CN104727315A - Post-grouting prestressed concrete hollow pile and manufacturing method thereof - Google Patents
Post-grouting prestressed concrete hollow pile and manufacturing method thereof Download PDFInfo
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- CN104727315A CN104727315A CN201510135370.0A CN201510135370A CN104727315A CN 104727315 A CN104727315 A CN 104727315A CN 201510135370 A CN201510135370 A CN 201510135370A CN 104727315 A CN104727315 A CN 104727315A
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Abstract
The invention relates to a post-grouting prestressed concrete hollow pile and the manufacturing method thereof. The hollow pile comprises multiple hollow pile units, a post-grouting pile tip and a pile butt grouting pipe connecting piece, wherein each hollow pile unit comprises a lower end plate, an upper end plate, a post-grouting lower connecting piece, a post-grouting upper connecting piece, a grouting pipe, a sealing washer and sealing cement. On the premise that the traditional pile foundation production and construction technology is only changed slightly, the advantages of prestressed hollow piles and the advantages of the post-grouting technology are combined effectively, original production equipment and construction equipment are fully utilized, investment is reduced, the bearing capacity of a single pile can be improved greatly, soil compaction effect is reduced, and construction efficiency is improved.
Description
Technical field
The present invention relates to a kind of grouting behind shaft or drift lining prestressing concrete hollow pile and preparation method thereof, belong 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.
Summary of the invention
For the defect that prior art exists, the object of this invention is to provide a kind of grouting behind shaft or drift lining prestressing concrete hollow pile and preparation method thereof, 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 present invention 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.
A preparation method for grouting behind shaft or drift lining prestressing concrete hollow pile, 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 and upper head plate 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 is installed: connector under grouting behind shaft or drift lining and Grouting Pipe are tightened, before pre-stress hollow stake concreting, Grouting Pipe inserted in the centre bore of bottom plate and the Grouting Pipe conduit of upper head plate.
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 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 and Grouting Pipe are tightened, produce a pretension, the connector at Grouting Pipe 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, 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 snaps in sealed groove 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, and connect outside Grouting Pipe, 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.
The present invention compared with prior art, has following apparent substantive distinguishing features and advantage:
Grouting Pipe of the present invention 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 present invention.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 embodiments of the invention are 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.
A preparation method for grouting behind shaft or drift lining prestressing concrete hollow pile, 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 (2)
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.
2. a preparation method for grouting behind shaft or drift lining prestressing concrete hollow pile, is characterized in that, 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) is 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; For concrete design strength grade not higher than the stake of C60, directly winch to final product storage pile, natural curing, dispatch from the factory after reaching design strength; For the stake of concrete design strength grade higher 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, dispatches 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.
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| CN113622418A (en) * | 2021-08-10 | 2021-11-09 | 上海市机械施工集团有限公司 | Prestressed concrete pipe pile structure and construction method |
| CN114277834A (en) * | 2022-01-06 | 2022-04-05 | 江苏科技大学 | Wind power single pile foundation and construction method |
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| CN114277834A (en) * | 2022-01-06 | 2022-04-05 | 江苏科技大学 | Wind power single pile foundation and construction method |
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| Publication number | Publication date |
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| CN104727315B (en) | 2017-04-12 |
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