CN201635072U - Centrally grouted static-pressured anchor pile former - Google Patents
Centrally grouted static-pressured anchor pile former Download PDFInfo
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- CN201635072U CN201635072U CN2010201552529U CN201020155252U CN201635072U CN 201635072 U CN201635072 U CN 201635072U CN 2010201552529 U CN2010201552529 U CN 2010201552529U CN 201020155252 U CN201020155252 U CN 201020155252U CN 201635072 U CN201635072 U CN 201635072U
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Abstract
The utility model relates to a centrally grouted static-pressured anchor pile former, which comprises standard pile sections and a bottom pile section, a hard plastic tube is pre-buried in the center of the cross section of each standard pile section, the lower end of the hard plastic tube is connected with a through chamber, the four corners of the upper end of the hard plastic tube are respectively provided with an anchor hole, the four corners of the lower end of each standard pile section are respectively provided with a connecting hole which axially corresponds to the anchor hole, a bottom hard plastic tube is pre-buried in the center of the cross section of the bottom pile section, the lower end of the bottom hard plastic tube is screwed in a hard plastic sleeve, the four corners of the top surface of the bottom pile section are respectively provided with a bottom anchor hole, which axially corresponds to the anchor hole, reinforcing steel bars, the upper parts of which are provided with nuts, are anchored in the bottom anchor holes, the nuts are fitted in the connecting holes, a plurality of lower grout-discharging tubes are communicated with the circumference of the hard plastic sleeve, and a plurality of upper grout-discharging tubes are communicated with the circumference of each through chamber. The utility model has the following advantages that: firstly, the bearing capability of the pile can be enhanced, so that the construction cost can be reduced by reducing the number of piles, while the quality is reliable; and secondly, the affection of soil compacting on neighboring buildings can be reduced, so that the surrounding construction environment can be protected.
Description
Technical field
The utility model patent relates to a kind of pile foundation of civil construction project, especially relates to the higher core-grouted static pressure anchor rod pile pile making device that can reduce construction costs again of a kind of pile foundation engineering quality.It is applicable to that existing building foundation underpinning, adding building layer, inclined building, correction, house end heavy etc. basic reinforcing engineering; The static pressure anchor rod pile foundation that also can be used for the composite pile foundation design and construction of the piling of pile foundation engineering and reverse construction by the slip casting of the anchor pole stake heart, increases substantially the bearing capacity value of stake.
Background technology
Static pressure anchor rod pile foundation in the existing civil construction project is a kind of reliable quality stake type commonly used, and its relevant national professional technique rules are YBJ227-91 anchor jacked pile tecnical regulations; It is applicable to basic reinforcing engineering and engineering piling; Yet it is not to take a heart grouting device, the engineering of described anchor jacked pile because of the bearing capacity value of stake not be effectively played make the construction costs costliness; Since described bearing capacity value not be effectively played, have to make the design density that lays out pile excessive, passing through soil layer because of stake again is the saturated soft ground soil compaction, it influences bigger to adjacent building and underground utilities, thus the application in construction work is restricted.
The utility model content
Technical problem to be solved in the utility model is exactly to provide a kind of bearing capacity value that improves stake to reduce the core-grouted static pressure anchor rod pile pile making device of soil compaction to the adjacent building influence simultaneously at the present situation of above-mentioned prior art.
The utility model is to solve the problems of the technologies described above the technical scheme that is adopted to be: a kind of core-grouted static pressure anchor rod pile pile making device, comprise standard pile cutoff and end pile cutoff, and it is characterized in that:
The hard of the pre-buried slip casting in section center of a. described standard pile cutoff is moulded pipe, and this hard is moulded the pipe bottom and is connected with straight-through empty chamber, and these vertical direction both sides, sky chamber respectively are provided with a side slurry outlet; The top of described standard pile cutoff respectively is provided with bolthole for four jiaos, and the bottom of this standard pile cutoff respectively is provided with connecting hole for four jiaos, and the axial location of this connecting hole is corresponding with the axial location of described bolthole;
The pre-buried bottom hard in the section center of b. described end pile cutoff is moulded pipe, this bottom hard is moulded the pipe lower end and is connected a slip casting tube connector, the end face of pile cutoff of the described end respectively is provided with end bolthole for four jiaos, and the axial location of this end bolthole is corresponding with the axial location of described bolthole; This end bolthole anchors into the reinforcing bar of upper end band nut, this nut and described connecting hole phase configuration; Described bottom hard is moulded pipe upper end and is connected a slip casting short tube, and this slip casting short tube is connected between the end face described standard pile cutoff and pile cutoff of the described end; This slip casting short tube is inserted in the described straight-through empty chamber, and the height of this straight-through empty chamber is greater than the length of described slip casting short tube;
The circumferential slurry outlet of four intercommunications that radially are provided with interval 90 degree of c. described slip casting tube connector.
Owing in the pre-buried Grouting Pipe of pile center, inject cement grout is held the stake heart mortar depositing construction of soil with reinforcing stake week each layer soil and reinforcing stake a pile making device more than adopting, realize that stake top and basic watering with concrete build up integral body, finish the static pressure grouting anchoring pile construction, the bearing capacity value of stake is increased substantially, reinforce the stake number thereby can reduce, construction costs is reduced.
The circumferencial direction of described straight-through empty chamber is communicated with a plurality of outlet pipes of going up.Its effect is to pass through soil layer property with the native collateral resistance that also improves stake of grouting and reinforcing stake week according to stake.
The described outlet pipe aperture from bottom to top of going up is set to 10～6 millimeters.With realize ideal the stake collateral resistance.
Described bottom hard is moulded the pipe upper end and is connected a slip casting short tube, and this slip casting short tube is inserted in the described straight-through empty chamber, and the height of this straight-through empty chamber is greater than the length of described slip casting short tube.Because slip casting short tube length is shorter than the height of empty chamber, so sulphide mastic can not stop up Grouting Pipe, connect to guarantee the long Grouting Pipe of full stake, standard pile cutoff and end section stake (or pile cutoff) up and down by sulphide mastic combine closely close joint, do not produce spillage.
Described hard is moulded pipe, described bottom hard and is moulded the aperture of pipe and can be set to 12～20 millimeters; The best is set to 15 millimeters.The aperture of described slip casting tube connector can be set to 22～30 millimeters; The best is set to 25 millimeters.This is in order to ensure quality and the efficient of injecting cement grout in pile center.
Compared with prior art, the utility model advantage is to select to help most the reinforcing that the grouting and reinforcing soil layer carries out bearing course at pile end and pile soil horizon according to soil layer property, make bearing capacity value obtain the most effective raising, thereby can reduce a number to reduce construction costs, reliable in quality again; Next is can reduce soil compaction adjacent building is influenced, with the built environment around the protection.
Description of drawings
Fig. 1 is the utility model structural representation;
Fig. 2 is a standard paragraphs stake schematic diagram of the present utility model;
Fig. 3 is a end of the present utility model section pile cutoff schematic diagram;
Fig. 4 is standard paragraphs stake and end section stake connection diagram.
The specific embodiment
Below in conjunction with accompanying drawing embodiment to describing in further detail.
Fig. 1 to Fig. 4 illustrates an embodiment of the present utility model, and it is made up of pile cutoff 2 at the bottom of a plurality of standard pile cutofves 1 and; The pre-buried hard in the section center of standard pile cutoff 1 is moulded pipe 4, and this hard is moulded the pipe bottom and is connected with straight-through empty chamber 5; The circumferencial direction of straight-through empty chamber is communicated with a plurality of outlet pipes 10 of going up.
The top of standard pile cutoff respectively is provided with bolthole 6 for four jiaos, and its bottom respectively is provided with connecting hole 3 for four jiaos, and the axial location of this connecting hole is corresponding with the axial location of bolthole 6;
The pre-buried bottom hard in the section center of end pile cutoff 2 is moulded pipe 41, this bottom hard is moulded the pipe lower end hard that is threaded and is moulded sleeve pipe 11, the end face of end pile cutoff respectively is provided with end bolthole 61 for four jiaos, and the axial location of this end bolthole is corresponding with the axial location of bolthole 6; Anchor into the reinforcing bar 8 of top band nut in this end bolthole, this nut and connecting hole 3 phase configuration; The circumferencial direction that hard is moulded sleeve pipe 11 is communicated with a plurality of outlet pipes 9 down.
The bottom hard is moulded pipe 41 upper ends and is connected a slip casting short tube 12, and this slip casting short tube is inserted in the straight-through empty chamber, and the height of this straight-through empty chamber 5 is greater than the length of slip casting short tube 12.
Hard is moulded pipe, bottom hard and is moulded the aperture of pipe 41 and be set to 15 millimeters.The aperture that hard is moulded sleeve pipe 11 is set to 25 millimeters.
The utility model work progress is such:
At first, a plurality of standard pile cutofves and end pile cutoff are numbered earlier from bottom to top by the pile sinking program, then
The first step is provided with end section stake
Injected hole is vertically bored in bottom at end pile cutoff 2, disposes slip casting tube connector 11 in this injected hole; The vertical direction of this slip casting tube connector 11 is provided with the circumferential slurry outlet 9 (as shown in Figure 3) of four intercommunications of 90 degree at interval, and the aperture of this slurry outlet is 12 millimeters.Need determine the soil layer position of its needs grouting and reinforcing according to the soil nature that soil layer is passed through in the anchor pole stake.Then, vertical boring is set to sky chamber 5 in the bottom of standard pile cutoff 1, and the vertical direction both sides of this sky chamber 5 respectively are provided with a side slurry outlet 10 (as shown in Figure 4), and the aperture of this side slurry outlet 10 is set to 10～6 millimeters from bottom to top respectively.Top portion in end section stake 2 is provided with bolthole 61, implants reinforcing bar 8 in this bolthole 61, and these reinforcing bar 8 upper ends are connected with nut thread; Finish above-mentioned preparation routine, can carry out piling construction;
In second step, end section stake is in place
Adopt hydraulic jack that end pile cutoff 2 is sunk to soil layer, simultaneously the upright position is proofreaied and correct in end section stake; Then, it is in place to hang in standard paragraphs stake 1, and the bottom of this standard paragraphs stake 1 is provided with mating holes 3, and this mating holes 3 is corresponding with described nut; At the end face of end pile cutoff (or sinking to pile cutoff earlier) slip casting short tube 12 is installed, this slip casting short tube 12 is positioned between connection end face 100 millimeter of standard pile cutoff and end section stake (when a plurality of standard pile cutoff, being upper and lower pile cutoff); Be about to end pile cutoff around go along with sb. to guard him a paramount face 50 millimeter that go out, pour into the liquid-state sulfur clay, this sulphide mastic flows into bolthole 61 and overflows, with the standard pile end pile cutoff (or sinking to pile cutoff earlier) that aligns, slowly transfer to making up, treat the sulphide mastic cooling, can roll over except that going along with sb. to guard him around the end section stake (or sinking to pile cutoff earlier); Carry out the preceding slip casting short tube 12 of installing earlier of piling construction of standard pile cutoff, because slip casting short tube 12 length are lacked about 20 millimeters than the height of empty chamber 5, so sulphide mastic can not stop up Grouting Pipe 4, guaranteeing that the long Grouting Pipe of full stake connects, standard pile cutoff and end pile cutoff (or pile cutoff) up and down by sulphide mastic combine closely close joint, do not produce spillage.
The 3rd step, repeat said procedure a plurality of standard pile cutofves are all sunk to soil layer, when last standard pile cutoff 1 end face more than ground 50～100 millimeters the time, Grouting Pipe 4 external metal Grouting Pipe are to certain altitude, pour into sulphide mastic in the end face bolthole 6 and insert the reinforcing bar 8 that is connected with cushion cap, then standard pile cutoff 1 end face is provided with soil layer to design altitude, finishes piling construction; The cement grout that reinjects and need is removed external metal Grouting Pipe, irritates real concrete and finishes being connected of anchor pole stake and foundation platform, finishes the stake of static pressure grouting anchor pole.
The water of the utility model slurries and the ratio of cement are 0.5～0.6, determine cement consumption by the bearing capacity value of estimating stake, pass through soil layer property according to stake and select following several reinforcings stake end soil layers or all each layer soil of stake: first kind is reinforced stake end soil is not stay slurry outlet 10, as shown in Figure 2; Second kind is reinforced stake end soil is only must the grouting and reinforcing pile soil horizon, and a cancellation stake end grout outlet 9 carries out shutoff to slip casting tube connector 11 simultaneously, as shown in Figure 3; The third reinforces stake end soil is to reinforce stake end soil to reinforce stake week soil again simultaneously, and circumferential slurry outlet 9 and stake side slurry outlet 10 then are set.
The utility model is that single conventional static pressure anchor rod stake technology is introduced stake heart grouting device, there is purpose to carry out the grouting and reinforcing foundation soil according to soil layer property, become the novel stake of two kinds of technology unifications by the preformed pile of routine, the bearing capacity value of stake is increased substantially, reduce the stake number, reduce construction costs, add the piece speed of application, and the pile foundation engineering quality is improved, and the preformed pile that impels batch production to produce increases new kind, enlarges the process that the building pile foundation batch production is produced.
The utility model has been realized abundant excavation preformed pile bearing capacity performance and potentiality, improve the bearing capacity value of stake in the slip casting of the preformed pile heart, thereby can reduce a number or the reduction density that lays out pile, reduce the influence of soil compaction simultaneously, construction costs be reduced improve the pile foundation engineering quality again adjacent building.
Implementation result of the present utility model is as follows: first kind, when bearing course at pile end or stake side soil were sandy soil, bearing capacity value can improve 50～70%; Second kind, when bearing course at pile end or stake side soil were silt, bearing capacity value can improve 30～50%; Second kind, when bearing course at pile end or stake side soil were cohesive soil, bearing capacity value can improve 20～30%.
Being used for the static pressure anchor rod stake can select to reinforce pile soil horizon according to soil layer property simultaneously, and the bearing capacity value of anchor pole stake is greatly improved.
The utility model can be by prefabricated production standard pile cutoff of batch production and end pile cutoff, and does not wait by 200 * 200,250 * 250,300 * 300,350 * 350 millimeters respectively in the cross section; Pile cutoff in pile cutoff transportation handling process anchors into reinforcing bar deformation effect pile extension quality in advance, can adopt to be transported to will anchor into reinforcing bar again behind the building site and be connected with the nut of standard pile cutoff.
The collateral resistance that need improve stake according to all soil nature of stake carries out a side slip casting in close absolute altitude position, penetrates the slurry outlet 10 of sky chamber 5 for the slip casting of stake side to reaching the boring of concrete strength standard pile cutoff, and generally symmetrical two holes, aperture are 6～1 millimeters; Must reinforce multistrata foundation soil, then the pile cutoff boring in multilayer palpus slip casting position penetrates sky chamber slurry outlet 10, and the aperture is up-small and down-big; Fig. 3 illustrates pile cutoff center, the end 15 millimeters hard of pre-buried diameter and moulds pipe 41 and mould pipe 11 with 25 millimeters hard of diameter, and boring is worn slip casting and taken over 11 and be the stake slurry outlet 9 in week, prevents that slip casting from taking over the slurry outlet 9 that 11 plug-holes are replaced pile grouting.During construction to the construction of each pile cutoff numbering, guarantee must stake side slip casting pile cutoff in the position of plan, promptly finish the preparation before each pile cutoff pile sinking of static pressure grouting anchor pole stake.
Static pressure anchor rod stake utilization is reinforced the deadweight of construction of structures main body as holding a counter-force, in the basis that reinforces main body, bury anchor pole underground, the pile sinking steel door frame is connected with anchor pole, in the stake hole that pile sinking steel door frame center is reserved, insert the preformed pile section, with hydraulic jack prefabricated pile cutoff static pressure is buried, hanging in second section prefabricated pile cutoff overlaps with following pile cutoff face, seal with bar planting and structure glue and pile cutoff up and down to be connected into whole stake back pile sinking continue static pressure and bury, bury until designing the whole static pressure of pile cutoff, by stake heart mortar depositing construction, can water with the basis stake top with concrete and build up integral body, finish the static pressure grouting anchoring pile construction.
Claims (6)
1. a core-grouted static pressure anchor rod pile pile making device comprises standard pile cutoff (1) and end pile cutoff (2), it is characterized in that:
The hard of the pre-buried slip casting in section center of a. described standard pile cutoff (1) is moulded pipe (4), and this hard is moulded pipe (4) bottom and is connected with straight-through empty chamber (5), and the vertical direction both sides of this sky chamber (5) respectively are provided with a side slurry outlet (10); The top of described standard pile cutoff (1) respectively is provided with bolthole (6) for four jiaos, and the bottom of this standard pile cutoff (1) respectively is provided with connecting hole (3) for four jiaos, and the axial location of this connecting hole (3) is corresponding with the axial location of described bolthole (6);
The pre-buried bottom hard in the section center of b. described end pile cutoff (2) is moulded pipe (41), this bottom hard is moulded pipe (41) lower end and is connected a slip casting tube connector (11), the end face of pile cutoff of the described end (2) respectively is provided with end bolthole (61) for four jiaos, and the axial location of this end bolthole (61) is corresponding with the axial location of described bolthole (6); Anchor into the reinforcing bar (8) of upper end band nut in this end bolthole (61), this nut and described connecting hole (3) phase configuration; Described bottom hard is moulded pipe (41) upper end and is connected a slip casting short tube (12), and this slip casting short tube is positioned at being connected between the end face of described standard pile cutoff (1) and pile cutoff of the described end (2); This slip casting short tube (12) is inserted in the described straight-through empty chamber (5), and the height of this straight-through empty chamber (5) is greater than the length of described slip casting short tube (12);
The circumferential slurry outlet (9) of four intercommunications that radially are provided with interval 90 degree of c. described slip casting tube connector (11).
2. core-grouted static pressure anchor rod pile pile making device according to claim 1 is characterized in that: the circumferencial direction of described straight-through empty chamber (5) is communicated with a plurality of outlet pipes (10) of going up.
3. core-grouted static pressure anchor rod pile pile making device according to claim 2 is characterized in that: described outlet pipe (10) aperture from bottom to top of going up is set to 10～6 millimeters.
4. core-grouted static pressure anchor rod pile pile making device according to claim 2, it is characterized in that: described bottom hard is moulded pipe (41) upper end and is connected a slip casting short tube (12), this slip casting short tube (12) is inserted in the described straight-through empty chamber (5), and the height of this straight-through empty chamber (5) is greater than the length of described slip casting short tube (12).
5. core-grouted static pressure anchor rod pile pile making device according to claim 1 is characterized in that: described hard is moulded pipe (4), described bottom hard and is moulded the aperture of pipe (41) and be set to 12～20 millimeters.
6. core-grouted static pressure anchor rod pile pile making device according to claim 1 is characterized in that: the aperture of described slip casting tube connector (11) is set to 22～30 millimeters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201552529U CN201635072U (en) | 2010-04-02 | 2010-04-02 | Centrally grouted static-pressured anchor pile former |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201552529U CN201635072U (en) | 2010-04-02 | 2010-04-02 | Centrally grouted static-pressured anchor pile former |
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| Publication Number | Publication Date |
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| CN201635072U true CN201635072U (en) | 2010-11-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2010201552529U Expired - Lifetime CN201635072U (en) | 2010-04-02 | 2010-04-02 | Centrally grouted static-pressured anchor pile former |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793027A (en) * | 2010-04-02 | 2010-08-04 | 孔超 | Core-grouted static pressure anchor rod pile |
| CN103953051A (en) * | 2014-05-14 | 2014-07-30 | 江苏南通三建集团有限公司 | Cast-in-place pile post-reinforcing structure |
| CN109594578A (en) * | 2018-12-27 | 2019-04-09 | 河南省信息咨询设计研究有限公司 | A kind of small micro- communication base station pile foundation mechanism of the 5G of tower cabinet |
-
2010
- 2010-04-02 CN CN2010201552529U patent/CN201635072U/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793027A (en) * | 2010-04-02 | 2010-08-04 | 孔超 | Core-grouted static pressure anchor rod pile |
| CN101793027B (en) * | 2010-04-02 | 2015-02-25 | 孔超 | Core-grouted static pressure anchor rod pile |
| CN103953051A (en) * | 2014-05-14 | 2014-07-30 | 江苏南通三建集团有限公司 | Cast-in-place pile post-reinforcing structure |
| CN103953051B (en) * | 2014-05-14 | 2016-08-24 | 江苏南通三建集团有限公司 | A kind of bored concrete pile post-reinforcing structure |
| CN109594578A (en) * | 2018-12-27 | 2019-04-09 | 河南省信息咨询设计研究有限公司 | A kind of small micro- communication base station pile foundation mechanism of the 5G of tower cabinet |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee | ||
| CP02 | Change in the address of a patent holder |
Address after: 315040 Zhejiang city of Ningbo province high tech Zone Xiang Yun Lu East Trade Center Room 14-2 No. 100 Patentee after: Kong Chao Address before: 315040, No. 523, building 66, academician Road, hi tech Zone, Zhejiang, Ningbo Patentee before: Kong Chao |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20101117 Effective date of abandoning: 20150225 |
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| RGAV | Abandon patent right to avoid regrant |