CN105926589B - It is adapted to the steel-pipe pile and its grouting method of coral reef geology - Google Patents
It is adapted to the steel-pipe pile and its grouting method of coral reef geology Download PDFInfo
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- CN105926589B CN105926589B CN201610403979.6A CN201610403979A CN105926589B CN 105926589 B CN105926589 B CN 105926589B CN 201610403979 A CN201610403979 A CN 201610403979A CN 105926589 B CN105926589 B CN 105926589B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a kind of steel-pipe pile and its grouting method suitable for coral reef geology, steel-pipe pile includes：Steel pipe pile body；And multiple mud jacking pipelines, its ring are located at steel-pipe pile inner body wall, mud jacking pipeline includes filling the high-pressure hose being axially disposed within steel-pipe pile inner body wall of body along steel pipe and is covered in the angle steel that outside high-pressure hose and both ends are fixed in steel-pipe pile inner body wall；Wherein, also there is multiple grout outlets for being oppositely arranged and connecting with high-pressure hose and multiple outer casings being arranged on lateral wall in steel pipe pile body, multiple through holes with grout outlet insertion are offered on the outer casing, it is provided with magnetic at the grout outlet to seal so that the grout outlet is in sealing state in not slip casting, grouting method includes drilling, arranges mud jacking pipeline, decentralization steel-pipe pile, slip casting in steel pipe pile body.The steel-pipe pile and slip casting method method of the present invention, which is applied to pile foundation construction, can significantly improve bearing capacity and stability of the bridge pile foundation in coral reef geological environment.
Description
Technical field
The present invention relates to bridge pile foundation field.It is more particularly related to a kind of steel suitable for coral reef geology
Pile tube and its grouting method.
Background technology
Coral reef is to develop the geologic body being collectively forming in tropical ocean environment by biological agent and geologic process, is one
The special rock soil medium type of kind, there are the engineering-environment characteristic and engineering geological property of uniqueness.With field of civil engineering
Continue to develop, the engineering structure on coral reef geological environment is more and more.Coral reef geology shows quasi- coral rock, coral rock
Be respectively provided with density is low, hole is big, it is structural it is strong, fragility is big, intensity anisotropy outstanding feature, show extremely complex rock
Native engineering characteristic, it is mainly reflected in following aspect：Spatially, the extremely complex property and inhomogeneities of material grainses group structure；Each group
The inhomogeneities of structure hole, hole；The inhomogeneities of each group structure degree of consolidation；Particle fragility, particle also has broken under low confined pressure
It is broken；Skeleton structure, there is very strong structural strength.In a word, loose gritty dust stratum, interbedding of soft and hard rocks, hole development, grading
Uneven, Particle Breakage；The quasi- coral rock and coral rock of half diagenesis have typical hard fragility, its ground performance indications, such as saturation
Uniaxial compressive strength, the basic permissible value of foundation bearing capacity, bored piles side friction standard value etc. all refer to compared to performances of rock
Mark it is relatively low, hence in so that bridge pile foundation seems particularly severe in the construction of coral reef geological environment.The pile foundation of bridge is bridge simultaneously
The critically important part of beam, the safety of bridge superstructure can propose higher requirement to the pile foundation of bridge.Slurry injection technique
It is a kind of critically important means for improving pile foundation bearing capacity.Slurry injection technique is exactly the slurries for pressing equipment will to solidify using sending
Material is injected in the gap of particle in stratum, the interface of soil layer or rock crack by certain means, makes its expansion, glue
Knot, solidification, to reduce the permeability on stratum, strengthen formation strength, prevent settlement of foundation, the treatment technology of deformation.Exactly because
Coral reef characteristic, it is therefore desirable to search out and be adapted to use in coral reef geological environment, and pile foundation can be significantly improved in coral
The bearing capacity grouting steel-pipe pile and its grouting method of coral reef geological environment.
The content of the invention
It is an object of the invention to the abominable constructed for bridge pile foundation in coral reef geological environment, there is provided Yi Zhongneng
Significantly improve grouting steel-pipe pile of the pile foundation in the bearing capacity of coral reef geological environment.
A kind of steel-pipe pile suitable for coral reef geology, including：
Steel pipe pile body；And
Multiple mud jacking pipelines, its ring are located at the steel-pipe pile inner body wall, and the mud jacking pipeline includes filling along the steel pipe
The high-pressure hose being axially disposed within steel-pipe pile inner body wall of body and it is covered in that the high-pressure hose is outer and both ends are fixed
Angle steel in the steel-pipe pile inner body wall；
Wherein, in the steel pipe pile body also have multiple grout outlets for being oppositely arranged and connecting with the high-pressure hose,
And multiple outer casings being arranged on lateral wall, the through hole of multiple grout outlets insertions is offered on the outer casing, is gone out
Magnetic envelope is provided with slurry mouth so that the grout outlet is in sealing state in not slip casting.
Preferably, wherein, the high-pressure hose is connected by elbow with the grout outlet, along during slip casting on the elbow
The flow direction of slurries is provided with a non-return valve.
Preferably, wherein, multiple mud jacking pipeline groups are arranged at intervals with along its length in the steel-pipe pile inner body wall,
The upper end of multiple mud jacking pipeline groups flushes, lower end not on sustained height, and two-by-two the difference in height of mud jacking pipeline group lower end be 10
~20m.
Preferably, wherein, the multiple mud jacking pipeline group includes a first mud jacking pipeline group and multiple second mud jacking
Pipeline group, the first mud jacking pipeline group include three the first mud jacking pipelines of equidistantly distributed, three the first mud jacking pipelines
Lower end flushes and close to the lower end of the steel pipe pile body, and the second mud jacking pipeline group includes two second symmetrical pressures
Pipeline is starched, the lower end of two the second mud jacking pipelines flushes.
Preferably, wherein, the high-pressure hose is welded in the steel-pipe pile inner body wall.
Preferably, wherein, at least one through hole is coaxially disposed with the grout outlet on the outer casing.
Preferably, wherein, the angle steel both ends be additionally provided with the steel plate end socket that is connected with the steel pipe pile body and
Stiffener.
It is a still further object of the present invention to provide a kind of grouting method of the steel-pipe pile suitable for coral reef geology, including such as
Lower step：
1) arrangement stake position is required according to Pile Foundations Design, drills through stake holes with drilling tool, whether detection stake holes, which is in, can normally construct
State；
2) the steel pipe pile body of length and stake holes deep equality and the high-pressure hose that multiple watertightnesses are good are chosen, in steel pipe
Along its axial arranged a plurality of mud jacking pipeline on pile body inwall, three mud jacking pipelines are first set at equal intervals, and lower end is close to steel pipe
The lower end of pile body, then two mud jacking pipelines are symmetrically arranged every 10-20m successively upwards, hold level with both hands on a plurality of mud jacking pipeline
Together, the high-pressure hose lower end in every mud jacking pipeline connects with a grout outlet, the steel-pipe pile body outer wall at grout outlet place
On fix an outer casing；
3) the interior above-mentioned steel pipe pile body for arranging mud jacking pipeline of insertion into the stake holes constructed；
4) cement and water are stirred into slurries, grouting equipment is opened after filtering and injects slurries into high-pressure hose, during slip casting
The order of the height from top to bottom slip casting into the high-pressure hose of mud jacking pipeline successively according to high-pressure hose lower end；
5) grouting pressure and grouting amount are observed, when grouting pressure reaches design load, after voltage stabilizing 5min, completes stake holes note
Slurry；
6) next stake holes slip casting is transferred to, is finished until terminating all pile hole constructions.
Preferably, wherein, the water-cement ratio of the slurries is 0.26-0.28, and during slip casting, three close to steel pipe pile body
Slurries glue in the mud jacking pipeline of lower end is more than the water-cement ratio of other each mud jacking pipelines.
Preferably, wherein, it is 15-17s that slurries, which go out machine fluidity, and the fluidity of 60min rear slurries is less than 25s.
The present invention comprises at least following beneficial effect：
(1) set on the inwall of steel pipe pile body multiple mud jacking pipelines can from all directions to steel tube pile grouting, and
High-pressure hose connects with grout outlet, and by high-pressure hose slip casting into steel pipe pile body so in slip casting, slurries are from grout outlet
Outflow, flow in the coral reef geology of matrix type structure by the through hole on outer casing, the hole filled up in coral reef geology, adds
Gu coral reef geologic structure so that pile foundation forms integral rock-steady structure with coral reef geology, has greatly reinforced the stabilization of pile foundation
Property and bearing capacity；
(2) magnetic envelope is shelved at the grout outlet in steel pipe pile body, and the purpose is to temporary protection grout outlet, prevents from transferring
Grout outlet is blocked by soil on stake holes wall etc. when steel pipe pile body is into stake holes, and in slip casting, the slurries in high-pressure hose lead to
The pressure of itself is crossed to wash magnetic envelope to rock stratum slip casting open, the effect on outer casing be protected when transfer steel-pipe pile steel-pipe pile outside
Wall；
(3) in slip casting, the first slip casting since the higher stake side of the height of high-pressure hose lower end, slurries are from high-pressure hose stream
Go out and entered by grout outlet in the coral reef rock stratum on upper strata, steel pipe pile body finally is filled to pile grouting again, i.e., first from upper
To lower filling coral reef rock stratum, then steel-pipe pile is filled to pile grouting, such grouting method causes the hole of each layer of rock stratum
Can be filled by slurries, and the section of pile foundation in itself is also all distributed by injecting paste material, greatly improve pile foundation stability and
Bearing capacity；
(4) during slip casting, three slurries glues in the mud jacking pipeline of steel pipe pile body lower end are more than other each mud jacking
The water-cement ratio of pipeline, the glue for increasing pile grouting are to strengthen the bearing capacity of pile body.
Further advantage, target and the feature of the present invention embodies part by following explanation, and part will also be by this
The research and practice of invention and be understood by the person skilled in the art.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention；
Fig. 2 is the cross-sectional configuration schematic diagram of the present invention；
Fig. 3 is A full-page proof detail views in Fig. 2；
Fig. 4 is the partial structural diagram of the vertical section of the present invention；
Fig. 5 is the grouting method flow chart of the present invention.
Embodiment
The present invention is described in further detail below in conjunction with the accompanying drawings, to make those skilled in the art with reference to specification text
Word can be implemented according to this.
It should be noted that experimental method described in following embodiments, is conventional method unless otherwise specified, institute
Reagent and material are stated, unless otherwise specified, is commercially obtained；In the description of the invention, term " transverse direction ", " vertical
To ", " on ", " under ", "front", "rear", "left", "right", " vertical ", " level ", " top ", " bottom ", " interior ", the instruction such as " outer " side
Position or position relationship are based on orientation shown in the drawings or position relationship, are for only for ease of the description present invention and simplify description,
It is not instruction or implies signified device or element there must be specific orientation, with specific azimuth configuration and operation, because
This is not considered as limiting the invention.
Shown such as Fig. 1, Fig. 2, Fig. 3, the present invention provides a kind of steel-pipe pile suitable for coral reef geology, including：
Steel pipe pile body 1；And
Multiple mud jacking pipelines 2, its ring are located at the inwall of steel pipe pile body 1, and mud jacking pipeline 2 includes the axle that body 1 is filled along steel pipe
To the high-pressure hose 20 being arranged on the inwall of steel pipe pile body 1 and it is covered in outside high-pressure hose 20 and both ends are fixed on steel-pipe pile
Angle steel 21 on the inwall of body 1；
Wherein, in steel pipe pile body 1 also have multiple grout outlets 10 for being oppositely arranged and connecting with high-pressure hose 20 and
Multiple outer casings 11 being arranged on lateral wall, multiple through holes 110 with grout outlet insertion, grout outlet are offered on outer casing 11
Magnetic envelope 12 is provided with 10, magnetic envelope 12 is by magnetic absorption to make grout outlet 10 not at the grout outlet 10 of steel pipe pile body 1
Sealing state is in during slip casting.
In the above-mentioned technical solutions, the diameter of grout outlet 10 be typically worth control on 1cm or so, outer casing 11 with grout outlet
The 10 diameter general controls of through hole 110 being connected are in 6mm.Set multiple mud jacking pipelines 2 can be with the inwall of steel pipe pile body 1
Slip casting is carried out to steel-pipe pile from all directions, and high-pressure hose 20 connects with grout outlet 10, it is soft by high pressure so in slip casting
The slip casting into steel pipe pile body 1 of pipe 20, slurries are injected near 10 sides of grout outlet of steel pipe pile body 1, increase steel-pipe pile
Bearing capacity in coral reef geology.Magnetic envelope 12 is shelved at the grout outlet 10 in steel pipe pile body 1, and the purpose is to temporarily protect
Grout outlet 10 is protected, prevents that grout outlet 10 is blocked by soil on stake holes wall etc. when transferring steel pipe pile body 1 into stake holes, and is being noted
During slurry, the slurries in high-pressure hose 20 are washed open magnetic envelope by the pressure of itself, and slurries flow out from grout outlet 10, by outer casing
Through hole 110 on 11 is flow in the coral reef geology of matrix type structure, the hole filled up in coral reef geology so that pile foundation and coral
Coral reef geology forms integrative-structure, has greatly reinforced the stability and bearing capacity of pile foundation.The effect of outer casing 11 is in decentralization steel
The outer wall of steel-pipe pile is protected during pile tube.
In another technical solution, as shown in figure 4, high-pressure hose 20 is connected by elbow 22 with grout outlet 10, elbow
A non-return valve 23 is provided with along the flow direction of slurries during slip casting on 22, due to horizontal where the bottom of high-pressure hose 20 and grout outlet 10
Line is in 90 °, it is therefore desirable to which it is in order that must note to connect high-pressure hose 20 and grout outlet 10, the setting of non-return valve 23 by elbow 22
Slurries can only flow in one direction during slurry, prevent adverse current from causing slip casting to fail.
In another technical solution, multiple mud jacking pipelines are arranged at intervals with along its length in the inwall of steel pipe pile body 1
Group (does not mark) in figure, the upper ends of multiple mud jacking pipeline groups flushes, lower end not on sustained height, and two-by-two under mud jacking pipeline group
The difference in height at end is 10~20m, multiple mud jacking pipeline groups is set on steel-pipe pile, and the lower end of every group of mud jacking pipeline group is not same
One height, so can cause each rock stratum to be filled by slurries, improve the stability and bearing capacity of pile foundation.
Further, multiple mud jacking pipeline groups include a first mud jacking pipeline group and multiple second mud jacking pipeline groups (figure
In do not mark), the first mud jacking pipeline group includes three the first mud jacking pipelines of equidistantly distributed, under three the first mud jacking pipelines
End flushes and includes two symmetrical the second madjack pipes close to the lower end of the steel pipe pile body, the second mud jacking pipeline group
Road, the lower end of two the second mud jacking pipelines flush.In the above-mentioned technical solutions, i.e., 3 mud jacking pipelines are equally spaced at stake bottom
Slip casting is carried out, and 2 mud jacking pipelines are arranged symmetrically each layer of stake side, this is due to that the grouting amount at a bottom is larger, this
Arrangement can ensure all to be distributed by injecting paste material in the range of the section at a bottom as much as possible, ensure that the carrying energy of pile foundation
Power.
In another technical solution, high-pressure hose 20 is welded on the inwall of steel pipe pile body 1, and high-pressure hose 20 is fixed
On steel-pipe pile inwall, prevent that, in slip casting, high-pressure hose shakes or shifted, and influences slip casting effect.
In another technical solution, at least one through hole 110 is coaxially disposed with grout outlet 10 on outer casing 11, so
Structure facilitate slurries to flow out from grout outlet to enter directly into coral reef geology by the through hole.
In another technical solution, the both ends of angle steel 21 are additionally provided with the steel plate end socket 210 being connected with steel pipe pile body
With stiffener 211, the stability of angle steel 21 can be so improved.
The present invention also provides a kind of grouting method of the steel-pipe pile suitable for coral reef geology, sees Fig. 5, including following step
Suddenly：
(1) arrangement stake position is required according to Pile Foundations Design, drills through stake holes with drilling tool, whether detection stake holes, which is in, can normally construct
State；
(2) the steel pipe pile body 1 of length and stake holes deep equality and the high-pressure hose 20 that multiple watertightnesses are good are chosen,
Along its axial arranged a plurality of mud jacking pipeline 2 on the inwall of steel pipe pile body 1, three mud jacking pipelines 2, and three pressures are first set at equal intervals
The slurry lower end of pipeline 2 is symmetrically arranged two mud jacking pipelines 2 every 10-20m successively close to the lower end of steel pipe pile body 1, then upwards,
The upper end of a plurality of mud jacking pipeline 2 is concordant, and the lower end of high-pressure hose 20 in every mud jacking pipeline 2 connects with a grout outlet 10；
(3) the interior above-mentioned steel pipe pile body 1 for arranging mud jacking pipeline of insertion into the stake holes constructed；
(4) cement and water are stirred into slurries, grouting equipment is opened after filtering and injects slurries into high-pressure hose, during slip casting
The order of the height from top to bottom slip casting into the high-pressure hose of mud jacking pipeline successively according to high-pressure hose lower end；
(5) required to determine the grouting amount for not having root high-pressure hose according to Pile Foundations Design, observe grouting pressure and grouting amount, work as note
When slurry pressure reaches design load, after voltage stabilizing 5min, the stake holes slip casting is completed；
(6) next stake holes slip casting is transferred to, is finished until terminating all pile hole constructions.
In the above-mentioned technical solutions, according to the special geology of coral reef, arrangement stake holes and the stake holes for drilling through respective depth, and
Steel-pipe pile needed for prefabricated slip casting, grout outlet is chosen on the relatively low rock stratum of core-taking rate in steel pipe pile body, so in slip casting,
Slurries can fill reinforces underground foundation into loose gritty dust stratum, and slip casting effect is preferable, and pile foundation stability is high.Basis simultaneously
Design requirement determines the slip casting position of a bottom and every layer of stake side, because pile grouting amount is larger, therefore at steel-pipe pile stake bottom etc.
Spacing arranges three mud jacking pipelines, can so ensure all to be distributed by injecting paste material as far as possible in the range of the section at a bottom, carry
The high bearing capacity of pile foundation, then one layer of stake side pressure grouting pipeline is arranged every 10-20m, every layer of stake side pressure grouting pipeline includes two
Symmetrically arranged mud jacking pipeline so that each rock stratum is distributed by injecting paste material, and piling strtucture is stable.In slip casting, first from high pressure
The stake side that the height of flexible pipe lower end is higher starts slip casting, and slurries enter the coral on upper strata from high-pressure hose outflow by grout outlet
In hermatolith layer, steel pipe pile body finally is filled to pile grouting again, i.e., first fills coral reef rock stratum from top to bottom, then to stake bottom
Steel-pipe pile is filled in slip casting.Such grouting method causes the hole of each layer of rock stratum to be filled by slurries, and pile foundation is in itself
Section is also all distributed by injecting paste material, greatly improves the stability and bearing capacity of pile foundation.
In another technical solution, the water-cement ratio of slurries is 0.26-0.28, because coral reef shows coral rock geology
Character, therefore water-cement ratio when design coral reef slip casting is required with the slip casting of coral rock, and during slip casting, three close to steel-pipe pile sheets
Concrete slurry glue in the mud jacking pipeline of body lower end is more than the water-cement ratio of other each mud jacking pipelines, increases the water of pile grouting
Glue is that the slip casting of stake side is then to fill the hole of coral reef rock stratum, therefore each stake side in order to strengthen the bearing capacity of pile body
The water-cement ratio of grouting serous fluid is consistent, during pile grouting, need to increase water-cement ratio.
In another technical solution, it is 15-17s that slurries, which go out machine fluidity, and the fluidity of 60min rear slurries is less than 25s.
Although embodiment of the present invention is disclosed as above, it is not restricted in specification and embodiment listed
With it can be applied to various suitable the field of the invention completely, can be easily for those skilled in the art
Other modification is realized, therefore under the universal limited without departing substantially from claim and equivalency range, it is of the invention and unlimited
In specific details and shown here as the legend with description.
Claims (9)
- A kind of 1. grouting method of steel-pipe pile suitable for coral reef geology, it is characterised in that a kind of steel-pipe pile is provided, including：Steel pipe pile body；AndMultiple mud jacking pipelines, its ring are located at the steel-pipe pile inner body wall, and the mud jacking pipeline is included along the steel pipe pile body The high-pressure hose being axially disposed within steel-pipe pile inner body wall and be covered in that the high-pressure hose is outer and both ends are fixed on institute State the angle steel in steel-pipe pile inner body wall；Wherein, in the steel pipe pile body also have multiple grout outlets for being oppositely arranged and connecting with the high-pressure hose and Multiple outer casings being arranged on lateral wall, multiple through holes with grout outlet insertion are offered on the outer casing, it is described Magnetic envelope is provided with grout outlet so that the grout outlet is in sealing state in not slip casting；The grouting method comprises the following steps：1) arrangement stake position is required according to Pile Foundations Design, drills through stake holes with drilling tool, whether detection stake holes is in normally can Construction State；2) the steel pipe pile body of length and stake holes deep equality and the high-pressure hose that multiple watertightnesses are good are chosen, in steel-pipe pile sheet Along its axial arranged a plurality of mud jacking pipeline on internal wall, three mud jacking pipelines are first set at equal intervals, and lower end is close to steel-pipe pile sheet The lower end of body, then two mud jacking pipelines are symmetrically arranged every 10-20m successively upwards, the upper end of a plurality of mud jacking pipeline is concordant, often High-pressure hose lower end in bar mud jacking pipeline connects with a grout outlet；3) the above-mentioned steel pipe pile body for arranging mud jacking pipeline is inserted into the stake holes constructed；4) cement and water are stirred into slurries, grouting equipment are opened after filtering and injects slurries into high-pressure hose, during slip casting according to The slip casting into the high-pressure hose of mud jacking pipeline successively of the order of the height of high-pressure hose lower end from top to bottom；5) grouting pressure and grouting amount are observed, when grouting pressure reaches design load, after voltage stabilizing 5min, completes the stake holes slip casting；6) next stake holes slip casting is transferred to, is finished until terminating all pile hole constructions.
- 2. being applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, the high-pressure hose passes through curved Head is connected with the grout outlet, and a non-return valve is provided with along the flow direction of slurries during slip casting on the elbow.
- 3. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that in the steel Pile tube inner body wall is arranged at intervals with multiple mud jacking pipeline groups along its length, and the upper ends of multiple mud jacking pipeline groups flushes, lower end Not on sustained height, and the difference in height of mud jacking pipeline group lower end is 10~20m two-by-two.
- 4. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 3, it is characterised in that the multiple Mud jacking pipeline group includes a first mud jacking pipeline group and multiple second mud jacking pipeline groups, and the first mud jacking pipeline group includes etc. Three the first mud jacking pipelines of spacing distribution, the lower end of three the first mud jacking pipelines flush and under the steel pipe pile bodies End, the second mud jacking pipeline group include two symmetrical the second mud jacking pipelines, and the lower end of two the second mud jacking pipelines is neat It is flat.
- 5. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that the high pressure Flexible pipe is welded in the steel-pipe pile inner body wall.
- 6. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that the outer shield At least one through hole is coaxially disposed with the grout outlet on plate.
- 7. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that the angle steel Both ends are additionally provided with the steel plate end socket and stiffener being connected with the steel pipe pile body.
- 8. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that the slurries Water-cement ratio be 0.26-0.28, and during slip casting, three slurries water-cement ratios in the mud jacking pipeline of steel pipe pile body lower end are big In the water-cement ratio of other each mud jacking pipelines.
- 9. it is applied to the grouting method of the steel-pipe pile of coral reef geology as claimed in claim 1, it is characterised in that slurries go out machine Fluidity is 15-17s, and the fluidity of 60min rear slurries is less than 25s.
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Cited By (1)
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| CN111501761A (en) * | 2020-05-08 | 2020-08-07 | 都城伟业集团有限公司 | Offshore steel pipe pile distributed post-grouting device, pneumatic grouting assembly and construction method |
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| CN107975375B (en) * | 2017-10-24 | 2019-01-11 | 济南城建集团有限公司 | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel |
| CN113373912A (en) * | 2021-06-22 | 2021-09-10 | 上海市机械施工集团有限公司 | Construction method for grouting pile bottom of steel pipe pile |
| CN114755154B (en) * | 2022-03-10 | 2024-06-04 | 武汉理工大学 | Grouting test device and test method |
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| CN103866762A (en) * | 2014-04-01 | 2014-06-18 | 华东建筑设计研究院有限公司 | Pile body longitudinal multipoint grouting device |
| CN203668938U (en) * | 2013-12-30 | 2014-06-25 | 天津市勘察院 | Post grouting side wall grouting and guniting annular valve structure |
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| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
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| CN103334429A (en) * | 2013-07-16 | 2013-10-02 | 舟山市定海区巨洋技术开发有限公司 | Shallow sea wind electricity facility force absorption pile |
| CN203594023U (en) * | 2013-10-22 | 2014-05-14 | 山东鸿顺集团有限公司 | Enhanced type long auger drilling pressure-grouting concrete pile |
| CN203668938U (en) * | 2013-12-30 | 2014-06-25 | 天津市勘察院 | Post grouting side wall grouting and guniting annular valve structure |
| CN103866762A (en) * | 2014-04-01 | 2014-06-18 | 华东建筑设计研究院有限公司 | Pile body longitudinal multipoint grouting device |
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