CN104196021A - Uplift pile structure and construction method thereof - Google Patents
Uplift pile structure and construction method thereof Download PDFInfo
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- CN104196021A CN104196021A CN201410425689.2A CN201410425689A CN104196021A CN 104196021 A CN104196021 A CN 104196021A CN 201410425689 A CN201410425689 A CN 201410425689A CN 104196021 A CN104196021 A CN 104196021A
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- prestressed pipe
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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 construction method thereof.
Background technology
At the higher project site of groundwater table, in the time that the loading of the building on top can not balance buoyancy force of underground water, entirety or the part of building can be subject to buoyancy upwards, as biochemistry pool of the basement structure of building, underwater foundation, underground tank, Wastewater Treatment Plant etc., it can be destroyed.
Descend over the ground the buoyancy effect of structure generation for what eliminate that underground water produces to buoyancy, need to take corresponding measure of anti float to underground structure, to ensure safety and the normal use of underground building.
At present, the most frequently used measure of anti float mainly contains uplift pile structure or anti-float anchor rod, and it mainly relies on uplift pile pile body and the frictional force of rock (soil) layer or the anchored force of anchor pole that uplift resistance is provided.
The stake type of often using in uplift pile structure has bored pile or pile for prestressed pipe, in the time that uplift pile structure adopts pile for prestressed pipe, it has the advantages such as efficiency of construction is high, the duration is short, cost is low, field control is convenient, but it is subject to formation influence large, pile for prestressed pipe is difficult to embed in the basement rock of soil layer below, like this, and in the time that upper overburden layer thickness is more shallow, the single pile uplift resistance that it provides is less than normal, is not enough to meet the requirement of design uplift resistance.In order to reach design uplift resistance requirement, now, often need basement rock to draw in advance hole so that the lower end of pile for prestressed pipe reach design enter the rock degree of depth, like this, cause that the uplift pile structure engineering time is long, pile efficiency is low, integrated cost is high.
Summary of the invention
The object of the present invention is to provide uplift pile structure, while being intended to solve uplift pile structure employing pile for prestressed pipe of the prior art, need to draw in advance hole to basement rock, cause the problem that the engineering time is long, pile efficiency is low and integrated cost is high.
The present invention realizes like this, uplift pile structure, be plugged in soil layer, the below of soil layer is basement rock, described uplift pile structure comprises and is plugged in soil layer and lower end is connected to the pile for prestressed pipe on basement rock, the inside of described pile for prestressed pipe has the first cavity, in described the first cavity, being provided with lower end is embedded in basement rock and upper end extends to the sleeve pipe in the first cavity, in described sleeve pipe, there is the second cavity, in described the second cavity, be provided with anchor pole, the upper end of described anchor pole, through described the second cavity, is placed in described the first cavity; In described the first cavity and the second cavity, build slurry.
The present invention also provides the construction method of uplift pile structure, comprises the following steps:
1), in soil layer, squeeze into pile for prestressed pipe, until the lower end of described pile for prestressed pipe is connected on basement rock;
2), fetch earth in the first cavity internal drilling of described pile for prestressed pipe, until stop boring on basement rock;
3), in described pile for prestressed pipe to basement rock bore bolthole, in described bolthole, embed sleeve pipe, the upper end of described sleeve pipe is placed in described the first cavity;
4), in the second cavity of described sleeve pipe lower anchor pole, the lower end of described anchor pole is placed in described the second cavity, its upper end is placed in described the first cavity, and builds slurry in described the second cavity;
5), in the first cavity of described pile for prestressed pipe, build slurry.
Compared with prior art, uplift pile structure provided by the invention, it is in conjunction with pile for prestressed pipe and anti-float anchor rod, by the frictional force between pile for prestressed pipe pile body and soil layer, and the anchored force of anchor pole combines, make this uplift pile structure meet the uplift resistance demand of design; In practice of construction, do not need the basement rock of soil layer below to draw in advance hole, and, make full use of that bolt diameter is little, construction is convenient and have the advantage compared with large pulling resistance, make that whole uplift pile structure is easy, the engineering time is short, pile efficiency is high and integrated cost is low.
Brief description of the drawings
Fig. 1 is that the master that pile for prestressed pipe that the embodiment of the present invention provides is plugged in soil layer looks schematic diagram;
Fig. 2 is that the master after the soil layer by pile for prestressed pipe that the embodiment of the present invention provides drills through looks schematic diagram;
Fig. 3 is that the master after setting of casing in pile for prestressed pipe that the embodiment of the present invention provides looks schematic diagram;
Fig. 4 is that the master after lower anchor pole in sleeve pipe that the embodiment of the present invention provides looks schematic diagram;
Fig. 5 is the A place cut-away illustration in Fig. 4;
Fig. 6 is that the master of the uplift pile structure that provides of the embodiment of the present invention looks schematic diagram;
Fig. 7 is the B place cut-away illustration in Fig. 6.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is not intended to limit the present invention.
Below in conjunction with specific embodiment, realization of the present invention is described in detail.
As shown in Fig. 1～7, it is preferred embodiment provided by the invention.
The uplift pile structure that the present embodiment provides is plugged in soil layer 12, and the below of soil layer 12 is basement rock 13.Uplift pile structure comprises 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, and its lower end is connected on basement rock 13; In the first cavity 112 of pile for prestressed pipe 11, be provided with sleeve pipe 14, this sleeve pipe 14 is hollow, and its length direction along pile for prestressed pipe 11 extends, and inside has the second cavity 141, the lower end of sleeve pipe 14 is embedded in basement rock 13, and its upper end extends in the first cavity 112 of pile for prestressed pipe 11; In the second cavity 141 of sleeve pipe 14, be laid with multiple anchor poles 15, the plurality of anchor pole 15 extends and arranges along the length direction of sleeve pipe 14, its lower end is embedded in basement rock 13, and its upper end, through the second cavity 141 of sleeve pipe 14, extends in the first cavity 112 of pile for prestressed pipe 11; In the first cavity 112 of above-mentioned pile for prestressed pipe 11 and the second cavity 141 of sleeve pipe 14, be cast with respectively slurry.
In the present embodiment, pile for prestressed pipe 11, sleeve pipe 14 and anchor pole 15 are vertical shape to be arranged, certainly, according to the orientation of underground structure on soil layer 12, it also can be the layout such as skewed, and concrete setting by practice of construction needs determine.
The above-mentioned uplift pile structure providing, it utilize the frictional force between pile for prestressed pipe 11 pile bodies and soil layer 12, and the anchored force of anchor pole 15 combines in conjunction with pile for prestressed pipe 11 and anti-float anchor rod 15, uplift resistance is comprehensively provided, makes this uplift pile structure meet the uplift resistance demand of design; Like this, in practice of construction, do not need the basement rock 13 of soil layer 12 belows to draw in advance hole, and, make full use of that anchor pole 15 diameters are little, construction is convenient and have the advantage compared with large pulling resistance, make that whole uplift pile structure is easy, the engineering time is short, pile efficiency is high and integrated cost is low.
In the present embodiment, the lower end of pile for prestressed pipe 11 is provided with the pile top 111 of protruding down, this pile top 111 is connected on the basement rock 13 of soil layer 12 belows, thereby, make the stable connection between pile for prestressed pipe 11 and basement rock 13, increase snap-in force between the two, the uplift resistance requirement that greatly improves pile for prestressed pipe 11.
Particularly, pile top 111 is tapered cylindric, and shrink its lower end, namely forms reducing shape.
Sleeve pipe 14 is made for steel material, and certainly, it can be also that other metal material is made, and its lower end is embedded in basement rock 13, and the degree of depth of its embedding is minimum can not be less than 4m, is namely more than or equal to 4m; The end of the upper end of sleeve pipe 14 is placed in the first cavity 112 of pile for prestressed pipe 11, and namely 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 also can be arranged on other position of pile for prestressed pipe 11, or, multiple sleeve pipes 14 can be set, and be around shape and arrange.
In the first cavity 112 of pile for prestressed pipe 11, be also provided with reinforcing cage 17, this reinforcing cage 17 is placed in the top of sleeve pipe 14, like this, and the upper end of the pile for prestressed pipe 11 not extending to for sleeve pipe 14, utilize reinforcing cage 17 and slurry to coordinate the structure forming to reinforce, greatly improve 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, through the second cavity 141 of sleeve pipe 14, is placed in the first cavity 112 of pile for prestressed pipe 11; In the upper end of pile for prestressed pipe 11 first cavities 112, be provided with anchor pole cushion cap, the upper end anchoring of itself and anchor pole 15, thus make anchor pole 15 fixing, ensure its uplift resistance requirement.
In the present embodiment, being cement paste at the slurry of the second cavity 141 interior injections of sleeve pipe 14, particularly, can be M40 cement paste 16, and it can be also the cement paste of other type certainly; Slurry in the first cavity 112 interior injections of pile for prestressed pipe 11 is concrete, particularly, is C45 concrete, and certainly, it can be also the concrete of other type.
In the present embodiment, have multiple reinforcement bars 151 in the anchor pole 15 in sleeve pipe 14, the plurality of reinforcement bar 151 is around shape to be arranged, certainly, the quantity of reinforcement bar 151 can be more than two or two, specifically need to be determined by actual uplift resistance demand.
The construction method of the uplift pile structure that the present embodiment also provides, its example taking pile for prestressed pipe 11 diameters as 1000mm, certainly, according to the difference of pile for prestressed pipe 11 diameters, the size of other parts also changes thereupon, and its construction sequence is as follows:
1), with reference to shown in Fig. 1, in soil layer 12, squeeze into pile for prestressed pipe 11, this pile for prestressed pipe 11 is squeezed into along the depth direction of soil layer 12, until its lower end is connected on the basement rock 13 of soil layer 12 belows;
2), with reference to shown in Fig. 2, boring extracting soil in the first cavity 112 of pile for prestressed pipe 11, boring until basement rock 13 places stop;
3), with reference to shown in Fig. 3, in pile for prestressed pipe 11, basement rock 13 is bored to bolthole, the anchored force calculative determination that the degree of depth of bolthole can be as required; After boring, the sleeve pipe 14 of lower hollow in bolthole, sleeve pipe 14 inside have the second cavity 141, and its length direction along pile for prestressed pipe 11 extends to be arranged, and lower end is embedded in bolthole, and its upper end is placed in the first cavity 112 of pile for prestressed pipe 11;
4), with reference to shown in Fig. 4 and 5, at the interior lower anchor pole 15 of the second cavity 141 of sleeve pipe 14, anchor pole 15 extends along the length direction of sleeve pipe 14, its lower end is placed in the second cavity 141 of sleeve pipe 14, upper end is through this second cavity 141, be placed in the first cavity 112, and build slurry in the second cavity 141;
5), in the first cavity 112 of pile for prestressed pipe 11, build slurry.
Be provided with lower protruding pile top 111 for pile for prestressed pipe 11 lower ends, in above-mentioned steps 1) in, pile for prestressed pipe 11 is squeezed into along the depth direction of soil layer 12, can stop until pile top 111 is connected on basement rock 13.
In above-mentioned steps 3) in, the center of bolthole in pile for prestressed pipe 11, the degree of depth that basement rock 13 is goed deep in its lower end is no less than 4m; Accordingly, the degree of depth that sleeve pipe 14 embeds in bolthole is also not less than 4m, and the diameter of sleeve pipe 14 is 273mm, and wall thickness is 4.5mm.
In step 4) in, can descend anchor pole 15 sleeve pipe 14 is interior, in anchor pole 15, there are multiple reinforcement bars, surrounding's layout of multiple reinforcement bar annular sleeves 14; In addition, the slurry injecting in sleeve pipe 14 second cavities 141 is M40 cement paste etc., and the diameter of anchor pole 15 can be 36mm.
In step 5) in, the slurry being cast in pile for prestressed pipe 11 first cavities 112 can be C45 concrete etc., and, in the upper end of pile for prestressed pipe 11 first cavities 112, reserved empty position is used to form anchor pole cushion cap, the upper end anchoring of this anchor pole cushion cap and anchor pole 15.
Shown in Fig. 6 and 7, in above-mentioned steps 4) and step 5) between, when building after slurry in the second cavity 141 toward sleeve pipe 14, at the interior placement reinforcing cage 17 of the first cavity 112 of pile for prestressed pipe 11, this reinforcing cage 17 is positioned at the top of sleeve pipe 14, then, then in the first cavity 112 of pile for prestressed pipe 11 build slurry.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments of doing within the spirit and principles in the present invention, be equal to and replace and improvement etc., within all should being included in protection scope of the present invention.
Claims (10)
1. uplift pile structure, be plugged in soil layer, the below of soil layer is basement rock, it is characterized in that, described uplift pile structure comprises and is plugged in soil layer and lower end is connected to the pile for prestressed pipe on basement rock, the inside of described pile for prestressed pipe has the first cavity, in described the first cavity, being provided with lower end is embedded in basement rock and upper end extends to the sleeve pipe in the first cavity, in described sleeve pipe, there is the second cavity, in described the second cavity, be provided with anchor pole, the upper end of described anchor pole, through described the second cavity, is placed in described the first cavity; In described the first cavity and the second cavity, build slurry.
2. uplift pile structure as claimed in claim 1, is characterized in that, the lower end of described pile for prestressed pipe is provided with protrudes down and is connected to the pile top on basement rock.
3. uplift pile structure as claimed in claim 1, is characterized in that, in the first cavity of described pile for prestressed pipe, is provided with reinforcing cage, and described reinforcing cage is placed in described sleeve pipe top.
4. uplift pile structure as described in claims 1 to 3 any one, is characterized in that, the anchor pole in described sleeve pipe has multiple reinforcement bars, the circumference of multiple described reinforcement bar annular sleeves.
5. uplift pile structure as described in claims 1 to 3 any one, is characterized in that, described sleeve pipe is located at the center of described pile for prestressed pipe.
6. uplift pile structure as described in claims 1 to 3 any one, is characterized in that, the upper end of the first cavity of described pile for prestressed pipe is provided with anchor pole cushion cap, and the upper end of described anchor pole is anchored in described anchor pole cushion cap.
7. the construction method of uplift pile structure, is characterized in that, comprises the following steps:
1), in soil layer, squeeze into pile for prestressed pipe, until the lower end of described pile for prestressed pipe is connected on basement rock;
2), fetch earth in the first cavity internal drilling of described pile for prestressed pipe, until stop boring on basement rock;
3), in described pile for prestressed pipe to basement rock bore bolthole, in described bolthole, embed sleeve pipe, the upper end of described sleeve pipe is placed in described the first cavity;
4), in the second cavity of described sleeve pipe lower anchor pole, the lower end of described anchor pole is placed in described the second cavity, its upper end is placed in described the first cavity, and builds slurry in described the second cavity;
5), in the first cavity of described pile for prestressed pipe, build slurry.
8. the construction method of uplift pile structure as claimed in claim 7, is characterized in that, lower protruding pile top is located in the lower end of described pile for prestressed pipe, in described step 1) in, when described pile top is connected on described basement rock, stop squeezing into described pile for prestressed pipe.
9. the construction method of uplift pile structure as claimed in claim 7, is characterized in that, the degree of depth that described sleeve pipe lower end embeds in basement rock is greater than 4m.
10. the construction method of the uplift pile structure as described in claim 7 to 9 any one, it is characterized in that, in described step 4) and step 5) between, when building after slurry in described sleeve pipe, in the first cavity of described pile for prestressed pipe, place reinforcing cage, described reinforcing cage is placed in the top of described sleeve pipe.
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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| CN201410425689.2A CN104196021B (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure and construction method thereof |
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| CN104196021A true CN104196021A (en) | 2014-12-10 |
| CN104196021B CN104196021B (en) | 2017-01-25 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064355A (en) * | 2015-07-28 | 2015-11-18 | 济南轨道交通集团有限公司 | Anchor rope composite pile structure as stand column of main structure and construction method of anchor rope composite pile structure |
| 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 |
| 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 |
| CN113463629A (en) * | 2021-06-25 | 2021-10-01 | 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 |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| 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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| CN102418339A (en) * | 2011-09-28 | 2012-04-18 | 上海强劲地基工程股份有限公司 | Novel energy-saving anti-floating pile |
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| CN1386936A (en) * | 2002-05-28 | 2002-12-25 | 立基工程有限公司 | Combined rock-embedding pile and its construction method |
| CN101230577A (en) * | 2007-12-28 | 2008-07-30 | 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 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064355A (en) * | 2015-07-28 | 2015-11-18 | 济南轨道交通集团有限公司 | Anchor rope composite pile structure as stand column of main structure and construction method of anchor rope composite pile structure |
| 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 |
| CN113463629A (en) * | 2021-06-25 | 2021-10-01 | 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 |
| 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 |
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