CN112376554A - Cast-in-place pile super-cast concrete construction method - Google Patents
Cast-in-place pile super-cast concrete construction method Download PDFInfo
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- CN112376554A CN112376554A CN202011560335.0A CN202011560335A CN112376554A CN 112376554 A CN112376554 A CN 112376554A CN 202011560335 A CN202011560335 A CN 202011560335A CN 112376554 A CN112376554 A CN 112376554A
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- concrete
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- place pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
Abstract
The invention provides a construction method for super-pouring concrete of a cast-in-place pile, which comprises the following steps: pretreating the reinforcing steel bars of the super-poured concrete part of the cast-in-place pile reinforcement cage; sequentially hoisting a reinforcement cage and pouring concrete to the super-pouring part to finish the pouring of the super-pouring concrete; after the concrete pouring of the super-poured concrete part is finished, respectively sleeving isolation sleeves on the reinforcing steel bars of the super-poured concrete part; ventilating the isolation sleeve after the concrete is initially set; and chiseling concrete of the super-poured concrete part. The cast-in-place pile reinforcement cage super-cast concrete construction method provided by the invention has the advantages that the reinforcement of the cast-in-place pile reinforcement cage super-cast concrete part is pretreated, the isolation sleeve is sleeved on the reinforcement of the part after the concrete is initially set, the air is introduced into the isolation sleeve after the concrete is initially set, and finally the concrete of the super-cast concrete part is chiseled off, so that the reinforcement can be effectively protected from being damaged, and the labor intensity of constructors is reduced.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a cast-in-place pile super-grouting concrete construction method.
Background
The construction process of the cast-in-situ bored pile is quite mature, the cast-in-situ bored pile can be widely applied to the foundation of the construction pile, a process of underwater concrete pouring exists in the construction process of the cast-in-situ bored pile, in order to ensure that the concrete of the pile body reaches the designed strength and the designed elevation, the last pouring amount of the underwater concrete pouring is required to be controlled in JGJ94-2008 construction pile foundation technical Specification, the height of over pouring is preferably 0.8-1.0 m, but the part of the pile head higher than the designed elevation of the pile top needs to be chiseled off in the subsequent process construction, and the exposed concrete strength of the pile top needs to be guaranteed to reach the designed level after chiseling.
For the treatment of the super-poured concrete, the conventional method is to adopt an air compressor pneumatic pick to crush and chisel the super-poured part or directly adopt an excavator breaking hammer to crush the super-poured concrete. The air pick adopting the air compressor breaks the chisel and has the following defects: the construction efficiency is low, and the labor intensity is high; the advantages are that: the chiseling effect is good, and formed steel bars in the cast-in-place pile are not damaged; the defects of breaking and chiseling by adopting a breaking hammer of an excavator are as follows: the chiseling effect is poor, the formed main reinforcement in the cast-in-place pile is damaged, and hidden troubles are left for the construction of the subsequent process; the advantages are that: the construction efficiency is high, and the manual labor intensity is low.
For improving the coordination stress action between the steel bars and the concrete for normal structural members, on one hand, the pouring quality of the concrete is ensured; on the other hand, the reinforcing steel bar is a ribbed reinforcing steel bar, so that the integrity of the reinforcing steel bar in the concrete is ensured.
For the super-poured concrete part at the top of the cast-in-place pile, the pouring quality of the concrete can not be ensured mainly because the poured concrete contains impurity slurry and the like; when the part of concrete is chiseled, the original steel bars are damaged due to the bonding force and the bonding force between the concrete and the steel bars; the potential safety and quality hazards existing at the connecting part of the cast-in-place pile and the foundation cannot be eliminated although the concrete is poured again in the later period.
Disclosure of Invention
In view of the above, the invention provides a construction method of a cast-in-place pile super-poured concrete, and aims to solve the problem of concrete pouring quality caused by the binding force and the bond strength between the concrete and the reinforcing steel bars of the super-poured concrete in the prior art.
The invention provides a construction method for super-pouring concrete of a cast-in-place pile, which comprises the following steps: step 1, pretreating reinforcing steel bars of a reinforcement cage of a cast-in-place pile in a super-cast concrete part; step 2, hoisting a reinforcement cage and pouring concrete to the super-pouring position in sequence to finish pouring of the super-pouring concrete; step 3, after the concrete pouring of the super-poured concrete part is finished, respectively sleeving isolation sleeves on the reinforcing steel bars of the super-poured concrete part; step 4, ventilating the isolation sleeve after the concrete is initially set; and 5, chiseling the concrete of the super-poured concrete part.
Further, in the construction method of the cast-in-place pile and the super-poured concrete, in the step 1, the reinforcing steel bars corresponding to the super-poured concrete part are wrapped by adhesive tapes.
Further, in the construction method of the cast-in-place pile super-filled concrete, in the step 2, when the super-filled concrete is poured, the reinforcing steel bars extend out of the super-filled concrete.
Further, in the construction method of the cast-in-place pile and the super-poured concrete, the length of the part extending out of the super-poured concrete by the reinforcing steel bar is 2-3 cm.
Further, in the construction method of the cast-in-place pile and the super-poured concrete, in the step 3, the length of the isolation sleeve is equal to the overall length of the super-poured concrete part.
Further, in the construction method of the cast-in-place pile super-filled concrete, after the step 2 and before the step 3, a plurality of holes are formed in the isolation sleeve.
Further, in the cast-in-place pile super-cast-in-place concrete construction method, the holes are uniformly distributed along the circumferential direction of the isolation sleeve.
Further, in the construction method of the cast-in-place pile and the super-poured concrete, in the step 3, one end of the isolation sleeve with the hole is inserted into the lower portion of the concrete, and one end of the isolation sleeve without the hole is arranged close to the top of the super-poured concrete.
Further, in the construction method for the cast-in-place pile super-poured concrete, the isolation sleeve is a PVC pipe.
Further, in the construction method of the cast-in-place pile super-filled concrete, in the step 4, an air compressor or an air pump is used for inflating the isolation sleeve.
The cast-in-place pile reinforcement cage super-cast concrete construction method provided by the invention has the advantages that the reinforcement of the cast-in-place pile reinforcement cage super-cast concrete part is pretreated, the isolation sleeve is sleeved on the reinforcement of the part after the concrete is initially set, the air is introduced into the isolation sleeve after the concrete is initially set, and finally the concrete of the super-cast concrete part is chiseled off, so that the reinforcement can be effectively protected from being damaged, and the labor intensity of constructors is reduced.
Drawings
Various other advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like reference numerals are used to refer to like parts throughout the drawings. In the drawings:
fig. 1 is a schematic flow chart of a cast-in-place pile super-cast-in-place concrete construction method according to an embodiment of the present invention;
FIG. 2 is a schematic view of the structural state of the embodiment of the present invention for processing the reinforcement bars of the super-filled concrete;
FIG. 3 is a schematic view of the exposed state of the reinforcement bars during the placement of the super-filled concrete portion according to the embodiment of the present invention;
FIG. 4 is a schematic structural diagram of a PVC pipe according to an embodiment of the present invention;
FIG. 5 is a schematic view showing a state where PVC pipes are inserted into reinforcing bars of a super-filled concrete portion according to an embodiment of the present invention;
FIG. 6 is a schematic view of the state of inflating PVC pipe according to the embodiment of the present invention.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1, the method for constructing the cast-in-place pile super-filled concrete according to the embodiment of the present invention includes the following steps:
and step S1, preprocessing the reinforcing steel bars of the super-poured concrete part of the cast-in-place pile reinforcement cage.
Specifically, referring to fig. 2, the reinforcing bars corresponding to the super-filled concrete portion L1 are wrapped with tape 1 to separate the reinforcing bars from the concrete so as to reduce the bond strength and cohesive force between the reinforcing bars and the super-filled concrete. The L2 section in fig. 2 is a normal construction section, mainly comprises a steel reinforcement cage main reinforcement and a steel reinforcement cage stirrup, and concrete is poured into the steel reinforcement cage main reinforcement and the steel reinforcement cage stirrup during construction.
And step S2, sequentially hoisting the reinforcement cage 2 and pouring concrete to the super-pouring position to finish the pouring of the super-pouring concrete.
Specifically, referring to fig. 3, when the super-filled concrete is poured, the reinforcing steel bars are extended out of the super-filled concrete, and preferably, the length d of the portion of the reinforcing steel bars extended out of the super-filled concrete is 2-3 cm. Namely: when the super-poured concrete part is poured, a section of steel bar is reserved on the top of the super-poured concrete part and is not poured, so that the section of steel bar is exposed outside the concrete, and the length of the section of steel bar can be 2-3 cm.
And step S3, after the concrete pouring of the super-poured concrete part is finished, respectively sleeving isolation sleeves on each reinforcing steel bar of the super-poured concrete part.
With reference to fig. 4, the insulating sleeve 3 may be a PVC pipe. The length of the isolation sleeve is equal to the whole length of the super-poured concrete part, namely the length of the isolation sleeve is equal to the sum of the length of the part, needing to be poured, of the super-poured concrete part and the length of the steel bar section exposed outside the super-poured concrete part. The number of the isolation sleeves is equal to the number of the steel bars of the super-poured concrete part.
Further, before the isolation sleeve is inserted into the super-filled concrete part, a plurality of holes 31 are formed in the isolation sleeve. In practice, the holes are evenly distributed along the circumference of the isolation sleeve.
With reference to fig. 5, preferably, one end of the isolation sleeve with the hole is inserted into the lower portion of the concrete, and one end of the isolation sleeve without the hole is disposed near the top of the super-filled concrete. Namely, one end with the hole on the isolation sleeve is arranged downwards, and the other end without the hole is arranged upwards.
And step S4, ventilating the isolation sleeve after the concrete is initially set.
Particularly, combine figure 6, adopt air compressor machine or air pump to aerify among the isolation sleeve to the intensity of the concrete of the super-filled concrete in-process that condenses of interference increases, is favorable to later stage concrete chisel to remove with the quick separation of reinforcing bar. The direction indicated by the arrow in fig. 6 indicates the inflation direction.
In step S5, the concrete of the super-filled concrete portion is chiseled.
Specifically, the air pick of the air compressor can be used for chiseling off the concrete of the super-filled concrete part. On one hand, because the concrete is separated from the reinforcing steel bars, the chiseled concrete is not connected with the reinforcing steel bars at all, and the reinforcing steel bars are not damaged in the chiseling process; on the other hand, after the concrete is initially set again, the concrete is inhibited or the strength in the later stage of the concrete is interfered to increase in an inflating mode, so that the strength of the concrete is reduced, the separation of the concrete and the reinforcing steel bar in the chiseling process is facilitated, and the reinforcing steel bar can be further protected from being damaged.
The construction method for the super-poured concrete of the cast-in-place pile can obviously obtain that the reinforcement of the reinforcement cage of the cast-in-place pile is pretreated, the isolation sleeve is sleeved on the reinforcement of the part after the concrete is initially set, the isolation sleeve is ventilated after the concrete is initially set, and finally the concrete of the super-poured concrete part is chiseled off, so that the reinforcement can be effectively protected from being damaged, and the labor intensity of constructors is reduced.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (10)
1. The construction method for the cast-in-place pile super-pouring concrete is characterized by comprising the following steps of:
step 1, pretreating reinforcing steel bars of a reinforcement cage of a cast-in-place pile in a super-cast concrete part;
step 2, hoisting a reinforcement cage and pouring concrete to the super-pouring position in sequence to finish pouring of the super-pouring concrete;
step 3, after the concrete pouring of the super-poured concrete part is finished, respectively sleeving isolation sleeves on the reinforcing steel bars of the super-poured concrete part;
step 4, ventilating the isolation sleeve after the concrete is initially set;
and 5, chiseling the concrete of the super-poured concrete part.
2. The cast-in-place pile precast concrete construction method according to claim 1, wherein in the step 1, the reinforcing steel bars corresponding to the precast concrete portion are wrapped with adhesive tape.
3. The cast-in-place pile precast concrete construction method according to claim 1, wherein in the step 2, the reinforcing bars are protruded outside the precast concrete when the precast concrete is poured.
4. The cast-in-place pile precast concrete construction method according to claim 3, wherein a length of the reinforcing bars extending out of the precast concrete portion is 2-3 cm.
5. The cast-in-place pile concrete super-pouring construction method according to claim 1 or 4, wherein in the step 3, the length of the isolation sleeve is equal to the overall length of the super-pouring concrete part.
6. The cast-in-place pile super-cast-in-place concrete construction method according to claim 1, characterized in that after the step 2 and before the step 3, a plurality of holes are formed in the isolation sleeve.
7. The cast-in-place pile precast concrete construction method according to claim 6, wherein the holes are uniformly distributed along a circumferential direction of the isolation sleeve.
8. The method for constructing precast pile and super-cast concrete according to claim 6, wherein in the step 3, the end of the isolation sleeve with the hole is inserted into the lower part of the concrete, and the end of the isolation sleeve without the hole is arranged near the top of the super-cast concrete.
9. The cast-in-place pile concrete-super-pouring construction method according to claim 1, wherein the isolation sleeve is a PVC pipe.
10. The cast-in-place pile super-cast-in-place concrete construction method according to claim 1, wherein in the step 4, an air compressor or an air pump is adopted to inflate the isolation sleeve.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011560335.0A CN112376554A (en) | 2020-12-25 | 2020-12-25 | Cast-in-place pile super-cast concrete construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011560335.0A CN112376554A (en) | 2020-12-25 | 2020-12-25 | Cast-in-place pile super-cast concrete construction method |
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| CN112376554A true CN112376554A (en) | 2021-02-19 |
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| CN202011560335.0A Pending CN112376554A (en) | 2020-12-25 | 2020-12-25 | Cast-in-place pile super-cast concrete construction method |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001131964A (en) * | 1999-11-02 | 2001-05-15 | Grand Work:Kk | Pile head processing device for cast-in-plate pile, and pile head processing construction method using same |
| CN106958245A (en) * | 2017-04-07 | 2017-07-18 | 中交二公局第工程有限公司 | The quick structure and method for abolishing concrete pile head |
| CN110965553A (en) * | 2019-12-21 | 2020-04-07 | 一山(北京)岩土工程有限公司 | High-efficient broken pile head device |
-
2020
- 2020-12-25 CN CN202011560335.0A patent/CN112376554A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001131964A (en) * | 1999-11-02 | 2001-05-15 | Grand Work:Kk | Pile head processing device for cast-in-plate pile, and pile head processing construction method using same |
| CN106958245A (en) * | 2017-04-07 | 2017-07-18 | 中交二公局第工程有限公司 | The quick structure and method for abolishing concrete pile head |
| CN110965553A (en) * | 2019-12-21 | 2020-04-07 | 一山(北京)岩土工程有限公司 | High-efficient broken pile head device |
Non-Patent Citations (1)
| Title |
|---|
| 王新泉主编: "《工程地质学》", 30 June 2016, 吉林大学出版社 * |
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Application publication date: 20210219 |
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