CN214832620U - Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter - Google Patents
Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter Download PDFInfo
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- CN214832620U CN214832620U CN202120251866.5U CN202120251866U CN214832620U CN 214832620 U CN214832620 U CN 214832620U CN 202120251866 U CN202120251866 U CN 202120251866U CN 214832620 U CN214832620 U CN 214832620U
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Abstract
The utility model discloses a cast-in-place thin wall prestressed concrete steel pipe pile of major diameter, it includes: the horizontal section of the concrete cylinder is annular; the steel structure framework is wrapped in the concrete cylinder and comprises a steel reinforcement cage and a plurality of steel strands, the steel strands are arranged around the steel reinforcement cage, an anchor disc is arranged at the bottom of the steel reinforcement cage, and the bottom end of each steel strand is fixed on the anchor disc; the steel strand is a prestressed steel strand; the steel strand is fixed on the reinforcement cage; and an inner steel sleeve is arranged on the inner side of the concrete cylinder, is fixed on the anchor disc and forms an inner template when the concrete cylinder is poured. Have in this application and practice thrift the concrete, the cost is low, and the time limit for a project is economized, and the dregs is few to and interior steel casing can pull out after foundation ditch support accomplishes, recycles, practices thrift the cost, advantages such as green.
Description
Technical Field
The utility model relates to a cast-in-place thin wall prestressed concrete steel tubular pile of major diameter.
Background
The large-diameter cast-in-place concrete thin-wall barrel (pipe) pile is of a concrete thin-wall barrel-shaped structure, the currently common outer diameter is 1000-1500 mm, the pile is developing towards 2000mm or more, the wall thickness is 250mm, and the pile can be additionally designed according to engineering requirements. When in pile forming, an inner layer and an outer layer of steel pipes are sleeved on a prefabricated reinforced concrete annular pile shoe, and the steel pipes are sunk into foundation soil to reach a designed elevation under the action of a high-frequency vibrator in the top through a special clamp at the upper part. The partial soil core sleeved in the inner pipe can be discharged from the soil discharge hole of the outer pipe. And (4) moving away the clamp holder, placing the steel reinforcement cage, pouring concrete into the pouring opening of the outer steel pipe, vibrating and pulling the pipe until the steel pipe is completely pulled out of the ground, thus forming the cylindrical pile body with the center filled with foundation soil.
The large-diameter cast-in-situ concrete thin-wall cylindrical (tubular) pile has the advantages of high bearing capacity, no slurry pollution, concrete saving, low construction cost, high construction speed, relatively less soil squeezing effect, small post-construction settlement and the like.
The defects of the large-diameter cast-in-place concrete thin-walled cylinder (pipe) pile mainly comprise the following points: the pile frame equipment is heavy, the power converter with large power requirement, the soil core needs to be cleaned by operating equipment such as an excavator, the construction of a compact sand layer and a hard plastic clay layer is difficult, and pile pulling is easy to cause the problems of pile necking, pile breaking and the like.
SUMMERY OF THE UTILITY MODEL
In order to solve the problem, the utility model provides a cast-in-place thin wall prestressed concrete steel tubular pile of major diameter, it includes:
the horizontal section of the concrete cylinder is annular;
the steel structure framework is wrapped in the concrete cylinder and comprises a steel reinforcement cage and a plurality of steel strands, the steel strands are arranged around the steel reinforcement cage, an anchor disc is arranged at the bottom of the steel reinforcement cage, and the bottom end of each steel strand is fixed on the anchor disc; the steel strand is a prestressed steel strand; the steel strand is fixed on the reinforcement cage;
and an inner steel sleeve is arranged on the inner side of the concrete cylinder, is fixed on the anchor disc and forms an inner template when the concrete cylinder is poured. The concrete cylinder is formed by pouring self-compacting concrete.
The utility model discloses a following step construction forms:
(1) drilling a circular pile hole;
(2) sinking the steel structure framework with the anchor disc into the pile hole; the inner steel casing pipe is synchronously sunk into the pile hole along with the anchor disc;
(3) pouring concrete to the outer side of the inner steel sleeve to form concrete;
(4) and constructing the ring beam and maintaining to a set strength, so that the steel strand is prestressed and locked after penetrating through the ring beam.
The utility model is a stiff steel pipe concrete composite structure, the pile body rigidity is large, and the bending resistance bearing capacity is high; the design is flexible, and the prestressed reinforcement can be adjusted according to the requirement to adapt to different requirements on bending resistance bearing capacity; the pile body has stable and reliable quality; concrete is saved, the cost is low, the construction period is saved, and the slag soil is less; after the foundation pit supporting is completed, the inner steel casing can be pulled out and recycled, so that the manufacturing cost is saved, and the foundation pit supporting structure is green and environment-friendly.
When the pile hole is excavated, the existing drilling equipment can be adopted to form a circular pile hole, then the inner steel sleeve is sunk into the pile hole along with the steel structure framework, the inner steel sleeve is positioned at the inner side of the steel structure framework, an annular containing cavity is formed between the inner steel sleeve and the inner wall of the pile hole, then concrete is poured in the annular containing cavity to form a concrete cylinder, and the inner steel sleeve becomes an inner template of the concrete cylinder. Therefore, the soil squeezing effect generated when the double-layer steel sleeve is sunk to form the annular cavity in the prior art can be avoided, and the construction efficiency can be improved.
The utility model discloses when the construction, at first bore and establish the stake hole, current drilling equipment can satisfy the requirement of this application completely, and the efficiency of construction is higher moreover, has avoided the drawback that needs large-scale pile equipment when sinking inside and outside steel casing, has also eliminated the difficulty of moulding the regional construction of form clay layer at closely knit sand bed and hard simultaneously for this application can all have good constructability in various soil property, and the pile body steady quality that forms, reliable.
Because the construction is carried out by adopting the method of pre-forming the hole, the soil squeezing effect is avoided, and the problems that the pile body is squeezed due to the rebound of the soil body around the pile hole into the pile hole, the pile body is necked down, broken and the like are avoided. And the pile hole is constructed in advance, so that the soil squeezing effect is avoided, the surrounding buildings and other equipment are not affected, and the environment is friendly. When the pile hole is dug by adopting dry operation and the soil condition is better, an outer steel sleeve does not need to be arranged.
Because this application can adopt the mode of pore-forming in advance to be under construction, can the pile body diameter can exceed 1.5 meters, utilizes prestressing force steel strand wires to further improve the rigidity and the bending resistance bearing capacity of pile body, makes the pile body in this application have the advantage that rigidity is big, bending resistance bearing capacity is high. The construction is flexible, and the requirements of different bending resistance bearing capacities can be met by adjusting the prestress of the steel strand according to the requirements.
The cast-in-place thin wall prestressed concrete steel pipe pile of major diameter in this application has practices thrift the concrete, and the cost is low, and the time limit for a project economizes, and the dregs are few to and interior steel casing pipe can pull out after foundation ditch support accomplishes, recycles, practices thrift the cost, advantages such as green.
Further, in order to facilitate positioning, a stopper is mounted on the upper surface of the anchor disc, a clamping groove is formed in the stopper, and the lower end of the inner steel sleeve is inserted into the clamping groove. After the limiting stopper is arranged, the relative position of the inner steel sleeve and the anchor disc can be kept, and the phenomenon that the thickness of the pipe wall of the concrete steel pipe pile is uneven due to the fact that the inner steel sleeve deviates from the original set position under the impact of concrete is avoided.
Further, under a first set external force, the inner steel sleeve can be separated from the anchor disc and pulled out, and the first set external force is larger than or equal to 200 kN. This design can be after accomplishing the construction, extracts interior steel sleeve pipe, retrieves.
The first setting external force is preferably 300-400kN, and the design can stably keep the anchor disc on the inner steel casing when the steel structure framework sinks, and can smoothly pull out the inner steel casing for recycling when the inner steel casing needs to be pulled out. Under the first set external force, the inner steel sleeve is ensured to be separated from the anchor disc, meanwhile, the pile body is not damaged, and the integrity of the pile body is kept.
Specifically, an inner steel sleeve is spot welded to the upper surface of the anchor pad. The inner steel sleeve is connected to the anchor disc in a spot welding mode, operation is convenient, connection strength is controllable, and the connection strength between the inner steel sleeve and the anchor disc can be smoothly controlled within a set range so that the inner steel sleeve can be pulled out under a first set external force.
Furthermore, in order to facilitate the pulling out of the inner steel sleeve, the outer wall of the inner steel sleeve is coated with a separant and wrapped with a HDPE geomembrane. The variety of the release agent can adopt products sold in the market such as release agent, the thickness of the release agent is controlled within the range of 0.5-1.5mm, and the thickness of the HDPE geomembrane is controlled within the range of 2-5 mm. Because interior steel casing pipe need can only extract after foundation ditch support is accomplished, the concrete can produce stronger being connected with interior steel casing pipe, is difficult for extracting, adopts the separant and wraps up behind the geomembrane, can form a separating layer between concrete and interior steel casing pipe, and the frictional force between separant and the geomembrane is less, when extracting interior steel casing pipe, the geomembrane can remain on the surface of concrete, avoids causing the destruction to the inner wall of concrete steel pipe pile.
Further, an outer steel sleeve is provided at an outer side of the concrete cylinder, the outer steel sleeve forming an outer formwork for the concrete cylinder at the time of pouring, the outer steel sleeve being pulled out when the pouring of the concrete cylinder is completed.
The outer steel sleeve is arranged and mainly applied to a construction area with loose soil, and the outer steel sleeve can avoid the influence on the pouring of concrete caused by the collapse of soil on the side wall of a pile hole and the influence on the quality of a concrete steel pipe pile caused by the defects that a formed pile body has holes and the like due to the blockage of collapsed soil.
Further, the outer steel sleeve is connected to the anchor disc in a spot welding mode, and the outer steel sleeve can be pulled out under a second set external force; the gaps among the anchor disc, the inner steel sleeve and the outer steel sleeve are filled with sealing materials which are glass cement or foam materials; the second set external force is more than or equal to 200 kN; after the concrete cylinder is cast, the outer steel casing is pulled out. Namely, the gap between the anchor disc and the inner steel sleeve is filled with sealing materials, and the gap between the anchor disc and the outer steel sleeve is filled with sealing materials. The second setting external force is preferably 300-400kN, and the first setting external force and the second setting external force are preferably the same. The foam material can be foamed polyurethane or similar foaming material.
This design is mainly to the stake hole that adopts wet process operation to form, when adopting wet process operation to form the stake hole, the downthehole mud of stake can enter into the annular between outer steel casing pipe and the interior steel casing and hold the chamber, when adopting spot welding mode to connect outer steel casing pipe on the anchor disc, and with interior steel casing pipe, adopt glass cement or foam material sealed back in the gap between outer steel casing pipe and the anchor disc, can form a bottom seal's annular appearance chamber between outer steel casing pipe, interior steel casing pipe and the anchor disc three, mud is kept in the outside that the annular holds the chamber, can not enter into this annular appearance chamber, can accomplish the pouring of concrete in the annular appearance chamber smoothly.
Furthermore, the center of the anchor plate is provided with a through hole-shaped anchor plate hole, and the outward anchor plate hole does not exceed the inner steel sleeve. When the dry method is adopted to form the pile hole, the anchor disc hole can be used as an exhaust hole, so that air in the pile hole can be quickly exhausted when the steel structure framework is sunk and concrete is poured, and the construction efficiency is ensured. When the pile hole is formed by adopting a wet method, the anchor disc hole can be used as a slurry through hole, so that slurry in the pile hole enters the inner cavity of the inner steel sleeve through the anchor disc hole, the slurry is prevented from overflowing out of the pile hole, the slurry is kept in the inner hole of the concrete steel pipe pile after the construction of the concrete steel pipe pile is completed, and then earthwork is filled into the inner hole of the concrete steel pipe pile to absorb the slurry in the concrete steel pipe pile.
Drawings
Fig. 1 is a schematic structural diagram of an embodiment of the present invention.
Fig. 2 is a top view of fig. 1.
Fig. 3 is a view from a-a in fig. 1.
Detailed Description
Referring to fig. 1 to 3, a large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile includes:
the concrete cylinder 30, the horizontal cross-section of this concrete cylinder 30 is the annular. The concrete cylinder is formed by pouring self-compacting concrete.
The steel structure framework 10 is wrapped in the concrete cylinder 30, the steel structure framework 10 comprises a steel reinforcement cage 14 and a plurality of steel strands 13, the steel strands are arranged around the steel reinforcement cage, an anchor disc 21 is arranged at the bottom of the steel reinforcement cage 14, and the bottom end of each steel strand 13 is fixed on the anchor disc 21; the steel strand is a prestressed steel strand.
The reinforcement cage 14 includes a longitudinal reinforcement 141 and a spiral stirrup 142, and a plurality of steel strands 13 are bound inside the spiral stirrup 142, that is, the steel strands are fixed on the reinforcement cage.
The anchor disc 21 is a circular steel plate, a lower anchor cable hole 212 is formed in the anchor disc 21, and the steel strand downwardly penetrates through the lower anchor cable hole 212 and then is locked by the lower lock 131. For clarity, in fig. 3, portions of the steel strands in lower cable bore 212 are removed to clearly show lower cable bore 212.
The inner steel casing 11 is welded to the upper surface of the anchor disk 21 and remains underground as part of a large diameter cast-in-place thin wall prestressed concrete steel pipe pile. The inner steel sleeve 11 is located inside the concrete cylinder 30, and the inner steel sleeve 11 is formed as an inner formwork when the concrete cylinder 30 is poured.
In this embodiment, the steel strands are pre-stressed and locked using the upper lock 32 after passing upwardly through the top ring 40.
In this embodiment, a through hole-shaped anchor plate hole 211 is formed in the center of the anchor plate, and the anchor plate hole does not extend outward beyond the inner steel casing. When sinking steel structure skeleton 10, the downthehole air of stake can in time be discharged through anchor disc hole, and in addition when the pouring concrete, the downthehole air of stake also can walk around anchor disc bottom, then enters into in the steel sleeve through anchor disc hole, then upwards discharges.
The construction area of this embodiment is a soft soil layer, and a pile hole is excavated by dry method operation, and the pile hole has a collapse condition, and the specific steps of the construction are as follows:
(1) a circular pile hole 90 is drilled.
(2) The steel-structure framework 10 carrying the anchor disc 21 is sunk into the pile hole 90. The inner steel sleeve 11 is welded on the upper surface of the anchor disc, the outer steel sleeve 12 is movably placed on the anchor disc, the outer steel sleeve is sleeved on the outer side of the reinforcement cage, and the inner steel sleeve is located in a central hole of the reinforcement cage. The outer steel sleeve and the inner steel sleeve sink into the pile hole synchronously along with the steel structure framework.
(3) And pouring concrete into an annular cavity between the inner steel sleeve 11 and the inner wall of the pile hole to form a concrete cylinder 30, wherein the concrete is self-compacting concrete.
(4) And constructing the ring beam 40, enabling the steel strand 13 to penetrate through the ring beam 40, applying prestress after the ring beam is maintained to a set strength, and locking by adopting an upper lock 32. When the ring beam 40 is constructed, the steel strand needs to be straightened in advance, and then the ring beam is constructed so that the ring beam is wrapped around the steel strand. In order to prevent the upper lock from sinking into the ring beam, a fan-shaped backing plate 31 is laid on the top of the ring beam, and the steel strand penetrates through the backing plate 31 and then is locked by the upper lock 32. After the concrete reaches the curing period, the large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile is formed.
In order to facilitate the positioning of the inner steel casing, a stopper 22 is mounted on the upper surface of the anchor disc 21, and a notch is provided on the stopper, into which the lower end of the inner steel casing is inserted. Specifically in this embodiment, stopper 22 is two steel sheets of welding on the anchor dish, and two steel sheets extend along vertical direction, and the interval sets up, and the gap forms into the draw-in groove between two steel sheets. It is understood that in other embodiments, a steel plate with a slot may be used as the stopper.
In this embodiment, the inner steel casing is kept underground as part of the pile body.
It will be appreciated that in another embodiment, the inner steel casing may be recycled. When the inner steel sleeve is recycled, the underground structure is required to be constructed to the positive and negative zero of the ground, and after the side wall of the foundation pit is backfilled, the inner steel sleeve is pulled out and recycled.
When the inner steel sleeve needs to be recovered, the inner sleeve needs to be spot-welded on the anchor disc, and the inner steel sleeve can be separated from the anchor disc under a first set external force which needs to be more than or equal to 200kN, preferably between 300 kN and 400kN, so that the problem that the positioning of the inner steel sleeve is influenced because the inner steel sleeve is separated from the anchor disc too early in the construction process can be avoided; and the problem that the structure of the pile bottom is possibly damaged when the inner steel sleeve is pulled out due to overlarge first set external force can also be avoided.
In order to facilitate the smooth extraction of the inner steel casing 11, a 1mm release agent is coated on the outer wall of the inner steel casing and a 2 mm-thick HDPE geomembrane 15 is wrapped on the outer wall of the inner steel casing. During construction, the release agent is coated firstly, and then the HDPE geomembrane 15 is wrapped. The release agent may be a commercial release agent.
It can be understood that when the construction area is a hard soil layer and the pile hole is constructed by dry operation, the outer steel sleeve can be omitted because the inner wall of the pile hole does not have the condition of collapse, and the outer steel sleeve is directly poured into an annular cavity formed between the inner steel sleeve and the pile hole when concrete is poured.
When a pile hole is dug by wet operation, in order to prevent slurry from entering between the inner steel sleeve and the outer steel sleeve and influencing the pouring of concrete, the outer steel sleeve is required to be connected to the upper surface of the anchor disc in a spot welding mode, and glass cement is filled in a gap between the anchor disc and the outer steel sleeve and a gap between the anchor disc and the inner steel sleeve to seal the gap; and then pouring concrete in the annular cavity between the inner steel sleeve and the outer steel sleeve, and after the pouring of the concrete is finished, pulling out the outer steel sleeve by adopting a second set external force, wherein the second set external force is the same as the first set external force. Or the outer steel sleeve is pulled out by adopting a second set external force which is more than or equal to 200kN, preferably 300-400 kN.
Claims (8)
1. Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter, its characterized in that, it is located circular stake downthehole, and includes:
the horizontal section of the concrete cylinder is annular;
the steel structure framework is wrapped in the concrete cylinder and comprises a steel reinforcement cage and a plurality of steel strands, the steel strands are arranged around the steel reinforcement cage, an anchor disc is arranged at the bottom of the steel reinforcement cage, and the bottom end of each steel strand is fixed on the anchor disc; the steel strand is a prestressed steel strand; the steel strand is fixed on the reinforcement cage;
and an inner steel sleeve is arranged on the inner side of the concrete cylinder, is fixed on the anchor disc and forms an inner template when the concrete cylinder is poured.
2. The large-diameter cast-in-situ thin-walled prestressed concrete steel pipe pile according to claim 1, wherein a stopper is installed on an upper surface of the anchor pad, a catching groove is formed on the stopper, and a lower end of the inner steel casing is inserted into the catching groove.
3. The large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile according to claim 1,
under a first set external force, the inner steel sleeve can be separated from the anchor disc and pulled out, and the first set external force is more than or equal to 200 kN.
4. The large-diameter cast-in-situ thin-walled prestressed concrete steel pipe pile according to claim 3, wherein the inner steel sleeve is spot-welded to the upper surface of the anchor pad.
5. The large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile according to claim 3, wherein the outer wall of the inner steel sleeve is coated with a release agent and wrapped with HDPE geomembrane.
6. The large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile according to claim 3,
an outer steel sleeve is arranged on the outer side of the concrete cylinder and forms an outer template for the concrete cylinder during pouring, and when the concrete cylinder is poured, the outer steel sleeve is pulled out.
7. The large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile according to claim 6,
the outer steel sleeve is connected to the anchor disc in a spot welding mode, and can be pulled out under a second set external force;
the gaps among the anchor disc, the inner steel sleeve and the outer steel sleeve are filled with sealing materials which are glass cement or foam materials; the second set external force is more than or equal to 200 kN;
after the concrete cylinder is cast, the outer steel casing is pulled out.
8. The large-diameter cast-in-situ thin-wall prestressed concrete steel pipe pile according to claim 1,
the center of the anchor plate is provided with a through hole-shaped anchor plate hole, and the anchor plate hole does not exceed the inner steel sleeve outwards.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120251866.5U CN214832620U (en) | 2021-01-28 | 2021-01-28 | Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120251866.5U CN214832620U (en) | 2021-01-28 | 2021-01-28 | Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter |
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| Publication Number | Publication Date |
|---|---|
| CN214832620U true CN214832620U (en) | 2021-11-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120251866.5U Active CN214832620U (en) | 2021-01-28 | 2021-01-28 | Cast-in-place thin wall prestressed concrete steel pipe pile of major diameter |
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| CN (1) | CN214832620U (en) |
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2021
- 2021-01-28 CN CN202120251866.5U patent/CN214832620U/en active Active
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