CN106869117A - A kind of steel-pipe pile stake bottom pre-load means and method - Google Patents
A kind of steel-pipe pile stake bottom pre-load means and method Download PDFInfo
- Publication number
- CN106869117A CN106869117A CN201710056469.0A CN201710056469A CN106869117A CN 106869117 A CN106869117 A CN 106869117A CN 201710056469 A CN201710056469 A CN 201710056469A CN 106869117 A CN106869117 A CN 106869117A
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- mud jacking
- steel
- pipe pile
- tube loop
- bottom pre
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Classifications
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- 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
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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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)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of steel-pipe pile stake bottom pre-load means and method, the device includes：Mud jacking pipe support in the steel-pipe pile；Multigroup mud jacking tube loop, mud jacking tube loop is fixedly arranged on the mud jacking pipe support, and the outlet of every group of mud jacking tube loop is equipped with first pressure table and the first ball valve；The mud jacking external member of the mud jacking tube loop bottom is sheathed on, hole straight down is provided with mud jacking external member；Slip casting current divider, slip casting current divider includes a stock inlet and multiple grout outlets, and each described grout outlet is mounted on one second ball valve, and grout outlet is corresponded and be connected with each other with the mud jacking tube loop, and the stock inlet is connected with a pneumatic mortar machine.Steel-pipe pile stake bottom pre-load means of the invention and method inject cement mortar by stake between soil plug and concrete plug, practical limit end resistance of the steel-pipe pile in ultra-fine closely knit aleuritic texture stratum is surveyed end resistance force value with reaching, ultimate bearing capacity of pile tip can be greatly improved.
Description
Technical field
The present invention relates to technical field of bridge construction, and in particular to a kind of steel-pipe pile stake bottom pre-load means and method.
Background technology
Extra-fine sand and medium-fine sand stratum are the common bearing formations of bridge bearing pile tube, although Extra-fine sand and medium-fine sand stratum
Itself there is ground very high to survey end resistance force value, if but implement to fetch earth step, easily disturbed soil in such stratum work progress,
Disturbed rear soil layer stress is released, and causes actual end resistance force value far smaller than to survey end resistance force value；If not fetched earth in stake,
Black-out effect cannot be formed at stake end, it is impossible to provide bearing capacity of pile tip, pile foundation deflection is very big, it is impossible to meet requirement of engineering.
Therefore, for security consideration, when carrying out steel-pipe pile Pile Foundations Design under the stratum at present, the limit end resistance of steel-pipe pile
The general very little of power design value is ignored, and far smaller than surveys end resistance force value (usually 8~12MPa, even more high).This
Sample results in the stratum surveys Resistance Value with ground high in itself can not be used effectively, can only be by increasing stake long, stake footpath and stake
The means of radix amount meet the requirement of design bearing capacity, so as to cause construction costs to be significantly increased, are unfavorable for cost savings.
The content of the invention
For defect present in prior art, it is an object of the invention to provide a kind of steel-pipe pile stake bottom pre-load means
And method, practical limit end resistance of the steel-pipe pile in ultra-fine closely knit aleuritic texture stratum can be made to survey end resistance force value with reaching, from
And greatly improve ultimate bearing capacity of pile tip.
To achieve the above objectives, the present invention is adopted the technical scheme that：
A kind of steel-pipe pile stake bottom pre-load means, including：
Mud jacking pipe support in the steel-pipe pile；
Multigroup mud jacking tube loop, the mud jacking tube loop is fixedly arranged on the mud jacking pipe support, and every group of mud jacking tube loop goes out
Mouth is equipped with first pressure table and the first ball valve；
The mud jacking external member of the mud jacking tube loop bottom is sheathed on, hole straight down is provided with the mud jacking external member；
Slip casting current divider, the slip casting current divider includes a stock inlet and multiple grout outlets, and each described grout outlet is equal
One second ball valve is installed, the grout outlet is corresponded and be connected with each other, the stock inlet and with the mud jacking tube loop
Pneumatic mortar machine is connected.
On the basis of above-mentioned technical proposal, the mud jacking tube loop is uniform in two groups of concentric circles with the steel pipe pile center
It is arranged symmetrically.
On the basis of above-mentioned technical proposal, the exit of the pneumatic mortar machine is provided with second pressure table.
On the basis of above-mentioned technical proposal, the mud jacking pipe support is provided with guide plate.
On the basis of above-mentioned technical proposal, the mud jacking external member is rubber case.
The present invention also provides a kind of steel-pipe pile stake bottom pre-add support method using above-mentioned steel-pipe pile stake bottom pre-load means, should
Method is comprised the following steps：
S1, by steel-pipe pile inserting piling to designed elevation after, fetched earth in stake and retained the soil plug of certain length；
S2, installation steel-pipe pile stake bottom pre-load means；
S3, to casting concrete in steel-pipe pile；
After S4, concrete initial set, water is pumped into madjack pipe loop using pneumatic mortar machine, for forming cement mortar injection during mud jacking
The path at interface；
S5, to soil plug and concrete plug between interface inject cement mortar.
On the basis of above-mentioned technical proposal, the step S5 specifically includes following steps：
S501, mix and stir cement mortar；
S502, cement mortar is pumped into madjack pipe loop using pneumatic mortar machine, until madjack pipe loop internal pressure reaches design pressure
Force value；
S503, the first ball valve closed at all mud jacking tube loop grout outlets, open the at slip casting current divider grout outlet
Two ball valves；
S504, the maximum grouting pressure for setting pneumatic mortar machine are design pressure value；
S505, startup pneumatic mortar machine, make cement mortar pass through each grout outlet of slip casting current divider while injecting all madjack pipes
Loop.
On the basis of above-mentioned technical proposal, when step S505 is carried out, after setting the maximum grouting pressure of pneumatic mortar machine, pressure
Pulp grinder automatically adjusts slip casting speed, and pressure maintains design pressure value in making all mud jacking tube loops, and keeps certain hour.
On the basis of above-mentioned technical proposal, after step s 4 is completed, wait 6 hours, be repeated once step S4, then carry out
Step S5.
On the basis of above-mentioned technical proposal, the 3rd ball valve is equipped with the stock inlet of each mud jacking tube loop,
After the step S5, the 3rd ball valve and the first ball valve of all mud jacking tube loops are closed, until cement mortar final set.
Compared with prior art, the advantage of the invention is that：
(1) steel-pipe pile stake bottom pre-add support method of the invention injects cement mortar by stake between soil layer and concrete layer,
Practical limit end resistance of the steel-pipe pile in ultra-fine closely knit aleuritic texture stratum is set to survey end resistance force value with reaching, so as to greatly improve
Ultimate bearing capacity of pile tip.
(2) steel-pipe pile of the invention stake bottom pre-load means simple structure, be easily assembled to use, effectively reduce engineering and make
Valency, has saved construction cost.
Brief description of the drawings
Fig. 1 is one group of structural representation of mud jacking tube loop in stake bottom pre-load means in the embodiment of the present invention；
Fig. 2 is the structure top view of stake bottom pre-load means in the embodiment of the present invention；
Fig. 3 is mud jacking pipeline arrangement schematic diagram in stake bottom pre-load means in the embodiment of the present invention.
In figure：1- mud jacking tube loops, 7- mud jacking external members, 8- steel-pipe piles, 9- soil plugs, 10- concrete plugs, 11- interfaces, 12-
Mud jacking pipe support, 13- guide plates, 14- pneumatic mortar machines, 15- second pressure tables, 16- slip casting current dividers, the ball valves of 17- first, 18- first
Pressure gauge, the ball valves of 19- second, the ball valves of 20- the 3rd.
Specific embodiment
The present invention is described in further detail below in conjunction with drawings and Examples.
Referring to shown in Fig. 1, Fig. 2, the embodiment of the present invention provides a kind of steel-pipe pile stake bottom pre-load means, including：
Mud jacking pipe support 12 in the steel-pipe pile 8；
Multigroup mud jacking tube loop 1, the mud jacking tube loop 1 is fixedly arranged on the mud jacking pipe support 12, every group of mud jacking tube loop
12 outlet is equipped with the ball valve 19 of first pressure table 18 and first；
The mud jacking external member 7 of the bottom of mud jacking tube loop 1 is sheathed on, hole straight down is provided with the mud jacking external member 7；
Slip casting current divider 16, the slip casting current divider 16 includes a stock inlet and multiple grout outlets, each described pulp
Mouth is mounted on one second ball valve 17, and the grout outlet is corresponded and be connected with each other with the mud jacking tube loop 1, described to enter to starch
Mouth is connected with a pneumatic mortar machine 14.
The mud jacking tube loop 1 is symmetrically arranged with the center of the steel-pipe pile 8 in two groups of concentric circles.
The exit of the pneumatic mortar machine 14 is provided with second pressure table 15.
The mud jacking pipe support 12 is provided with guide plate 13.When it is used for each group mud jacking tube loop 1 and the decentralization of mud jacking pipe support 12
Fixed-direction is guided, is easy to mud jacking tube loop 1 and the fix in position of mud jacking pipe support 12.
The mud jacking external member 7 is rubber case, includes the aperture of diameter 8mm or so in mud jacking external member 7, aperture down towards
Soil plug 9, rubber case wraps up the steel pipe tube wall being in contact at aperture.
A kind of steel-pipe pile stake bottom pre-add support method using above-mentioned steel-pipe pile stake bottom pre-load means, the method includes following
Step：
S1, by the inserting piling of steel-pipe pile 8 to designed elevation after, fetched earth in stake and retained the soil plug 9 of certain length；
S2, installation steel-pipe pile stake bottom pre-load means；
S3, to casting concrete in steel-pipe pile 8；
After S4, concrete initial set, a small amount of water is pumped into mud jacking tube loop 1 using pneumatic mortar machine 14, for being formed during mud jacking
Cement mortar injects the path at interface；
Cement mortar is injected at S5, the interface 11 filled in soil between 9 and concrete plug 10.
The mentality of designing of the inventive method is：After steel-pipe pile inserting piling to designed elevation, carry out fetching earth and retaining certain in stake
The soil plug of length, the concrete of soil plug top perfusion certain length forms plunger.Fetch earth and cause disturbance to soil plug, make soil layer stress
It is released, so that the actual bearing capacity of pile tip of steel-pipe pile significantly surveys ultimate bearing capacity less than stake end.In order that actual stake end
Bearing capacity surveys ultimate bearing capacity with reaching an end, after fetching earth, mud jacking tube loop and mud jacking pipe support is transferred in steel-pipe pile.Pour
After concrete reaches design strength, carry out bottom and preload, the mud jacking external member set by mud jacking tube loop bottom to soil plug and
Interface injection cement mortar between concrete plug, cement mortar applies big precompression at interface to soil plug and concrete plug, to soil
Row tunneling boring precompressed is filled in, makes disturbed soil consolidation, closely knit, survey end resistance force value with returning to.
Shown in Figure 3, the step S5 may particularly include following steps：
S501, mix and stir cement mortar；
S502, cement mortar is pumped into mud jacking tube loop 1 using pneumatic mortar machine 14, until pressure reaches and sets in mud jacking tube loop 1
Meter pressure value；
S503, the first ball valve 19 closed at all grout outlets of mud jacking tube loop 1, open at the grout outlet of slip casting current divider 16
The second ball valve 17；
S504, the maximum grouting pressure for setting pneumatic mortar machine 14 are design pressure value；
S505, startup pneumatic mortar machine 14, make cement mortar pass through each grout outlet of slip casting current divider 16 while injecting all pressures
Slurry tube loop 1.
The maximum grouting pressure value of pneumatic mortar machine 14 is 12MPa in step S504.
When step S505 is carried out, after setting the maximum grouting pressure of pneumatic mortar machine 14, pneumatic mortar machine 14 can automatically adjust slip casting
Speed, pressure maintains design pressure value, and certain time in making all mud jacking tube loops 1, typically continues 1.5-2.5 small
When.This step can enable a bottom preloading to keep the precompression that soil plug is formed, and maintain soil layer construction stable.
As shown in figure 3, the 3rd ball valve 20 is equipped with the stock inlet of each mud jacking tube loop 1, can be in the step
After S5, the 3rd ball valve 20 and the first ball valve 19 of all mud jacking tube loops 1 are closed, until cement mortar final set.A bottom can so be made
Preloading be able to will not be discharged to the precompression that soil plug is formed by permanent locking, the soil layer stress value of recovery.
After step s 4 is completed, may wait for 6 hours, repeat a step S4, then carry out step S5.So can ensure that pump
The water for entering is cleaved successfully to interface between soil plug and concrete plug, and cement mortar injects the path at interface when ensureing subsequent step mud jacking.
The condition and inventive principle that the present invention is realized are as follows：
1. stratum residing for is Extra-fine sand and medium-fine sand structure or the very low similar earth formation of porosity.
2. steel-pipe pile soil plug, concrete plug and steel pipe pile lining three form confined space, i.e. interface.
Above-mentioned two conditional decision cement mortar can not be largely permeated in soil plug soil layer, it is impossible to flow to stake side, can only be to envelope
Close space, i.e. interface to be filled, and limited penetration, limited grouting amount (typically not greater than 1000L) are carried out to soil plug soil layer
Mud jacking pressure high just can be produced, so as to apply big precompression to soil plug and concrete plug at interface.
The present invention is not limited to the above-described embodiments, for those skilled in the art, is not departing from
On the premise of the principle of the invention, some improvements and modifications can also be made, these improvements and modifications are also considered as protection of the invention
Within the scope of.The content not being described in detail in this specification belongs to prior art known to professional and technical personnel in the field.
Claims (10)
1. a kind of steel-pipe pile stake bottom pre-load means, it is characterised in that including：
Mud jacking pipe support (12) in the steel-pipe pile (8)；
Multigroup mud jacking tube loop (1), the mud jacking tube loop (1) is fixedly arranged on the mud jacking pipe support (12), and every group of madjack pipe is returned
The outlet on road (12) is equipped with first pressure table (18) and the first ball valve (19)；
The mud jacking external member (7) of mud jacking tube loop (1) bottom is sheathed on, is provided with straight down on the mud jacking external member (7)
Hole；
Slip casting current divider (16), the slip casting current divider (16) includes a stock inlet and multiple grout outlets, each described pulp
Mouth is mounted on one second ball valve (17), and the grout outlet is corresponded and be connected with each other with the mud jacking tube loop (1), described
Stock inlet is connected with a pneumatic mortar machine (14).
2. as claimed in claim 1 bottom pre-load means, it is characterised in that：The mud jacking tube loop (1) and the steel pipe
Stake (8) center is symmetrically arranged in two groups of concentric circles.
3. as claimed in claim 1 bottom pre-load means, it is characterised in that：The exit of the pneumatic mortar machine (14) is provided with
Second pressure table (15).
4. as claimed in claim 1 bottom pre-load means, it is characterised in that：The mud jacking pipe support (12) is provided with guide plate
(13)。
5. as claimed in claim 1 bottom pre-load means, it is characterised in that：The mud jacking external member (7) is rubber case.
6. a kind of steel-pipe pile stake bottom pre-add support method using steel-pipe pile as claimed in claim 1 stake bottom pre-load means, it is special
Levy and be, the method is comprised the following steps：
S1, by steel-pipe pile (8) inserting piling to designed elevation after, fetched earth in stake and retained soil plug (9) of certain length；
S2, installation steel-pipe pile stake bottom pre-load means；
S3, to steel-pipe pile (8) interior casting concrete；
After S4, concrete initial set, water is pumped into mud jacking tube loop (1) using pneumatic mortar machine (14), for forming cement mortar during mud jacking
Inject the path at interface；
Cement mortar is injected at S5, the interface (11) filled in soil between (9) and concrete plug (10).
7. steel-pipe pile as claimed in claim 6 stake bottom pre-add support method, it is characterised in that the step S5 specifically includes following
Step：
S501, mix and stir cement mortar；
S502, cement mortar is pumped into mud jacking tube loop (1) using pneumatic mortar machine (14), until mud jacking tube loop (1) interior pressure reaches
Design pressure value；
S503, the first ball valve (19) closed at all mud jacking tube loop (1) grout outlets, open slip casting current divider (16) grout outlet
Second ball valve (17) at place；
S504, the maximum grouting pressure for setting pneumatic mortar machine (14) are design pressure value；
S505, startup pneumatic mortar machine (14), make cement mortar pass through each grout outlet of slip casting current divider (16) while injecting all pressures
Slurry tube loop (1).
8. steel-pipe pile as claimed in claim 7 stake bottom pre-add support method, it is characterised in that：When step S505 is carried out, setting
After the maximum grouting pressure of pneumatic mortar machine (14), pneumatic mortar machine (14) automatically adjusts slip casting speed, makes pressure in all mud jacking tube loops (1)
Power maintains design pressure value, and keeps certain hour.
9. steel-pipe pile as claimed in claim 6 stake bottom pre-add support method, it is characterised in that：After step s 4 is completed, wait 6 is small
When, step S4 is repeated once, then carry out step S5.
10. steel-pipe pile as claimed in claim 6 stake bottom pre-add support method, it is characterised in that：Each described mud jacking tube loop (1)
Stock inlet at be equipped with the 3rd ball valve (20), after the step S5, close the 3rd ball valve of all mud jacking tube loops (1)
(20) and the first ball valve (19), until cement mortar final set.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710056469.0A CN106869117A (en) | 2017-01-25 | 2017-01-25 | A kind of steel-pipe pile stake bottom pre-load means and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710056469.0A CN106869117A (en) | 2017-01-25 | 2017-01-25 | A kind of steel-pipe pile stake bottom pre-load means and method |
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| Publication Number | Publication Date |
|---|---|
| CN106869117A true CN106869117A (en) | 2017-06-20 |
Family
ID=59158094
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710056469.0A Pending CN106869117A (en) | 2017-01-25 | 2017-01-25 | A kind of steel-pipe pile stake bottom pre-load means and method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108411902A (en) * | 2018-02-08 | 2018-08-17 | 中铁大桥局集团有限公司 | A kind of steel-pipe pile pile base grouting compliance test result method |
| CN114321728A (en) * | 2021-11-25 | 2022-04-12 | 中铁大桥科学研究院有限公司 | Pump prying system and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103603335A (en) * | 2013-11-08 | 2014-02-26 | 河海大学 | Winged shelter steel-pipe pile capable of reducing influence of soil surface loading to adjacent pile foundations |
| CN104594357A (en) * | 2015-01-19 | 2015-05-06 | 赵连平 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
| CN104895086A (en) * | 2015-05-04 | 2015-09-09 | 北京市勘察设计研究院有限公司 | Manual grouting layer method pile toe three-dimensional post-pressure grouting structure and pouring method |
| CN106013098A (en) * | 2016-07-14 | 2016-10-12 | 淮海工学院 | Miniature steel pipe pile and grouting reinforcement method |
| CN205857161U (en) * | 2016-06-07 | 2017-01-04 | 中交第二航务工程局有限公司 | It is applicable to the steel-pipe pile of coral reef geology |
-
2017
- 2017-01-25 CN CN201710056469.0A patent/CN106869117A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103603335A (en) * | 2013-11-08 | 2014-02-26 | 河海大学 | Winged shelter steel-pipe pile capable of reducing influence of soil surface loading to adjacent pile foundations |
| CN104594357A (en) * | 2015-01-19 | 2015-05-06 | 赵连平 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
| CN104895086A (en) * | 2015-05-04 | 2015-09-09 | 北京市勘察设计研究院有限公司 | Manual grouting layer method pile toe three-dimensional post-pressure grouting structure and pouring method |
| CN205857161U (en) * | 2016-06-07 | 2017-01-04 | 中交第二航务工程局有限公司 | It is applicable to the steel-pipe pile of coral reef geology |
| CN106013098A (en) * | 2016-07-14 | 2016-10-12 | 淮海工学院 | Miniature steel pipe pile and grouting reinforcement method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108411902A (en) * | 2018-02-08 | 2018-08-17 | 中铁大桥局集团有限公司 | A kind of steel-pipe pile pile base grouting compliance test result method |
| CN114321728A (en) * | 2021-11-25 | 2022-04-12 | 中铁大桥科学研究院有限公司 | Pump prying system and construction method thereof |
| CN114321728B (en) * | 2021-11-25 | 2023-10-27 | 中铁大桥科学研究院有限公司 | Pump prying system and construction method thereof |
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Application publication date: 20170620 |