (21) edge is no less than 2.5m.
7. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt such as according to claim 5, it is characterized in that：Institute
The tensile strength for stating steel modeling reinforcement compound geogrid (3.2) is calculated as follows：
ζs=β H
In formula, T is GSZ stretching resistance, kN/m；fcFor grid reduction factor of creep strength, 3.6~4.0 are taken；fmIt is steady for material production
Qualitative probability level, takes 1.05~1.10；fdFor construction damage coefficient, 1.2~1.4 are taken；feFor environment-soda acid-microbiological effect
Coefficient, takes 1.8~2.0；[sf] allow settling amount, unit mm for non-fragment orbit railway subgrade surface；R is stake edge into inter-pile soil
The distance of the heart or the centre of form, unit m；ζsFor off-loading coefficient (0≤ζs＜ 1)；EgFor grid extensional rigidity, unit kN/m；β is decay
Coefficient, unit 1/m, β value is relevant with embankment fill material, is determined by field test.
8. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 1, it is characterized in that：The road
Dike (4) includes the following embankment of bedding (41), bottom layer of subgrade (42) and the surface layer of subgrade bed (43) filled successively from bottom to up.
9. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 1, it is characterized in that：The road
Dike (4), the side slope of embankment (61) of berm with superloading (5) both sides, berm with superloading side slope are equipped with side slope surface safeguard structure on (6.2)
(6), side slope surface safeguard structure (6) spreads grass-seed, herringbone using geotechnological gauze pad soil moved in improve the original and intercepted water the forms such as skeleton or hollow brick.
10. the weak saline soil area non-fragment orbit embankment structure of a kind of rich salt as claimed in claim 1, it is characterized in that：It is described
Tilt draining salt discharge hole (72) and longitudinally carry out equidistant perforate by 1.0m along circuit, tilt draining salt discharge hole (72) by draining salt discharge
Layer (1) is tilted to both sides gutter (71), and gradient is not less than 6%, and aperture is not less than 100mm, aperture and gutter bottom of trench
The discrepancy in elevation is not less than 0.4m.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638166A (en) * | 2016-12-02 | 2017-05-10 | 中铁二院工程集团有限责任公司 | Ballastless track embankment structure for salt-rich soft saline soil area |
| CN108647424A (en) * | 2018-05-07 | 2018-10-12 | 中铁二院工程集团有限责任公司 | A kind of determination method of the vertical TGXG stretching resistance of the composite reinforced stake of Resistant heave |
| CN110055826A (en) * | 2019-04-28 | 2019-07-26 | 中铁二院工程集团有限责任公司 | A kind of enhanced ballast bed structure of cutting cogwheel railway and construction method |
| CN113403901A (en) * | 2021-05-22 | 2021-09-17 | 山东高速工程建设集团有限公司 | Cement modified soil roadbed filling process |
| CN113994785A (en) * | 2021-11-01 | 2022-02-01 | 中国科学院新疆生态与地理研究所 | Method for transforming desert soil by simulating natural geological process of saline-alkali occurrence in arid region |
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2016
- 2016-12-02 CN CN201621314680.5U patent/CN206529652U/en active Active
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638166A (en) * | 2016-12-02 | 2017-05-10 | 中铁二院工程集团有限责任公司 | Ballastless track embankment structure for salt-rich soft saline soil area |
| CN106638166B (en) * | 2016-12-02 | 2019-01-04 | 中铁二院工程集团有限责任公司 | A kind of richness salt weakness saline soil area non-fragment orbit embankment structure |
| CN108647424A (en) * | 2018-05-07 | 2018-10-12 | 中铁二院工程集团有限责任公司 | A kind of determination method of the vertical TGXG stretching resistance of the composite reinforced stake of Resistant heave |
| CN108647424B (en) * | 2018-05-07 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Method for determining tensile resistance of vertical geogrid of anti-uplift composite reinforced pile |
| CN110055826A (en) * | 2019-04-28 | 2019-07-26 | 中铁二院工程集团有限责任公司 | A kind of enhanced ballast bed structure of cutting cogwheel railway and construction method |
| CN110055826B (en) * | 2019-04-28 | 2023-09-22 | 中铁二院工程集团有限责任公司 | Construction method of cutting rack rail reinforced track bed structure |
| CN113403901A (en) * | 2021-05-22 | 2021-09-17 | 山东高速工程建设集团有限公司 | Cement modified soil roadbed filling process |
| CN113403901B (en) * | 2021-05-22 | 2022-09-09 | 山东高速工程建设集团有限公司 | Cement modified soil roadbed filling process |
| CN113994785A (en) * | 2021-11-01 | 2022-02-01 | 中国科学院新疆生态与地理研究所 | Method for transforming desert soil by simulating natural geological process of saline-alkali occurrence in arid region |
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