CN204551455U - A kind of grouting behind shaft or drift lining prestressing concrete hollow pile - Google Patents
A kind of grouting behind shaft or drift lining prestressing concrete hollow pile Download PDFInfo
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- CN204551455U CN204551455U CN201520174176.9U CN201520174176U CN204551455U CN 204551455 U CN204551455 U CN 204551455U CN 201520174176 U CN201520174176 U CN 201520174176U CN 204551455 U CN204551455 U CN 204551455U
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- grouting
- pile
- behind shaft
- drift lining
- grouting behind
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Abstract
The utility model relates to a kind of grouting behind shaft or drift lining prestressing concrete hollow pile, comprises several hollow pile unit, grouting behind shaft or drift lining pile top, stake teeming slurry pipe connections; Each hollow pile unit comprises connector, grouting behind shaft or drift lining upper connector, Grouting Pipe, seal washer and sealing cement under bottom plate, upper head plate, grouting behind shaft or drift lining; The advantage of pre-stress hollow stake and Post Grouting Technique, when only producing traditional pile foundation and construction technology makes very little amendment, effectively combines by the utility model.Both make full use of original production equipment and construction equipment, reduced input cost, and significantly can improve bearing capacity of single pile again, reduced soil compaction effect, improve efficiency of construction.
Description
Technical field
The utility model relates to a kind of grouting behind shaft or drift lining prestressing concrete hollow pile, belongs to pre-stress hollow stake production and construction field.
Background technology
It is high that pre-stress hollow stake has building site mechanized construction degree, speed of application is fast, on-the-spot clean and tidy, can avoid the soiled condition that generation bored pile building site mud completely flows, also hand excavated pile building site is there will not be to draw water everywhere and the busy scene of mound muck haulage, pile strength advantages of higher.But because pre-stress hollow stake pile body is smooth, the unfavorable factors such as the factors such as stake end diameter is less cause the frictional resistance of oil and pile less, and bearing capacity of pile tip is limited.Often make its higher pile strength be not fully utilized, thus increase pile foundation quantity, engineering causes certain waste.Increase piling quantity simultaneously and can strengthen soil compaction effect again, cause the adverse effect to piling construction and periphery construction of structures.
Post Grouting Technique significantly can improve the bearing capacity of pile foundation, and Post Grouting Technique is about 1.2 ~ 1.8 times to pile body frictional resistance increase rate according to data, is about 2 ~ 4 times to stake end end resistance increase rate.Post Grouting Technique is almost applicable to various geology soil layer and strong, middle weathered rock formation, and the scope of application widely.In filling pile construction, Post Grouting Technique is widely used, and technology maturation is reliable, remarkable in economical benefits.But be not yet promoted in pre-stress hollow stake and apply, greatly limit the utilization of Post Grouting Technique.
Utility model content
For the defect that prior art exists, the purpose of this utility model is to provide a kind of grouting behind shaft or drift lining prestressing concrete hollow pile, Post Grouting Technique is applied to pile body frictional resistance and the end resistance that in the construction of pre-stress hollow stake, effectively can improve pre-stress hollow stake, the pile strength of pre-stress hollow stake is fully utilized, reach saving construction costs, reduce the effect of the unfavorable factor produced in pre-stress hollow pile driving construction.
For achieving the above object, the utility model adopts following technical proposals:
A kind of grouting behind shaft or drift lining prestressing concrete hollow pile, comprises several hollow pile unit, grouting behind shaft or drift lining pile top, stake teeming slurry pipe connections; Each hollow pile unit comprises connector, grouting behind shaft or drift lining upper connector, Grouting Pipe, seal washer and sealing cement under bottom plate, upper head plate, grouting behind shaft or drift lining; Described bottom plate is fixed on the bottom of hollow pile unit pile body, under described grouting behind shaft or drift lining, connector is arranged in the centre bore of bottom plate, and by seal washer and sealing cement sealing, the symmetrical pile body external communication fixing two pile body grouting valves and hollow pile unit on the sidewall of bottom plate; Described upper head plate is fixed on the top of hollow pile unit pile body, the central hole of upper head plate is provided with Grouting Pipe conduit, described grouting behind shaft or drift lining upper connector is arranged in the centre bore of upper head plate, and by seal washer and sealing cement sealing, described Grouting Pipe one end and grouting behind shaft or drift lining upper connector are fixed, and the other end to be fixed under grouting behind shaft or drift lining on connector, produces a pretension between described Grouting Pipe and two connectors, two connectors and upper and lower end plate are held out against, respectively better to seal; The bottom of described bottom plate is provided with sealing flange, the top of described upper head plate is provided with corresponding sealed groove, when every two hollow pile unit carry out pile extension, sealing flange snaps in sealed groove and seals, and forms peviform or the infundibulate slip casting space of an indent between two hollow pile unit; Described grouting behind shaft or drift lining pile top is fixed on the bottom of lowermost end hollow pile unit, and grouting behind shaft or drift lining pile top has pile end grouting valve; The upper head plate of the hollow pile unit of top connects stake teeming slurry pipe connections, described stake teeming slurry pipe connections connects outside Grouting Pipe; Described stake teeming slurry pipe connections arranges flap valve and prevents slurry reflux.
The utility model compared with prior art, has following apparent substantive distinguishing features and advantage:
The utility model Grouting Pipe adopts mechanical connection, less on the production technology impact of Traditional project stake, uses traditional engineering pile production equipment just to may be used for the production of Novel engineering pile, decreases the input cost at project initial stage.Only very little amendment is carried out to the end plate of traditional pre-stress hollow stake and pile top, do not change the structure design of pile body, do not affect the intensity of pile body, directly can utilize the atlas of traditional pre-stress hollow stake, design parameters etc., for Novel tubular pile design and promote all bring great convenience.Post Grouting Technique is applied in pre-stress hollow stake, bearing capacity of single pile can be improved 40% ~ 100%, the pile strength of pre-stress hollow stake is not fully exerted; Reduce pile foundation density, reduce soil compaction effect, reduce the adverse effect to piling construction and periphery construction of structures.
The advantage of pre-stress hollow stake and Post Grouting Technique, when only producing traditional pile foundation and construction technology makes very little amendment, effectively combines by the utility model.Both make full use of original production equipment and construction equipment, reduced input cost, and significantly can improve bearing capacity of single pile again, reduced soil compaction effect, improve efficiency of construction.
Accompanying drawing explanation
The structural representation of Fig. 1 grouting behind shaft or drift lining prestressing concrete hollow pile.
Fig. 2 grouting behind shaft or drift lining prestressing concrete hollow pile end plate detail drawing.
Fig. 3 Grouting Pipe connector detail drawing.
Fig. 4 stake teeming slurry pipe connections detail drawing.
Fig. 5 grouting behind shaft or drift lining pile top detail drawing.
Detailed description of the invention
Below in conjunction with accompanying drawing, specific embodiment of the utility model is described further.
As shown in Figures 1 to 5, a kind of grouting behind shaft or drift lining prestressing concrete hollow pile, comprises several hollow pile unit, grouting behind shaft or drift lining pile top 6, stake teeming slurry pipe connections 14; Each hollow pile unit comprises connector 3, grouting behind shaft or drift lining upper connector 4, Grouting Pipe 5, seal washer and sealing cement 8 under bottom plate 1, upper head plate 2, grouting behind shaft or drift lining; Described bottom plate 1 is fixed on the bottom of hollow pile unit pile body, under described grouting behind shaft or drift lining, connector 3 is arranged in the centre bore of bottom plate 1, and sealed by seal washer and sealing cement 8, the symmetrical pile body external communication fixing two pile body grouting valves 7 and hollow pile unit on the sidewall of bottom plate 1; Described upper head plate 2 is fixed on the top of hollow pile unit pile body, the central hole of upper head plate 2 is provided with Grouting Pipe conduit 11, described grouting behind shaft or drift lining upper connector 4 is arranged in the centre bore of upper head plate 2, and sealed by seal washer and sealing cement 8, described Grouting Pipe 5 one end and grouting behind shaft or drift lining upper connector 4 are fixed, the other end to be fixed under grouting behind shaft or drift lining on connector 3, a pretension is produced between described Grouting Pipe 5 and two connectors, two connectors and upper and lower end plate are held out against, respectively better to seal; The bottom of described bottom plate 1 is provided with sealing flange 9, the top of described upper head plate 2 is provided with corresponding sealed groove 10, when every two hollow pile unit carry out pile extension, sealing flange 9 snaps in sealed groove 10 and seals, and forms peviform or the infundibulate slip casting space of an indent between two hollow pile unit; Described grouting behind shaft or drift lining pile top 6 is fixed on the bottom of lowermost end hollow pile unit, and grouting behind shaft or drift lining pile top 6 has pile end grouting valve 13; The upper head plate 2 of the hollow pile unit of top connects stake teeming slurry pipe connections 14, described stake teeming slurry pipe connections 14 connects outside Grouting Pipe 15; Described stake teeming slurry pipe connections 14 arranges flap valve 12 and prevents slurry reflux.
The preparation method of a kind of grouting behind shaft or drift lining prestressing concrete hollow pile of the present embodiment, has following steps:
1) Making of reinforcement cage, cage of reinforcement enters mould: according to the designing requirement of prestressing concrete hollow pile structural reinforcement, adopts special cage of reinforcement automatic welding machine to make cage of reinforcement.By the cage of reinforcement made, bottom plate 1 and upper head plate 2 are positioned in second punching block of prestressing concrete hollow pile, and with prestressed reinforcement anchor plate, stretch board, tension rod connect;
2) Grouting Pipe 5 is installed: connector under grouting behind shaft or drift lining 3 and Grouting Pipe 5 are tightened, before pre-stress hollow stake concreting, Grouting Pipe 5 inserted in the centre bore of bottom plate 1 and the Grouting Pipe conduit 11 of upper head plate 2;
3) concrete feeding, matched moulds: by the consumption requirement often saving prestressing concrete hollow pile, green concrete is evenly inserted female die along mould, then upper mold section is winched to above female die, and with bolt, upper and lower two-half die is fixed.To guarantee that mould does not loosen and concrete not running pulp in high speed centrifugation operation process;
4) prestressed stretch-draw, centrifugal forming: adopt the stretching machine of jack type to carry out integral tension to the cage of reinforcement after matched moulds, after being stretched to 70% of reinforced steel bar strength, with big nut, tension rod is fixed in steel mould.Band mould prestressing concrete hollow pile after stretch-draw anchor is winched on centrifuge, accelerates step by step by the centrifugal speed of initial velocity, middling speed, high speed, make concrete centrifugal closely knit shaping.The centrifugal operation time, general control was between 10 ~ 20 minutes;
5) stream curing, the demoulding: the band mould prestressing concrete hollow pile of centrifugal forming is winched to atmospheric steam curing indoor, leaves standstill 1 ~ 2 hour, is slowly warming up to 90 DEG C ~ 100 DEG C, maintenance 4 ~ 8 hours under normal pressure, make concrete strength reach more than 40MPa, then winched on special stripping station position, shed stretch-draw bolt and die bolt with spanner, hang away upper mold section, stir female die, shed prestressing force and widen screw rod, hang away female die;
6) grouting behind shaft or drift lining upper connector 4 is installed: the prestressing concrete hollow pile after the demoulding is winched to grouting behind shaft or drift lining upper connector operating desk, grouting behind shaft or drift lining upper connector 4 and Grouting Pipe 5 are tightened, produce a pretension, the connector at Grouting Pipe 5 two ends and upper and lower end plate are held out against respectively, to reach the effect of sealing.Can directly not winch to final product storage pile, natural curing higher than the stake of C60 for concrete design strength grade, can dispatch from the factory after reaching design strength.Concrete design strength grade is higher than the stake of more than C60, need hang in autoclave again and carry out high temperature steam curing, maximum temperature is 180 DEG C ~ 200 DEG C, and saturated vapour pressure is 1.0MPa, curing time is 4 ~ 8 hours, can directly dispatch from the factory after making concrete strength reach design strength;
7) hollow pile unit is transported to job site, lowermost end hollow pile element solder grouting behind shaft or drift lining pile top 6, carries out pile sinking; When lower joint hollow pile unit pile sinking is to Near Ground, it is in place upper joint hollow pile unit to be hung stake, and carry out pile extension, after pile extension completes, sealing flange 9 snaps in sealed groove 10 and seals, and ensures that Grouting Pipe is unimpeded; When the piling of top hollow pile unit is to Near Ground, first connect stake teeming slurry pipe connections 14, and connect outside Grouting Pipe 15, then Pile feeder is adopted to carry out pile follower, prestressing concrete hollow pile is delivered to predetermined absolute altitude, Grouting Pipe now after spreading can just be basseted, the outside grouting equipment of convenient connection.
Claims (1)
1. a grouting behind shaft or drift lining prestressing concrete hollow pile, is characterized in that, comprises several hollow pile unit, grouting behind shaft or drift lining pile top (6), stake teeming slurry pipe connections (14); Each hollow pile unit comprises connector (3), grouting behind shaft or drift lining upper connector (4), Grouting Pipe (5), seal washer and sealing cement (8) under bottom plate (1), upper head plate (2), grouting behind shaft or drift lining; Described bottom plate (1) is fixed on the bottom of hollow pile unit pile body, under described grouting behind shaft or drift lining, connector (3) is arranged in the centre bore of bottom plate (1), and by seal washer and sealing cement (8) sealing, on the sidewall of bottom plate (1), symmetry fixes the pile body external communication of two pile body grouting valves (7) and hollow pile unit; Described upper head plate (2) is fixed on the top of hollow pile unit pile body, the central hole of upper head plate (2) is provided with Grouting Pipe conduit (11), described grouting behind shaft or drift lining upper connector (4) is arranged in the centre bore of upper head plate (2), and by seal washer and sealing cement (8) sealing, described Grouting Pipe (5) one end and grouting behind shaft or drift lining upper connector (4) are fixed, the other end to be fixed under grouting behind shaft or drift lining on connector (3), a pretension is produced between described Grouting Pipe (5) and two connectors, two connectors and upper and lower end plate are held out against, respectively better to seal; The bottom of described bottom plate (1) is provided with sealing flange (9), the top of described upper head plate (2) is provided with corresponding sealed groove (10), when every two hollow pile unit carry out pile extension, sealing flange (9) snaps in sealed groove (10) and seals, and forms peviform or the infundibulate slip casting space of an indent between two hollow pile unit; Described grouting behind shaft or drift lining pile top (6) is fixed on the bottom of lowermost end hollow pile unit, and grouting behind shaft or drift lining pile top (6) has pile end grouting valve (13); The upper head plate (2) of the hollow pile unit of top is upper connects stake teeming slurry pipe connections (14), and described stake teeming slurry pipe connections (14) connects outside Grouting Pipe (15); Described stake teeming slurry pipe connections (14) arranges flap valve (12) and prevents slurry reflux.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520174176.9U CN204551455U (en) | 2015-03-26 | 2015-03-26 | A kind of grouting behind shaft or drift lining prestressing concrete hollow pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520174176.9U CN204551455U (en) | 2015-03-26 | 2015-03-26 | A kind of grouting behind shaft or drift lining prestressing concrete hollow pile |
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| Publication Number | Publication Date |
|---|---|
| CN204551455U true CN204551455U (en) | 2015-08-12 |
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| CN201520174176.9U Withdrawn - After Issue CN204551455U (en) | 2015-03-26 | 2015-03-26 | A kind of grouting behind shaft or drift lining prestressing concrete hollow pile |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104727315A (en) * | 2015-03-26 | 2015-06-24 | 上海市房屋建筑设计院有限公司 | Post-grouting prestressed concrete hollow pile and manufacturing method thereof |
| CN105200988A (en) * | 2015-08-26 | 2015-12-30 | 河海大学 | Combined PHC pipe pile capable of reducing negative friction effect |
| CN107254875A (en) * | 2017-07-10 | 2017-10-17 | 浙江大学 | Pile for prestressed pipe pile grouting constructing device and method |
| CN108166487A (en) * | 2017-12-25 | 2018-06-15 | 上海二十冶建设有限公司 | The earth-retaining method of pre-stress hollow stake |
| CN108468336A (en) * | 2018-04-16 | 2018-08-31 | 浙江大学 | Slip casting machine and construction method for Ruins protection |
| CN114703842A (en) * | 2022-03-30 | 2022-07-05 | 中国人民解放军91053部队 | Coral sand foundation drilling type prefabricated hollow pipe pile and construction method |
-
2015
- 2015-03-26 CN CN201520174176.9U patent/CN204551455U/en not_active Withdrawn - After Issue
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104727315A (en) * | 2015-03-26 | 2015-06-24 | 上海市房屋建筑设计院有限公司 | Post-grouting prestressed concrete hollow pile and manufacturing method thereof |
| CN104727315B (en) * | 2015-03-26 | 2017-04-12 | 上海市房屋建筑设计院有限公司 | Post-grouting prestressed concrete hollow pile and manufacturing method thereof |
| CN105200988A (en) * | 2015-08-26 | 2015-12-30 | 河海大学 | Combined PHC pipe pile capable of reducing negative friction effect |
| CN107254875A (en) * | 2017-07-10 | 2017-10-17 | 浙江大学 | Pile for prestressed pipe pile grouting constructing device and method |
| CN108166487A (en) * | 2017-12-25 | 2018-06-15 | 上海二十冶建设有限公司 | The earth-retaining method of pre-stress hollow stake |
| CN108166487B (en) * | 2017-12-25 | 2020-09-11 | 上海二十冶建设有限公司 | Soil retaining method for prestressed hollow pile |
| CN108468336A (en) * | 2018-04-16 | 2018-08-31 | 浙江大学 | Slip casting machine and construction method for Ruins protection |
| CN108468336B (en) * | 2018-04-16 | 2023-09-01 | 浙江大学 | Grouting machine for site protection and construction method |
| CN114703842A (en) * | 2022-03-30 | 2022-07-05 | 中国人民解放军91053部队 | Coral sand foundation drilling type prefabricated hollow pipe pile and construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20150812 Effective date of abandoning: 20170412 |