CN204125941U - Uplift pile structure - Google Patents
Uplift pile structure Download PDFInfo
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- CN204125941U CN204125941U CN201420485723.0U CN201420485723U CN204125941U CN 204125941 U CN204125941 U CN 204125941U CN 201420485723 U CN201420485723 U CN 201420485723U CN 204125941 U CN204125941 U CN 204125941U
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- prestressed pipe
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Abstract
The utility model relates to the technical field of building resistance to plucking structure, disclose uplift pile structure, it is plugged in soil layer, and the below of soil layer is basement rock, comprises being plugged in soil layer and lower end is connected to the pile for prestressed pipe on basement rock, the inside of pile for prestressed pipe has the first cavity, be provided with lower end in it to be embedded in basement rock and upper end and to extend to sleeve pipe in the first cavity, there is in sleeve pipe the second cavity, in the second cavity, be provided with anchor pole, the upper end of anchor pole, through described second cavity, is placed in the first cavity; Slurry has been built in first cavity and the second cavity.The uplift pile structure that the utility model provides, it is by the frictional force between pile for prestressed pipe pile body and soil layer, and the anchored force of anchor pole combines, and makes this uplift pile structure meet the uplift resistance demand of design; In practice of construction, then do not need the basement rock below to soil layer to draw hole in advance, convenient construction, whole uplift pile structure is easy, the engineering time is short, pile efficiency is high and integrated cost is low.
Description
Technical field
The utility model relates to the technical field of building resistance to plucking structure, especially uplift pile structure.
Background technology
At the project site that groundwater table is higher, when the loading of the building on top can not balance buoyancy force of underground water, the entirety of building or local then can be subject to buoyancy upwards, as the biochemistry pool etc. of the basement structure of building, underwater foundation, underground tank, Wastewater Treatment Plant, it then can be destroyed.
For eliminating the buoyancy effect descending structure to produce over the ground to buoyancy that underground water produces, need to take corresponding measure of anti float to underground structure, to ensure the safety of underground building and normally to use.
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 the anchored force of the frictional force of uplift pile pile body and rock (soil) layer or anchor pole to provide uplift resistance.
The pile-type often used in uplift pile structure has bored pile or pile for prestressed pipe, when 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 large by formation influence, pile for prestressed pipe is difficult to embed in the basement rock below soil layer, like this, when 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, then often need to draw hole in advance to basement rock, what reach design to make the lower end of pile for prestressed pipe enters the rock degree of depth, like this, then causes that the uplift pile structure engineering time is long, pile efficiency is low, integrated cost is high.
Utility model content
The purpose of this utility model is to provide uplift pile structure, when being intended to solve uplift pile structure of the prior art employing pile for prestressed pipe, needing to draw hole in advance to basement rock, causes the problem that the engineering time is long, pile efficiency is low and integrated cost is high.
The utility model 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 to be 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, be provided with lower end in described first cavity to be embedded in basement rock and upper end and to extend to sleeve pipe in the first cavity, there is in described sleeve pipe the second cavity, anchor pole is provided with in described second cavity, the upper end of described anchor pole, through described second cavity, is placed in described first cavity; Slurry has been built in described first cavity and the second cavity.
Further, the lower end of described pile for prestressed pipe is provided with and protrudes down and the pile top be connected on basement rock.
Further, be provided with reinforcing cage in the first cavity of described pile for prestressed pipe, described reinforcing cage is placed in above described sleeve pipe.
Further, in described sleeve pipe, be provided with multiple described anchor pole, the circumference of multiple described anchor pole annular sleeve.
Further, the center of described pile for prestressed pipe is located at by described sleeve pipe.
Further, 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.
Further, the degree of depth that described sleeve pipe embeds in basement rock is greater than 4m.
Further, the slurry of building in described second cavity is cement paste;
Further, the slurry of building in described first cavity is concrete.
Compared with prior art, the uplift pile structure that the utility model provides, 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, this uplift pile structure is made to meet the uplift resistance demand of design; In practice of construction, the basement rock below to soil layer is not then needed to draw hole in advance, further, make full use of that bolt diameter is little, convenient construction and the advantage that has compared with large pulling resistance, such that whole uplift pile structure is easy, the engineering time is short, pile efficiency is high and integrated cost is low.
Accompanying drawing explanation
Fig. 1 is the schematic front view that pile for prestressed pipe that the utility model embodiment provides is plugged in soil layer;
Fig. 2 be the utility model embodiment provide the soil layer in pile for prestressed pipe is drilled through after schematic front view;
Fig. 3 is the schematic front view in pile for prestressed pipe after setting of casing that the utility model embodiment provides;
Fig. 4 is the schematic front view in sleeve pipe after lower anchor pole that the utility model embodiment provides;
Fig. 5 is the A place cut-away illustration in Fig. 4;
Fig. 6 is the schematic front view of the uplift pile structure that the utility model embodiment provides;
Fig. 7 is the B place cut-away illustration in Fig. 6.
Detailed description of the invention
In order to make the purpose of this utility model, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the utility model is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the utility model, and be not used in restriction the utility model.
Below in conjunction with specific embodiment, realization of the present utility model is described in detail.
As shown in Fig. 1 ~ 7, it is the preferred embodiment that the utility model provides.
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; Sleeve pipe 14 is provided with in the first cavity 112 of pile for prestressed pipe 11, 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; Multiple anchor pole 15 is laid with in the second cavity 141 of sleeve pipe 14, the plurality of anchor pole 15 extends layout 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; Slurry is cast with respectively in the first cavity 112 of above-mentioned pile for prestressed pipe 11 and the second cavity 141 of sleeve pipe 14.
In the present embodiment, pile for prestressed pipe 11, sleeve pipe 14 and anchor pole 15 are arranged in vertical shape, and certainly, according to the orientation of underground structure on soil layer 12, it also can in the layout such as skewed, and concrete setting is needed to determine by practice of construction.
The above-mentioned uplift pile structure provided, it, in conjunction with pile for prestressed pipe 11 and anti-float anchor rod 15, utilizes the frictional force between pile for prestressed pipe 11 pile body and soil layer 12, and the anchored force of anchor pole 15 combines, comprehensively provide uplift resistance, make this uplift pile structure meet the uplift resistance demand of design; Like this, in practice of construction, the basement rock 13 below to soil layer 12 is not then needed to draw hole in advance, and, make full use of that anchor pole 15 diameter is little, convenient construction and the advantage that has compared with large pulling resistance, such 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 protruded down, this pile top 111 is connected on the basement rock 13 below soil layer 12, thus, make the stable connection between pile for prestressed pipe 11 and basement rock 13, increase snap-in force between the two, greatly improve the uplift resistance requirement of pile for prestressed pipe 11.
Particularly, the tapered cylindrical shape of pile top 111, its lower end is shunk, and namely forms reducing shape.
Sleeve pipe 14 is made for steel material, and certainly, it also can be that other metal material is made, and its lower end is embedded in basement rock 13, and degree of depth embedded is minimum can not be less than 4m for it, 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 pipe 14 can be set, and in arranging around shape.
Reinforcing cage 17 is also provided with in the first cavity 112 of pile for prestressed pipe 11, this reinforcing cage 17 is placed in the top of sleeve pipe 14, like this, for the upper end of the pile for prestressed pipe 11 that sleeve pipe 14 does not extend to, utilize reinforcing cage 17 and slurry to coordinate the structure formed 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 cavity 112, be provided with anchor pole cushion cap, the upper end anchoring of itself and anchor pole 15, thus anchor pole 15 is fixed, ensure its uplift resistance requirement.
In the present embodiment, the slurry injected in the second cavity 141 of sleeve pipe 14 is cement paste, and particularly, can be M40 cement paste 16, it also can be the cement paste of other type certainly; The slurry injected in the first cavity 112 of pile for prestressed pipe 11 is concrete, and particularly, be C45 concrete, certainly, it also can be the concrete of other type.
In the present embodiment, have multiple reinforcement bar 151 in the anchor pole 15 in sleeve pipe 14, the plurality of reinforcement bar 151 is arranged in around shape, and certainly, the quantity of reinforcement bar 151 can be two or two or more, and concrete needs is determined by actual uplift resistance demand.
The construction method of the uplift pile structure that the present embodiment also provides, its example being 1000mm with pile for prestressed pipe 11 diameter, certainly, according to the difference of pile for prestressed pipe 11 diameter, 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 below soil layer 12;
2), with reference to shown in Fig. 2, boring extracting soil in the first cavity 112 of pile for prestressed pipe 11, boring is until basement rock 13 place stops;
3), with reference to shown in Fig. 3, in pile for prestressed pipe 11, bore bolthole to basement rock 13, the degree of depth of bolthole can be determined in anchored force calculating as required; After boring, the sleeve pipe 14 of lower hollow in bolthole, sleeve pipe 14 inside has the second cavity 141, and its length direction along pile for prestressed pipe 11 extends to be arranged, 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, lower multiple anchor pole 15 in 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, slurry is built.
Lower convex pile top 111 is provided with, in above-mentioned steps 1 for pile for prestressed pipe 11 lower end) in, pile for prestressed pipe 11 is squeezed into along the depth direction of soil layer 12, then can stop until pile top 111 is connected on basement rock 13.
In above-mentioned steps 3) in, bolthole is in the center of pile for prestressed pipe 11, and 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 the anchor pole 15 of three or more below in sleeve pipe 14, surrounding's layout of multiple anchor pole 15 annular sleeve 14; In addition, the slurry injected in sleeve pipe 14 second cavity 141 is M40 cement paste etc., and the diameter of anchor pole 15 can be 36mm.
In step 5) in, the slurry be cast in pile for prestressed pipe 11 first cavity 112 can be C45 concrete etc., and, in the upper end of pile for prestressed pipe 11 first cavity 112, reserved empty position for the formation of anchor pole cushion cap, the upper end anchoring of this anchor pole cushion cap and anchor pole 15.
With reference to shown in Fig. 6 and 7, in above-mentioned steps 4) and step 5) between, after build slurry in the second cavity 141 of sleeve pipe 14, reinforcing cage 17 is placed in 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 slurry is built.
The foregoing is only preferred embodiment of the present utility model; not in order to limit the utility model; all do within spirit of the present utility model and principle any amendment, equivalent to replace and improvement etc., all should be included within protection domain of the present utility model.
Claims (9)
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 to be 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, be provided with lower end in described first cavity to be embedded in basement rock and upper end and to extend to sleeve pipe in the first cavity, there is in described sleeve pipe the second cavity, anchor pole is provided with in described second cavity, the upper end of described anchor pole, through described second cavity, is placed in described first cavity; Slurry has been built in described first cavity and the second cavity.
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 and the pile top be connected on basement rock down.
3. uplift pile structure as claimed in claim 1, it is characterized in that, be provided with reinforcing cage in the first cavity of described pile for prestressed pipe, described reinforcing cage is placed in above described sleeve pipe.
4. uplift pile structure as described in any one of claims 1 to 3, is characterized in that, the anchor pole in described sleeve pipe has multiple reinforcement bar, the circumference of multiple described reinforcement bar annular sleeve.
5. uplift pile structure as described in any one of claims 1 to 3, is characterized in that, the center of described pile for prestressed pipe is located at by described sleeve pipe.
6. uplift pile structure as described in any one of claims 1 to 3, 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. uplift pile structure as described in any one of claims 1 to 3, is characterized in that, the degree of depth that described sleeve pipe embeds in basement rock is greater than 4m.
8. uplift pile structure as described in any one of claims 1 to 3, is characterized in that, the slurry of building in described second cavity is cement paste.
9. uplift pile structure as described in any one of claims 1 to 3, is characterized in that, the slurry of building in described first cavity is concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420485723.0U CN204125941U (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420485723.0U CN204125941U (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure |
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| Publication Number | Publication Date |
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| CN204125941U true CN204125941U (en) | 2015-01-28 |
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| CN201420485723.0U Active CN204125941U (en) | 2014-08-26 | 2014-08-26 | Uplift pile structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107237266A (en) * | 2017-06-27 | 2017-10-10 | 中铁第四勘察设计院集团有限公司 | Open cut rock anchor combination foundation and its inverse operation construction method |
| CN108360509A (en) * | 2018-05-02 | 2018-08-03 | 金陵科技学院 | A kind of shock-absorbing type uplift pile with ribbing of assembled and its construction method |
| CN111648359A (en) * | 2020-06-16 | 2020-09-11 | 深圳市勘察测绘院(集团)有限公司 | Construction method of anchor rod pile |
-
2014
- 2014-08-26 CN CN201420485723.0U patent/CN204125941U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107237266A (en) * | 2017-06-27 | 2017-10-10 | 中铁第四勘察设计院集团有限公司 | Open cut rock anchor combination foundation and its inverse operation construction method |
| CN107237266B (en) * | 2017-06-27 | 2023-02-28 | 中铁第四勘察设计院集团有限公司 | Open cut rock anchor combined foundation and reverse operation construction method thereof |
| CN108360509A (en) * | 2018-05-02 | 2018-08-03 | 金陵科技学院 | A kind of shock-absorbing type uplift pile with ribbing of assembled and its construction method |
| CN108360509B (en) * | 2018-05-02 | 2023-10-10 | 新疆川涛建设工程有限公司 | Assembled ribbed damping type uplift pile and construction method thereof |
| CN111648359A (en) * | 2020-06-16 | 2020-09-11 | 深圳市勘察测绘院(集团)有限公司 | Construction method of anchor rod pile |
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