CN104196021B - Uplift pile structure and construction method thereof - Google Patents
Uplift pile structure and construction method thereof Download PDFInfo
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- CN104196021B CN104196021B CN201410425689.2A CN201410425689A CN104196021B CN 104196021 B CN104196021 B CN 104196021B CN 201410425689 A CN201410425689 A CN 201410425689A CN 104196021 B CN104196021 B CN 104196021B
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Abstract
The invention relates to the technical field of building uplift structures and discloses an uplift pile structure and a construction method of the uplift pile structure. The uplift pile structure is inserted in a soil layer and bed rock is arranged below the soil layer. The uplift pile structure comprises a prestressed pipe pile, wherein the prestressed pipe pile is inserted in the soil layer and the lower end of the prestressed pipe pile abuts against the bed rock. A first through cavity is formed in the prestressed pipe pile. A casing pipe with the lower end embedded in the bed rock and the upper end extending into the first through cavity is arranged in the prestressed pipe pile. The casing pipe is internally provided with a second through cavity. An anchor rod is arranged in the second through cavity. The upper end of the anchor rod penetrates through the second through cavity and is placed in the first through cavity. Paste is poured into the first through cavity and the second through cavity. According to the uplift pile structure, friction force between a pile body of the prestressed pipe pile and the soil layer is combined with anchoring force of the anchor rod, so that the uplift pile structure meets the requirement for uplift resistance in design; in actual construction, the bed rock below the soil layer does not need to be punched in advance, construction is convenient, the whole uplift pile structure is simple and convenient to use, construction time is short, pile forming efficiency is high, and comprehensive cost is low.
Description
Technical field
The present invention relates to the technical field of building resistance to plucking structure, especially uplift pile structure and its construction method.
Background technology
In the higher building yard of level of ground water, when the loading of the building on top can not balance buoyancy force of underground water, build
Build the entirety of thing or local then can be by buoyancy upwards, the such as basement structure of buildings or structures, underwater foundation, underground
Pond, biochemistry pool of sewage treatment plant etc., it then can be destroyed.
For eliminating the buoyancy effect descending structure generation to buoyancy over the ground that subsoil water produces, need underground structure is taken
Corresponding measure of anti float, to ensure the safety of underground buildings or structures and normal use.
At present, the most frequently used measure of anti float mainly has uplift pile structure or anti-float anchor rod, and it relies primarily on uplift pile pile body
To there is provided withdrawal resistance with the frictional force of rock (native) layer or the anchor force of anchor pole.
There are cast-in-situ bored pile or pile for prestressed pipe through commonly used pile-type, when uplift pile structure is using pre- in uplift pile structure
During stress pile tube, it has the advantages that efficiency of construction height, short time limit, low cost, field management are convenient, but it is subject to formation influence
Greatly, pile for prestressed pipe is difficult in the basement rock below embedded soil layer, so, when overlying soil thickness is shallower, its single pile providing
Withdrawal resistance is less than normal, is insufficient for designing withdrawal resistance requirement.In order to reach design withdrawal resistance requirement, now, then it is right to generally require
Basement rock is drawn hole in advance so that the lower end of pile for prestressed pipe reach design enter rock depth, so, then lead to uplift pile structure
Engineering time length, pile efficiency are low, integrated cost is high.
Content of the invention
It is an object of the invention to provide uplift pile structure adopts it is intended to solve uplift pile structure of the prior art
During pile for prestressed pipe, need to be drawn hole in advance to basement rock, lead to that engineering time length, pile efficiency are low and integrated cost is high
Problem.
The present invention is achieved in that uplift pile structure, is plugged in soil layer, and the lower section of soil layer is basement rock, described resistance to plucking
Pilework includes the pile for prestressed pipe being plugged in soil layer and lower end is connected on basement rock, and the inside of described pile for prestressed pipe has
First cavity, is provided with the sleeve pipe that lower end is embedded in basement rock and upper end extends in the first cavity in described first cavity, described
There is in sleeve pipe the second cavity, in described second cavity, be provided with anchor pole, the upper end of described anchor pole passes through described second cavity, is placed in
In described first cavity；Slurry has been poured in described first cavity and the second cavity.
Present invention also offers the construction method of uplift pile structure, comprise the following steps:
1), squeeze into pile for prestressed pipe in soil layer, until the lower end of described pile for prestressed pipe is connected on basement rock；
2), the first cavity internal drilling in described pile for prestressed pipe is fetched earth, until stopping boring on basement rock；
3), in described pile for prestressed pipe, bolthole is bored to basement rock, in described bolthole, embed sleeve pipe, described sleeve pipe
Upper end is placed in described first cavity；
4), lower bolt in the second cavity of described sleeve pipe, the lower end of described anchor pole is placed in described second cavity, thereon
End is placed in described first cavity, and pours slurry in described second cavity；
5), in the first cavity of described pile for prestressed pipe, pour slurry.
Compared with prior art, the uplift pile structure that the present invention provides, it combines pile for prestressed pipe and anti-float anchor rod, will
Frictional force between pile for prestressed pipe pile body and soil layer, and the anchor force of anchor pole combines so that this uplift pile structure meets
The withdrawal resistance demand of design；In practice of construction, then do not need to be drawn hole in advance to the basement rock below soil layer, and, fully
Using bolt diameter is little, convenient construction and there is advantage compared with large pulling resistance so that whole uplift pile structure is easy, construction when
Between short, pile efficiency high and integrated cost low.
Brief description
Fig. 1 is that pile for prestressed pipe provided in an embodiment of the present invention is plugged in the schematic front view in soil layer；
Fig. 2 be provided in an embodiment of the present invention soil layer in pile for prestressed pipe is drilled through after schematic front view；
Fig. 3 is the schematic front view after setting of casing in pile for prestressed pipe provided in an embodiment of the present invention；
Fig. 4 is the schematic front view after lower bolt in sleeve pipe provided in an embodiment of the present invention；
Fig. 5 is cut-away illustration at a in Fig. 4；
Fig. 6 is the schematic front view of uplift pile structure provided in an embodiment of the present invention；
Fig. 7 is cut-away illustration at b in Fig. 6.
Specific embodiment
In order that the objects, technical solutions and advantages of the present invention become more apparent, below in conjunction with drawings and Examples, right
The present invention is further elaborated.It should be appreciated that specific embodiment described herein is only in order to explain the present invention, and
It is not used in the restriction present invention.
Below in conjunction with specific embodiment, the realization of the present invention is described in detail.
As shown in Fig. 1～7, for the preferred embodiment of present invention offer.
The uplift pile structure that the present embodiment provides is plugged in soil layer 12, and the lower section of soil layer 12 is basement rock 13.Uplift pile is tied
Structure includes the pile for prestressed pipe 11 of hollow, and this pile for prestressed pipe 11 has the first cavity 112, and it is plugged in soil layer 12, under it
End is connected on basement rock 13；It is provided with sleeve pipe 14 in the first cavity 112 of pile for prestressed pipe 11, this sleeve pipe 14 is hollow, its edge
The length direction pile for prestressed pipe 11 extends, and inside has the second cavity 141, and the lower end of sleeve pipe 14 is embedded in basement rock 13,
Its upper end extends in the first cavity 112 of pile for prestressed pipe 11；It is laid with multiple anchor poles in the second cavity 141 of sleeve pipe 14
15, the plurality of anchor pole 15 is disposed to extend along the length direction of sleeve pipe 14, and its lower end is embedded in basement rock 13, and its upper end passes through set
Second cavity 141 of pipe 14, extends in the first cavity 112 of pile for prestressed pipe 11；In above-mentioned pile for prestressed pipe 11
It is cast with slurry respectively in second cavity 141 of one cavity 112 and sleeve pipe 14.
In the present embodiment, pile for prestressed pipe 11, sleeve pipe 14 and anchor pole 15 are in vertical shape arrangement, certainly, according to soil layer 12
The orientation of upper underground structure, it obliquely can also wait arrangement, depending on specifically the visual practice of construction of setting needs.
The uplift pile structure of above-mentioned offer, it combines pile for prestressed pipe 11 and anti-float anchor rod 15, using pile for prestressed pipe
Frictional force between 11 pile bodies and soil layer 12, and the anchor force of anchor pole 15 combines, comprehensive provides withdrawal resistance so that this resistance to plucking
Pilework meets the withdrawal resistance demand of design；So, in practice of construction, then do not need the basement rock 13 of soil layer 12 lower section is carried out
Draw hole in advance, and, make full use of that anchor pole 15 diameter is little, convenient construction and there is advantage compared with large pulling resistance so that whole
Uplift pile structure is easy, the engineering time is short, pile efficiency high and integrated cost are low.
In the present embodiment, the lower end of pile for prestressed pipe 11 is provided with the pile top 111 protruded down, and this pile top 111 is connected to soil
On the basement rock 13 of layer 12 lower section, thus so that stable connection between pile for prestressed pipe 11 and basement rock 13, increasing between the two
Gmatjpdumamicss, the withdrawal resistance greatly improving pile for prestressed pipe 11 requires.
Specifically, the conical round tubular of pile top 111, its lower end is shunk, that is, forms shrink mouth shape.
Sleeve pipe 14 is made up of steel material, and certainly, it can also be made of other metal materials, and its lower end is embedded in basement rock
In 13, embedded depth is minimum can not be less than 4m for it, that is, more than or equal to 4m；The end of the upper end of sleeve pipe 14 is placed in pre- answering
In first cavity 112 of solenoid stake 11, that is, it does not extend to outside pile for prestressed pipe 11.
In the present embodiment, sleeve pipe 14 is arranged on the center of pile for prestressed pipe 11, and certainly, it can also be arranged on pre- answering
The other positions of solenoid stake 11, or, multiple sleeve pipes 14 can be set, and in around shape arrangement.
It is additionally provided with steel reinforcement cage 17 in the first cavity 112 of pile for prestressed pipe 11, this steel reinforcement cage 17 is placed in the upper of sleeve pipe 14
Side, so, the upper end of the pile for prestressed pipe 11 that sleeve pipe 14 is not extend intoed, cooperatively formed using steel reinforcement cage 17 and slurry
Structure is reinforced, and greatly improves fastening strength.
The lower end of anchor pole 15 is embedded in the second cavity 141 of sleeve pipe 14, and extends in basement rock 13, and its upper end passes through set
Second cavity 141 of pipe 14, is placed in the first cavity 112 of pile for prestressed pipe 11；Upper in pile for prestressed pipe 11 first cavity 112
End, is provided with anchor pole cushion cap, its upper end anchoring with anchor pole 15, so that anchor pole 15 is fixing it is ensured that its withdrawal resistance requires.
In the present embodiment, in the second cavity 141 of sleeve pipe 14, the slurry of injection is cement mortar, specifically, can be m40
Cement mortar 16, it can also be other types of cement mortar certainly；The slurry of injection in the first cavity 112 of pile for prestressed pipe 11
Body is concrete, specifically, is c45 concrete, and certainly, it can also be other types of concrete.
In the present embodiment, there are in the anchor pole 15 in sleeve pipe 14 multiple reinforcing rods 151, the plurality of reinforcing rod 151 is in cincture
Shape arranges, certainly, the quantity of reinforcing rod 151 can be two or two or more, concrete need visually actual withdrawal resistance demand and
Fixed.
The construction method of the uplift pile structure of the present embodiment also offer, it is with the example of a diameter of 1000mm of pile for prestressed pipe 11
Son, certainly, according to the difference of pile for prestressed pipe 11 diameter, the size of other parts also changes therewith, and its construction procedure is as follows:
1), with reference to shown in Fig. 1, soil layer 12 is squeezed into pile for prestressed pipe 11, this pile for prestressed pipe 11 is along soil layer 12
Depth direction is squeezed into, until its lower end is connected on the basement rock 13 of soil layer 12 lower section；
2), shown in reference Fig. 2, boring extracting soil in the first cavity 112 of pile for prestressed pipe 11, boring is up at basement rock 13
Stop；
3), with reference to shown in Fig. 3, in pile for prestressed pipe 11, bolthole is bored to basement rock 13, the depth of bolthole can basis
The anchor force needing calculates and determines；After boring, in bolthole, the sleeve pipe 14 of lower hollow, has the second cavity inside sleeve pipe 14
141, it is disposed to extend along the length direction of pile for prestressed pipe 11, and lower end is embedded in bolthole, and its upper end is placed in prestressing force
First cavity 112 of pile tube 11；
4), shown in reference Fig. 4 and 5, lower bolt 15 in the second cavity 141 of sleeve pipe 14, anchor pole 15 is along sleeve pipe 14
Length direction extends, and its lower end is placed in the second cavity 141 of sleeve pipe 14, and upper end passes through this second cavity 141, is placed in first and leads to
In chamber 112, and pour slurry in the second cavity 141；
5), in the first cavity 112 of pile for prestressed pipe 11, pour slurry.
Convex pile top 111 is provided with down for pile for prestressed pipe 11 lower end, in above-mentioned steps 1) in, pile for prestressed pipe 11 along
The depth direction of soil layer 12 is squeezed into, until pile top 111 is connected to and then can stop on basement rock 13.
In above-mentioned steps 3) in, bolthole is in the center of pile for prestressed pipe 11, and the depth of basement rock 13 is goed deep in its lower end
Degree is no less than 4m；Accordingly, sleeve pipe 14 embeds depth in bolthole nor less than 4m, and, sleeve pipe 14 is a diameter of
273mm, wall thickness is 4.5mm.
In step 4) in, multiple reinforcing rods, multiple reinforcing rod rings can be had with lower bolt 15 in anchor pole 15 in sleeve pipe 14
Surrounding's arrangement around sleeve pipe 14；In addition, the slurry of injection is m40 cement mortar etc. in sleeve pipe 14 second cavity 141, and anchor pole
15 diameter can be 36mm.
In step 5) in, the slurry being cast in pile for prestressed pipe 11 first cavity 112 can be c45 concrete etc., and
And, in the upper end of pile for prestressed pipe 11 first cavity 112, reserved empty position is used for forming anchor pole cushion cap, this anchor pole cushion cap and anchor pole
15 upper end anchoring.
With reference to shown in Fig. 6 and 7, in above-mentioned steps 4) and step 5) between, when pouring in the second cavity 141 toward sleeve pipe 14
After slurry, place steel reinforcement cage 17 in the first cavity 112 of pile for prestressed pipe 11, this steel reinforcement cage 17 is located at the top of sleeve pipe 14,
Then, then pour slurry toward in the first cavity 112 of pile for prestressed pipe 11.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all essences in the present invention
Any modification, equivalent and improvement made within god and principle etc., should be included within the scope of the present invention.
Claims (8)
1. uplift pile structure, is plugged in soil layer, and the lower section of soil layer is basement rock it is characterised in that described uplift pile structure includes
It is plugged in soil layer and pile for prestressed pipe that lower end is connected on basement rock, the inside of described pile for prestressed pipe has the first cavity,
It is provided with the sleeve pipe that lower end is embedded in basement rock and upper end extends in the first cavity in described first cavity, have in described sleeve pipe
Second cavity, is provided with anchor pole in described second cavity, the upper end of described anchor pole passes through described second cavity, is placed in described first and leads to
In chamber；Slurry has been poured in described first cavity and the second cavity；It is provided with steel reinforcement cage in first cavity of described pile for prestressed pipe,
Described steel reinforcement cage is placed in above described sleeve pipe.
2. uplift pile structure as claimed in claim 1 it is characterised in that the lower end of described pile for prestressed pipe be provided with down protrude and
It is connected to the pile top on basement rock.
3. as described in any one of claim 1 to 2 uplift pile structure it is characterised in that the anchor pole in described sleeve pipe have multiple
Reinforcing rod, the circumference of multiple described reinforcing rod annular sleeves.
4. as described in any one of claim 1 to 2 uplift pile structure it is characterised in that described sleeve pipe is located at described prestressed pipe
The center of stake.
5. as described in any one of claim 1 to 2 uplift pile structure it is characterised in that the first cavity of described pile for prestressed pipe
Upper end be provided with anchor pole cushion cap, the upper end of described anchor pole is anchored in described anchor pole cushion cap.
6. the construction method of uplift pile structure is it is characterised in that comprise the following steps:
1), squeeze into pile for prestressed pipe in soil layer, until the lower end of described pile for prestressed pipe is connected on basement rock；
2), the first cavity internal drilling in described pile for prestressed pipe is fetched earth, until stopping boring on basement rock；
3), in described pile for prestressed pipe, bolthole is bored to basement rock, embed sleeve pipe, the upper end of described sleeve pipe in described bolthole
It is placed in described first cavity；
4), lower bolt in the second cavity of described sleeve pipe, the lower end of described anchor pole is placed in described second cavity, and its upper end is put
In described first cavity, and pour slurry in described second cavity；
5), in the first cavity of described pile for prestressed pipe, pour slurry；
In described step 4) and step 5) between, after pouring slurry in described sleeve pipe, in described pile for prestressed pipe first leads to
Intracavity places steel reinforcement cage, and described steel reinforcement cage is placed in the top of described sleeve pipe.
7. the construction method of uplift pile structure as claimed in claim 6 is it is characterised in that the lower end of described pile for prestressed pipe sets
In under convex pile top, in described step 1) in, when described pile top is connected on described basement rock, stop squeezing into described prestressed pipe
Stake.
8. the construction method of uplift pile structure as claimed in claim 6 is it is characterised in that described sleeve pipe lower end embeds in basement rock
Depth be more than 4m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201410425689.2A CN104196021B (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410425689.2A CN104196021B (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure and construction method thereof |
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| CN104196021A CN104196021A (en) | 2014-12-10 |
| CN104196021B true CN104196021B (en) | 2017-01-25 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111794224A (en) * | 2020-07-17 | 2020-10-20 | 福建永强岩土股份有限公司 | Construction method of anchor rod implanted uplift pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064355B (en) * | 2015-07-28 | 2017-03-15 | 济南轨道交通集团有限公司 | A kind of anchor cable composite pile structure and its construction method as agent structure column |
| CN109056718A (en) * | 2018-07-09 | 2018-12-21 | 广东博意建筑设计院有限公司 | A kind of construction method for beating Pulling-Resistant Anchor Rod in soil with confined aquifer |
| CN108824506A (en) * | 2018-07-26 | 2018-11-16 | 深圳市中地建设工程有限公司 | Long section of frictional resistance of the non-effective stake of uplift pile eliminates structure |
| CN113463629B (en) * | 2021-06-25 | 2022-11-25 | 江苏泰建建设集团有限公司 | Construction structure and construction method of built-in anchor cable combined uplift pipe pile |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1206419C (en) * | 2002-05-28 | 2005-06-15 | 立基工程有限公司 | Combined rock-embedding pile and its construction method |
| CN100535263C (en) * | 2007-12-28 | 2009-09-02 | 中国科学院水利部成都山地灾害与环境研究所 | Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment |
| CN101736738B (en) * | 2009-12-14 | 2011-04-13 | 温州大学 | Production method of pressure resistance and pull-out resistance grouted gravel pile |
| KR101152265B1 (en) * | 2010-04-09 | 2012-06-14 | 김성규 | Prestressed bored pile construction method and structures |
| CN102418339B (en) * | 2011-09-28 | 2012-12-26 | 上海强劲地基工程股份有限公司 | Novel energy-saving anti-floating pile |
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2014
- 2014-08-26 CN CN201410425689.2A patent/CN104196021B/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111794224A (en) * | 2020-07-17 | 2020-10-20 | 福建永强岩土股份有限公司 | Construction method of anchor rod implanted uplift pile |
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| CN104196021A (en) | 2014-12-10 |
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