CN206428541U - A kind of embankment structure - Google Patents
A kind of embankment structure Download PDFInfo
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- CN206428541U CN206428541U CN201720096866.6U CN201720096866U CN206428541U CN 206428541 U CN206428541 U CN 206428541U CN 201720096866 U CN201720096866 U CN 201720096866U CN 206428541 U CN206428541 U CN 206428541U
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Abstract
The utility model belongs to foundation treatment technology field, is related to a kind of embankment structure, including supporting course, soft soil foundation, embankment filled soil, the reduction Embankment Subsidence structure for being arranged between soft soil foundation and embankment filled soil and being embedded in soft soil foundation；Reducing Embankment Subsidence structure includes pile cover, waterproof geotextiles, concrete sealing ditch, microorganism modification reinforcement cushion, embedded bar, pile cover cover plate and the concrete-pile group being made up of m rows × n row reinforced concrete thin-walled pipe stake；Pile cover is placed in the top of reinforced concrete thin-walled pipe stake；The upper surface of pile cover is fixedly installed the embedded bar in insertion pile cover；Pile cover cover plate is connected by embedded bar with pile cover；The top and bottom that microorganism is modified reinforcement cushion are equipped with waterproof geotextiles；Embankment filled soil is placed in the upper surface for the waterproof geotextiles that microorganism is modified at the top of reinforcement cushion；Waterproof geotextiles are sealed in the bottom that concrete seals ditch.The utility model has the advantages that rational in infrastructure, easy construction and effectively reduces the sedimentation of embankment.
Description
Technical field
The utility model belongs to foundation treatment technology field, is related to a kind of embankment structure, more particularly to a kind of microorganism changes
Property fiber-sand-junked tire aggregate-grid reinforced embankment structure.
Background technology
The building highway and during railway in soft clay area, due to the bad engineering such as weak soil self-strength is low, compressibility is high
Factor, it occur frequently that uneven subsidence, huge challenge is generated to normal use of road.
The common method for solving this problem at present is to use geosynthetic reinforced pile supported embankments on soft soil structure, and the structure is by following components
Composition：Embankment filled soil, sand bedding course, muscle material, stake, pile cover, soft foundation and supporting course.Under embankment filled soil load action,
Soil arching effect is formed between pile cover so that most of embankment is delivered to supporting course by stake；Muscle material by with sand bedding course it
Between interface frictional resistance interaction constraint embankment lateral displacement and the load point of stake is improved by the Membrane of Tensile Buildings effect of muscle material
Load ratio.However, the interface friction force between muscle material and sand bedding course is fairly limited, when reach capacity interface friction force when, it is this plus
Muscle bed course can not effectively limit embankment lateral displacement, be found by the research of scholar expert, geosynthetic reinforced pile supported embankments on soft soil is soft in solution
Soil area highway still suffers from following shortcoming when building：
1) destabilization or local buckling's phenomenon are still likely to occur；2) side slope of embankment lateral displacement phenomenon is still obvious；
3) Embankment Subsidence and uneven subsidence are still notable；4) muscle material is little to the lateral displacement restriction effect of ground deep layer；5)
The interface frictional resistance of muscle material and the soil body is limited, and the strength and stiffness of muscle material can not be not fully exerted；6) muscle material Membrane of Tensile Buildings effect
Load transferring ability from joint is limited.
Utility model content
For the deficiencies in the prior art, the purpose of this utility model is the provision of a kind of rational in infrastructure, construction
The embankment structure of sedimentation convenient and that embankment can be effectively reduced.
To achieve these goals, the utility model is adopted the following technical scheme that：
A kind of embankment structure, including supporting course, soft soil foundation and the embankment filled soil that is laid on soft soil foundation；The road
Dike banket upper surface provided with road surface waterproof layer, both sides be provided with bank protection waterproof layer；It is characterized in that：The embankment structure also includes
It is arranged between soft soil foundation and embankment filled soil and is embedded in the reduction Embankment Subsidence structure of soft soil foundation；The reduction Embankment Subsidence
Structure include pile cover, waterproof geotextiles, concrete sealing ditch, microorganism be modified reinforcement cushion, embedded bar, pile cover cover plate and
The concrete-pile group being made up of m rows × n row reinforced concrete thin-walled pipe stake；The pile cover is placed in reinforced concrete thin-walled pipe stake
Top；The reinforced concrete thin-walled pipe stake is punched in soft soil foundation and embedded supporting course；The upper surface of the pile cover is fixed and set
It is equipped with the embedded bar in insertion pile cover；The microorganism is modified reinforcement cushion and is fixed on the upper of pile cover by embedded bar tiling
Surface；The pile cover cover plate is connected by embedded bar with pile cover；The microorganism is modified the top and bottom of reinforcement cushion
It is equipped with waterproof geotextiles；The embankment filled soil is placed in the upper table for the waterproof geotextiles that microorganism is modified at the top of reinforcement cushion
Face；The waterproof geotextiles are sealed in the bottom that concrete seals ditch.
Preferably, the microorganism that the utility model is used, which is modified reinforcement cushion, includes three-dimensional geogrid cage, three-dimensional
GSZ, Plastic Bandage and aggregate compound；The three-dimensional geogrid is placed between adjacent three-dimensional geogrid cage, and
It is connected by Plastic Bandage；The aggregate compound is filled between three-dimensional geogrid cage and three-dimensional geogrid,
And solidified by microbial process；The three-dimensional geogrid cage is tiled by embedded bar is fixed on the top of pile cover.
Preferably, the section for the three-dimensional geogrid cage that the utility model is used is integrally rectangular；The three-dimensional soil
The height of work grid cage is 300-400mm；The width of the three-dimensional geogrid cage is identical with the width of pile cover.
Preferably, short transverse layering of the three-dimensional geogrid that is used of the utility model along three-dimensional geogrid cage
3-4 layers of laying, is 100mm per layer height；Every layer of three-dimensional geogrid is connected by Plastic Bandage with three-dimensional geogrid cage；
Spacing between the Plastic Bandage is not more than 100mm.
Preferably, the three-dimensional geogrid that is used of the utility model and three-dimensional geogrid cage be satisfied by elongation for
Tensile strength when 0.5% is not less than 200kN/m condition.
Preferably, the aggregate compound that the utility model is used is filled using compaction in layers；The aggregate compound
Lift height is 100mm, and compaction Control is 30%；.
Preferably, the modulus of elasticity for the reinforced concrete thin-walled pipe stake that the utility model is used is 20-30GPa, institute
The pile body external diameter for stating reinforced concrete thin-walled pipe stake is 500-600mm, and the wall thickness of the reinforced concrete thin-walled pipe stake is 80-
100mm, the pile body of the reinforced concrete thin-walled pipe stake presses rectangular arrangement, the two neighboring armored concrete of concrete-pile group
Stake spacing between thin-wall pipe pile is 2.0-3.0m；The strength grade of concrete that the reinforced concrete thin-walled pipe stake is used is not
Less than C60, the reinforced concrete thin-walled pipe stake includes reinforcement cage skeleton；The reinforcement cage skeleton include steel reinforcement cage indulge muscle and
It is wrapped in the stirrup that steel reinforcement cage indulges muscle periphery；The steel reinforcement cage indulges muscle and uses HRB400, and the diameter that the steel reinforcement cage indulges muscle is
18mm；The stirrup uses HRB335, and the diameter of the stirrup is 10mm.
Preferably, the section for the pile cover that the utility model is used is square；The length of side of the pile cover is 800~
1500mm；The thickness of the pile cover is not less than 250mm；The pile cover is not less than C30, the reinforcing bar using strength grade of concrete
Concrete thin-wall pile tube is embedded in the bottom surface of pile cover；The length that the reinforced concrete thin-walled pipe stake enters pile cover is not less than
50mm；The embedded bar inserts the upper surface of pile cover；The length of the embedded bar embedment pile cover is not less than 150mm；It is described
The diameter of embedded bar is not less than 8mm；The embedded bar includes 17, wherein, a center positioned at pile cover section, in addition
The edge that 16 are distributed in pile cover section and the distance away from pile cover edge are not less than 100mm；The embedded bar is in pile cover upper table
The thickness of the exposed part in face is not less than 350mm.
The utility model has the advantages that：
The utility model provides a kind of embankment structure, and the embankment structure includes supporting course, soft soil foundation, embankment filled soil,
And it is arranged between soft soil foundation and embankment filled soil and is embedded in the reduction Embankment Subsidence structure of soft soil foundation.The reduction embankment sinks
Drop structure is the reinforcement cushion built using aggregate compound, three-dimensional geogrid cage and three-dimensional geogrid, and by micro-
The reinforcement cushion is solidified into the microorganism that good integrity, intensity are high, rigidity is big and is modified reinforcement cushion, the mistake by biological curing technology
Cheng Buhui produces harmful substance and produces influence to surrounding enviroment.The reduction Embankment Subsidence structure constitutes a bearing capacity with rigid pile
Most of embankment, can be transferred to supporting course by high carrying system, and then effectively limit embankment lateral displacement, and subtract
Small Embankment Subsidence and differential settlement；Compared with traditional pile slab structure embankment or geosynthetic reinforced pile supported embankments on soft soil, the utility model is carried
The embankment structure of confession has high capacity, good in economic efficiency, short construction period and advantages of environment protection, is that one kind is worth pushing away
Wide green ecological structure.
Brief description of the drawings
Fig. 1 is the diagrammatic cross-section of embankment structure provided by the utility model；
Fig. 2 is that microorganism provided by the utility model is modified reinforcement cushion and reinforced concrete thin-walled pipe stake overlap joint signal
Figure；
Fig. 3 is the diagrammatic cross-section that used microorganism of the present utility model is modified reinforcement cushion；
Fig. 4 is the three-dimensional geogrid cage laying schematic diagram that the utility model is used；
Fig. 5 is the three-dimensional geogrid cage schematic three dimensional views that the utility model is used；
Fig. 6 is embedded bar arrangement schematic diagram of the present utility model；
Description of reference numerals is as follows：
1- supporting courses；2- soft soil foundations；The stake of 3- reinforced concrete thin-walled pipes；4- pile covers；5- waterproof geotextiles；6- three-dimensionals soil
Work grid cage；7- three-dimensional geogrids；8- microorganisms are modified reinforcement cushion；9- embedded bars；10- pile cover cover plates；Prevent on 11- road surfaces
Water layer；12- embankment filled soils；13- bank protection waterproof layers；14- concrete seals ditch；15- aggregate compounds；16- Plastic Bandages.
Embodiment
The utility model is described in detail with reference to the accompanying drawings and detailed description.
Referring to Fig. 1 and Fig. 2, the utility model provides a kind of embankment structure, including supporting course 1 and soft soil foundation 2
And it is laid on the embankment filled soil 12 on soft soil foundation 2；The width of the upper surface of embankment filled soil 12 is less than the surface of soft soil foundation 2
Width；Bank protection is provided between the upper surface of embankment filled soil 12 and soft soil foundation 2；The embankment structure also includes being arranged on soft soil foundation
Between 2 and embankment filled soil 12 and stretch into soft soil foundation 2 and supporting course 1 prevent Embankment Subsidence device；Prevent Embankment Subsidence from filling
Put and be modified reinforcement cushion 8, embedded bar 9, pile cover cover plate 10 and by m rows × n including pile cover 4, waterproof geotextiles 5, microorganism
The concrete-pile group of the composition of row reinforced concrete thin-walled pipe stake 3；Pile cover 4 is placed in the top of reinforced concrete thin-walled pipe stake 3；Reinforcing bar
Concrete thin-wall pile tube 3 is stretched into soft soil foundation 2；The upper surface of pile cover 4 is fixedly installed the embedded bar 9 in insertion pile cover 4；
Microorganism is modified the upper surface that reinforcement cushion 8 is fixed on pile cover 4 by the tiling of embedded bar 9；Pile cover cover plate 10 passes through pre-buried steel
Muscle 9 is connected with pile cover 4；The top and bottom that microorganism is modified reinforcement cushion 8 are equipped with waterproof geotextiles 5；Embankment filled soil
12 are placed in the upper surface that microorganism is modified the waterproof geotextiles 5 at the top of reinforcement cushion 8.
Referring to Fig. 3, the microorganism that the utility model is used, which is modified reinforcement cushion 8, includes three-dimensional geogrid cage 6, three-dimensional
GSZ 7, Plastic Bandage 16 and aggregate compound 15；Three-dimensional geogrid 7 is placed in three-dimensional geogrid cage 6 and passed through
Plastic Bandage 16 is connected；Aggregate compound 15 is filled between three-dimensional geogrid cage 6 and three-dimensional geogrid 7, and is passed through
Microbial process solidifies；Three-dimensional geogrid cage 6 is tiled by embedded bar 9 is fixed on the top of pile cover 4.
Referring to Fig. 4 and Fig. 5, the section for the three-dimensional geogrid cage 6 that the utility model is used is integrally rectangular；Three-dimensional
The height of GSZ cage 6 is 300-400mm；The width of three-dimensional geogrid cage 6 is identical with the width of pile cover 4.This practicality is new
The three-dimensional geogrid 7 that type is used, along 3-4 layers of three-dimensional geogrid cage short transverse layering laying, is 100mm per layer height；
Every layer of three-dimensional geogrid 7 is connected by Plastic Bandage 16 with three-dimensional geogrid cage 6；Spacing between Plastic Bandage 16 is not
More than 100mm.The three-dimensional geogrid 7 that the utility model is used is satisfied by elongation for 0.5% with three-dimensional geogrid cage 6
When tensile strength be not less than 200kN/m condition.
The aggregate compound 15 that the utility model is used uniformly is mixed by fiber, medium coarse sand and junked tire aggregate
Form, aggregate compound 15 is filled using compaction in layers, the lift height of aggregate compound 15 is 100mm, compaction Control is
30%；Fibre length is 3-5mm in aggregate compound 15, and incorporation quality accounts for the 0.1% of mixture quality；In aggregate compound 15
Medium coarse sand particle size range is 0.5-2.0mm, and mixed ratio accounts for the 90-95% of mixture quality；Waste and old wheel in aggregate compound 15
Tire bone material by waste and used rubber tyre through Mechanical Crushing into graininess, particle size range is 1.5-3.0mm.
The modulus of elasticity for the reinforced concrete thin-walled pipe stake 3 that the utility model is used is 20-30GPa, armored concrete
The pile body external diameter of thin-wall pipe pile 3 is 500-600mm, and the wall thickness of reinforced concrete thin-walled pipe stake 3 is 80-100mm, concrete-pile group
Stake spacing between two neighboring reinforced concrete thin-walled pipe stake 3 is 2.0-3.0m；What reinforced concrete thin-walled pipe stake 3 was used
Strength grade of concrete is not less than C60, and reinforced concrete thin-walled pipe stake 3 includes reinforcement cage skeleton；Reinforcement cage skeleton includes reinforcing bar
Cage indulges muscle and is wrapped in the stirrup that steel reinforcement cage indulges muscle periphery；Steel reinforcement cage indulges muscle and uses HRB400, and the diameter that steel reinforcement cage indulges muscle is
18mm；Stirrup uses HRB335, and the diameter of stirrup is 10mm.
Referring to Fig. 6, the section for the pile cover 4 that the utility model is used is square；The length of side of pile cover 4 is 800~
1500mm；The thickness of pile cover 4 is not less than 250mm；Pile cover 4 is not less than C30, armored concrete thin-walled using strength grade of concrete
Pile tube 3 is embedded in the bottom surface of pile cover 4；The length that reinforced concrete thin-walled pipe stake 3 enters pile cover 4 is not less than 50mm；Pre-buried steel
Muscle 9 inserts the upper surface of pile cover 4；The length of the embedment pile cover 4 of embedded bar 9 is not less than 150mm；The diameter of embedded bar 9 is not small
In 8mm；Embedded bar 9 includes 17, wherein, a center positioned at the section of pile cover 4,16 are distributed in the section of pile cover 4 in addition
Edge and distance away from the edge of pile cover 4 is not less than 100mm；The part exposed in the upper surface of pile cover 4 of embedded bar 9 is not less than
350mm。
Based on embankment structure provided by the utility model in Specific construction,：
1) preparation of construction：Including surveying setting-out, levelling of the land, equipment is marched into the arena, and microorganism of backbreaking is modified the thickness of reinforcement cushion 8
Degree, determines the stake position of reinforced concrete thin-walled pipe stake 3；
2) reinforced concrete thin-walled pipe stake 3 is constructed：Including pile foundation is in place, immersed tube in place, decentralization steel reinforcement cage, concrete perfusion
To tube top, vibration pipe-drawing, stake top closing and detection quality；
3) cast-in-situ steel reinforced concrete pile cover 4；In the stake top formwork of reinforced concrete thin-walled pipe stake 3, cast-in-situ steel reinforced concrete
Pile cover 4, and 17 steel bar ends are reserved at the top of pile cover 4, wherein one is located at the center of pile cover 4,4 are located at pile cover section corner,
It is not less than 100mm away from pile cover edge, bar diameter used in steel bar end is not less than 8mm；Then to cast-in-situ steel reinforced concrete stake
Cap carries out natural curing, is covered using tarpaulin, plastic cloth, prevents surface moisture from evaporating, armored concrete pile cover reaches
After 75% intensity, filled between pile cover at the top of embankment filled soil to pile cover, and carry out the work such as levelling of the land, the cleaning of pile cover top surface；
4) microorganism is modified the construction of reinforcement cushion 8；The first waterproof geotextiles are laid in embankment bottom, and pass through pre-buried steel
Muscle is fixed on the top of pile cover 4；Three-dimensional geogrid cage 6 is laid on adjacent pile cover 4, and pile cover 4 is fixed on by embedded bar 9
Top；Three-dimensional geogrid 7 and aggregate compound 15 are laid in layering respectively above soft soil foundation, and lift height is 100mm, bone
The compaction Control for expecting compound 15 is 30%, after the completion of every layer of three-dimensional geogrid 7 is laid, using Plastic Bandage 16 and three-dimensional
GSZ cage 6 is mutually fixed；Then, reinforcement cushion is modified to the microorganism and carries out microorganism solidification：
The urea liquid that first 1 hour concentration of continuous spray is 0.5M；Then, 6-8 hours calcium chloride containing 0.5M is continuously sprayed
Bacillus pasteurii centrifugate；Finally, the consolidating fluid of 14-20 days urea and calcium chloride is continuously sprayed；Urea in consolidating fluid
The final concentration of final concentration and calcium chloride is 0.5M；Bacillus pasteurii centrifugate is will to cultivate the Bacillus pasteurii liquid obtained
Using the OD of the bacterial suspension obtained after centrifuge, wherein Bacillus pasteurii liquid600More than 1.0；
6) in situ concrete pile cap plate 10 and build concrete sealing ditch 14；It is modified in microorganism on reinforcement cushion 8
Second layer waterproof geotextiles 5 are laid, build mixed in the top formwork in situ concrete pile cap plate 10 of pile cover 4, and in embankment both sides
Solidifying soil sealing ditch 14, waterproof geotextiles 5 are sealed；
7) road surface waterproof layer 11 and bank protection waterproof layer 13 are built：Treat that the existing natural curing of pile cover cover plate 10 reaches 75% intensity
Afterwards, embankment build is carried out, and road surface waterproof layer 11 and bank protection waterproof layer 13 are built respectively in side slope of embankment and embankment top surface.
Microorganism is modified reinforcement cushion to there is good effect of contraction to aggregate compound, and then can effectively limit embankment
Lateral displacement.Three-dimensional geogrid cage is prefabrication size, is customized according to live pile cover size and pilespacing.Three-dimensional geotechnique's lattice
Grid cage is fixed on the positioning by the embedded bar on pile cover, is connected while carrying out colligation by Plastic Bandage and GSZ,
An entirety is formed in whole place；Stake, pile cover and microorganism are modified the structure that reinforcement cushion constitutes similar beam-plate-post, lead to
Cross microorganism modification reinforcement cushion and most of load is transferred to reinforced concrete thin-walled pipe stake, substantially reduce the lateral of embankment
Displacement, sedimentation and differential settlement.
Above-mentioned embodiment is a preferred embodiment of the present utility model, is not new for limiting this practicality
The implementation of type and right, all equivalence changes made according to present utility model application scope of patent protection content and
Modification, all should be included in the utility model patent claim.
Claims (8)
1. a kind of embankment structure, including supporting course（1）, soft soil foundation（2）And it is laid on soft soil foundation（2）On embankment filled soil
（12）；The embankment filled soil（12）Upper surface is provided with road surface waterproof layer（11）, both sides be provided with bank protection waterproof layer（13）；Its feature
It is：The embankment structure also includes being arranged on soft soil foundation（2）With embankment filled soil（12）Between and embedded soft soil foundation（2）'s
Reduce Embankment Subsidence structure；The reduction Embankment Subsidence structure includes pile cover（4）, waterproof geotextiles（5）, concrete sealing ditch
（14）, microorganism be modified reinforcement cushion（8）, embedded bar（9）, pile cover cover plate（10）And it is thin by m rows × n row armored concrete
Wall pile tube（3）The concrete-pile group of composition；The pile cover（4）It is placed in reinforced concrete thin-walled pipe stake（3）Top；The reinforcing bar
Concrete thin-wall pile tube（3）Punch soft soil foundation（2）And embedded supporting course（1）In；The pile cover（4）Upper surface be fixedly installed
There is insertion pile cover（4）In embedded bar（9）；The microorganism is modified reinforcement cushion（8）Pass through embedded bar（9）Tiling is fixed
In pile cover（4）Upper surface；The pile cover cover plate（10）Pass through embedded bar（9）With pile cover（4）It is connected；The microorganism is modified
Reinforcement cushion（8）Top and bottom be equipped with waterproof geotextiles（5）；The embankment filled soil（12）It is placed in microorganism modification
Reinforcement cushion（8）The waterproof geotextiles at top（5）Upper surface；The waterproof geotextiles（5）It is sealed in concrete sealing ditch
（14）Bottom.
2. embankment structure according to claim 1, it is characterised in that：The microorganism is modified reinforcement cushion（8）Including three
To GSZ cage（6）, three-dimensional geogrid（7）, Plastic Bandage（16）And aggregate compound（15）；The geotechnological lattice of the three-dimensional
Grid（7）It is placed in adjacent three-dimensional geogrid cage（6）Between, and pass through Plastic Bandage（16）It is connected；The aggregate compound
（15）It is filled in three-dimensional geogrid cage（6）And three-dimensional geogrid（7）Between；The three-dimensional geogrid cage（6）Pass through
Embedded bar（9）Tiling is fixed on pile cover（4）Top.
3. embankment structure according to claim 2, it is characterised in that：The three-dimensional geogrid cage（6）Section it is overall
It is rectangular；The three-dimensional geogrid cage（6）Height be 300-400 mm；The three-dimensional geogrid cage（6）Width with
Pile cover（4）Width it is identical.
4. embankment structure according to claim 3, it is characterised in that：The three-dimensional geogrid（7）Along the geotechnological lattice of three-dimensional
Grid cage（6）Short transverse layering laying 3-4 layer, often layer height be 100mm；Every layer of three-dimensional geogrid（7）Pass through plastics
Band（16）With three-dimensional geogrid cage（6）It is connected；The Plastic Bandage（16）Between spacing be not more than 100 mm.
5. embankment structure according to claim 4, it is characterised in that：The three-dimensional geogrid（7）With the geotechnological lattice of three-dimensional
Grid cage（6）It is satisfied by the condition that tensile strength when elongation is 0.5% is not less than 200 kN/m.
6. embankment structure according to claim 5, it is characterised in that：The aggregate compound（15）Filled out using compaction in layers
Build；The aggregate compound（15）Lift height is 100 mm, and compaction Control is 30%.
7. according to any described embankment structures of claim 1-6, it is characterised in that：The reinforced concrete thin-walled pipe stake（3）
Modulus of elasticity be 20-30 GPa, reinforced concrete thin-walled pipe stake（3）Pile body external diameter be 500-600 mm, the steel
Reinforced concrete thin-wall pipe pile（3）Wall thickness be 80-100 mm, reinforced concrete thin-walled pipe stake（3）Pile body press rectangular cloth
Put, the two neighboring reinforced concrete thin-walled pipe stake of concrete-pile group（3）Between stake spacing be 2.0-3.0 m；The steel
Reinforced concrete thin-wall pipe pile（3）The strength grade of concrete used is not less than C60, the reinforced concrete thin-walled pipe stake（3）
Including reinforcement cage skeleton；The reinforcement cage skeleton, which includes steel reinforcement cage, to be indulged muscle and is wrapped in the stirrup that steel reinforcement cage indulges muscle periphery；Institute
State the vertical muscle of steel reinforcement cage and use HRB400, the diameter that the steel reinforcement cage indulges muscle is 18 mm；The stirrup uses HRB335, the hoop
The diameter of muscle is 10 mm.
8. embankment structure according to claim 7, it is characterised in that：The pile cover（4）Section it is square；The stake
Cap（4）The length of side be 800 ~ 1500 mm；The pile cover（4）Thickness be not less than 250 mm；The pile cover（4）Using concrete
Strength grade is not less than C30, the reinforced concrete thin-walled pipe stake（3）It is embedded in pile cover（4）Bottom surface；The reinforced concrete
Native thin-wall pipe pile（3）Into pile cover（4）Length be not less than 50 mm；The embedded bar（9）Insert pile cover（4）Upper surface；
The embedded bar（9）It is embedded to pile cover（4）Length be not less than 150 mm；The embedded bar（9）Diameter be not less than 8 mm；
The embedded bar（9）Including 17, wherein, one is located at pile cover（4）The center in section, 16 are distributed in pile cover in addition（4）
The edge in section and away from pile cover（4）The distance at edge is not less than 100mm；The embedded bar（9）In pile cover（4）Upper surface is exposed
Part thickness be not less than 350 mm.
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| CN201720096866.6U CN206428541U (en) | 2017-01-24 | 2017-01-24 | A kind of embankment structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106835878A (en) * | 2017-01-24 | 2017-06-13 | 华中科技大学 | A kind of embankment structure and construction method |
| CN108330764A (en) * | 2018-04-12 | 2018-07-27 | 浙江大学城市学院 | Shallow-layer cures Piled Embankments and construction method |
| CN108824097A (en) * | 2018-07-25 | 2018-11-16 | 中铁七局集团第工程有限公司 | Prefabricated GFRP pipe concrete stake and armoured concrete slab overhead type roadbed pile slab structure |
-
2017
- 2017-01-24 CN CN201720096866.6U patent/CN206428541U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106835878A (en) * | 2017-01-24 | 2017-06-13 | 华中科技大学 | A kind of embankment structure and construction method |
| CN108330764A (en) * | 2018-04-12 | 2018-07-27 | 浙江大学城市学院 | Shallow-layer cures Piled Embankments and construction method |
| CN108330764B (en) * | 2018-04-12 | 2023-09-26 | 浙江大学城市学院 | Shallow layer solidified pile bearing type embankment and construction method |
| CN108824097A (en) * | 2018-07-25 | 2018-11-16 | 中铁七局集团第工程有限公司 | Prefabricated GFRP pipe concrete stake and armoured concrete slab overhead type roadbed pile slab structure |
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