CN107366289B - Foundation pit concrete support pile structure formed by hole digging and pouring in site and manufacturing method thereof - Google Patents
Foundation pit concrete support pile structure formed by hole digging and pouring in site and manufacturing method thereof Download PDFInfo
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- CN107366289B CN107366289B CN201710550306.8A CN201710550306A CN107366289B CN 107366289 B CN107366289 B CN 107366289B CN 201710550306 A CN201710550306 A CN 201710550306A CN 107366289 B CN107366289 B CN 107366289B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D5/223—Details of top sections of foundation piles
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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
- E02D5/226—Protecting piles
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
Abstract
The invention discloses a foundation pit concrete supporting pile structure for on-site hole digging and pouring and a manufacturing method thereof, wherein the foundation pit concrete supporting pile structure comprises a plurality of concrete supporting piles provided with vertical non-prestressed steel bars and a capping beam provided with steel bars, the top of each concrete supporting pile is anchored with the capping beam, the steel bars of each concrete supporting pile, which are positioned on the excavation side of a foundation pit, are a plurality of prestressed steel bars of a post-tensioning method and a plurality of non-prestressed steel bars, a sleeve is arranged outside each prestressed steel bar, the top of each prestressed steel bar penetrates through the capping beam and protrudes out of the top surface of the capping beam, a gap for the prestressed steel bars to vertically move is formed between the prestressed steel bars and the capping beam, the top surface of the capping beam is provided with a prestressed steel bar fixing device and a tensioning device, and the bottom end of each prestressed steel bar is connected with an anchoring device. The supporting pile structure enhances the bending rigidity, the bending bearing capacity and the deformation resistance of the concrete supporting pile single pile and the concrete supporting pile integral structure.
Description
Technical Field
The invention relates to the technical field of civil engineering construction, in particular to a foundation pit concrete support pile structure formed by hole digging and pouring on site and a manufacturing method thereof.
Background
The most common in the foundation pit supporting structure is reinforced concrete supporting piles and an inner supporting structure, for example, a foundation pit concrete supporting pile structure formed by digging holes and pouring in situ comprises a plurality of concrete supporting piles provided with vertical non-prestressed reinforcements and a capping beam provided with the reinforcements, wherein the top of the non-prestressed reinforcements of each concrete supporting pile is anchored with the capping beam so as to reinforce the combined action of force between the concrete supporting piles. In the prior art, except for concrete support piles of prefabricated parts, concrete support piles in a foundation pit concrete support pile structure which is drilled and poured on site only adopt vertical non-prestressed reinforcements, and when the concrete support piles need to bear larger bending-resistant bearing capacity, the problem of increasing the diameter of the non-prestressed reinforcements and increasing the density between piles is solved. However, the prior art foundation pit concrete support pile structure has the following defects: 1. when the foundation pit is excavated and after the excavation construction is completed, each concrete support pile needs to bear compressive stress from an unearthed side, namely a stressed area, and tensile stress from an excavated side, namely a tensioned area, but the foundation pit concrete support pile structure cast by hole digging on site in the prior art only adopts non-prestressed steel bars, so that the bending rigidity and the bending bearing capacity of a single pile are insufficient, the deformation resistance is not strong, the bending rigidity and the bending bearing capacity of the whole concrete support pile structure are insufficient, the deformation resistance is not strong, and the phenomenon that the lateral deformation of the concrete support pile structure is too large to influence the construction progress and the construction safety is caused to occur occasionally. 2. Under the condition of bearing the same force, in order to ensure the bending resistance, tensile resistance, compression resistance and other performances of the pile, the section of the non-prestressed steel bar needs to be designed to be large enough, so that the using amount of the steel bar is relatively large. 3. Since the concrete support piles are temporary structures, after the construction of the main structure of the building is completed, since the non-prestressed reinforcement is anchored with the concrete, it is difficult or completely uneconomical to dismantle and recycle the reinforcement, so that the concrete support piles are generally discarded in practice, thereby wasting all the reinforcement.
Disclosure of Invention
The invention aims to solve the technical problem of providing a foundation pit concrete supporting pile structure which is formed by in-situ hole digging and pouring and can enhance the bending rigidity, the bending bearing capacity and the deformation resistance of a concrete supporting pile single pile and the concrete supporting pile integral structure.
The invention provides a foundation pit concrete supporting pile structure for on-site hole digging and pouring, which comprises a plurality of concrete supporting piles provided with vertical non-prestressed reinforcement and a capping beam provided with reinforcement, the top of the non-prestressed reinforcement of each concrete supporting pile is anchored with the capping beam, the reinforcement of each concrete supporting pile at the excavation side of the foundation pit is a plurality of prestressed reinforcements of post-tensioning method and a plurality of non-prestressed reinforcements, wherein each prestressed reinforcement is externally provided with a sleeve, a gap for the vertical movement of the reinforcement is arranged between the prestressed reinforcement and the sleeve, the upper end and the lower end of the sleeve are respectively provided with a device for preventing the infiltration of flowing concrete mixture to ensure that the prestressed reinforcement can vertically move, the top of the prestressed reinforcement with the gap sleeve penetrates through the capping beam and protrudes out of the top surface of the capping beam, the top surface of the beam is provided with a tensioning reinforcement fixing device, the bottom end of the prestressed reinforcement is connected with an anchoring device.
After adopting the structure, the invention has the following advantages: because the reinforcing steel bars of each concrete supporting pile, which are positioned at the excavation side of the foundation pit, are a plurality of prestressed reinforcing steel bars of a post-tensioning method and a plurality of non-prestressed reinforcing steel bars, namely, the reinforcing steel bars at the side adopt the mixed arrangement of prestressed reinforcing steel bars and non-prestressed reinforcing steel bars, thereby overcoming the defect that if the side totally uses post-tensioned prestressed reinforcing steel bars, the single concrete support pile before tensioning has the defect of insufficient strength, and because the side is added with post-tensioning prestressed steel bars on the basis of retaining part of non-prestressed steel bars, the strength of the prestressed steel bars is generally more than one time of the strength of the non-prestressed steel bars, in addition, the tensioned prestressed steel bars on the side enable the concrete of the support piles to be compressed in advance, so that deformation can be reduced, and the bending rigidity, the bending bearing capacity and the deformation resistance of each tensioned concrete support pile to the compressive stress of a non-excavation side, namely a compression area, and the tensile stress of an excavation side, namely a tension area are enhanced; and because the top of each prestressed reinforcement of the post-tensioning method penetrates through the capping beam and protrudes out of the top surface of the capping beam, the top surface of the capping beam is provided with a prestressed reinforcement tensioning and fixing device, the bottom end of the post-tensioning method prestressed reinforcement is connected with an anchoring device, and the concrete supporting pile and the capping beam at the top of the concrete supporting pile form a firm whole through the tensioned prestressed reinforcement, so that the combined action between the concrete supporting pile and between the concrete supporting pile and the capping beam is enhanced, the bending rigidity, the bending bearing capacity and the deformation resistance of the whole concrete supporting pile structure are improved, and the construction progress and the construction safety are effectively ensured.
As an improvement, the depth of the prestressed reinforcement is that a reverse bending point of the bending moment of the concrete support pile extends downwards by 0-1 meter after being stressed. By the arrangement, the condition that concrete in the foundation pit excavation side supporting pile is pressed in advance is better, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, the depth of the prestressed reinforcement is that the bending point of the bending moment of the concrete support pile extends downwards by 0.5-1 meter after being stressed. By the arrangement, the condition that concrete in the foundation pit excavation side-supporting pile is pressed in advance is better, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, the total number of the reinforcing steel bars positioned at the excavation side of the foundation pit in each concrete support pile is less than the total number of the reinforcing steel bars far away from the excavation side of the foundation pit. Therefore, the using amount of the steel bars in each concrete support pile can be reduced, and the cost is saved on the premise of ensuring the construction quality.
As a further improvement, the cross section of the concrete support pile is circular, the cross section area of the prestressed reinforcement in the semicircle positioned at the excavation side of the foundation pit is more than the cross section area of the non-prestressed reinforcement, the plurality of prestressed reinforcements are adjacently arranged at the middle section of the semicircle, and the prestressed reinforcements at the other two sections of the position of the semicircle are arranged at intervals with the non-prestressed reinforcement. The technical scheme is better, the concrete pre-compression condition in the side protecting pile for excavation of the foundation pit is better, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, the steel bars of the cross section of the capping beam are non-prestressed steel bars and annular prestressed steel bars of a post-tensioning method, and the annular prestressed steel bars of the post-tensioning method form an annular hoop for the capping beam. Therefore, the whole firmness of the capping beam is better due to the annular prestressed reinforcement of the post-tensioning method after tensioning, so that the mutual combined action of the concrete support pile and the capping beam is further enhanced, and the whole bending rigidity, the bending bearing capacity and the deformation resistance of the concrete support pile structure are further improved.
As a further improvement, the anchoring device at the bottom end of the prestressed reinforcement is a bearing plate matched with a nut for use, the bottom end of the prestressed reinforcement is provided with an external thread, the external thread at the bottom end of the prestressed reinforcement is in threaded connection with the nut arranged on the bottom surface of the bearing plate, and the bearing plate is further provided with a protective cover for preventing flowing concrete mixture from permeating into the threaded connection position so as to ensure that the prestressed reinforcement can be rotationally separated from the bearing plate when needed. After the structure is adopted, after the construction engineering of the main body structure of the building is completed, the prestressed steel bars are rotated in the opposite direction of the screw-in direction and are drawn out, and the operation of dismantling and recycling the prestressed steel bars becomes very simple, so that the waste is reduced, the resources are saved, and the cost is reduced.
As still further improvement, a plurality of anchoring steel bars extending downwards are further arranged on the bearing plate. Therefore, when the prestressed reinforcement is tensioned, the plurality of anchoring reinforcements extending downwards of the bearing plate are bonded with the concrete to have enough anchoring force to support the tensioning force of the prestressed reinforcement, and the concrete above the bearing plate cannot crack due to bearing larger local pressure, so that the strength and the bending resistance of the whole concrete support pile are further enhanced.
The concrete supporting pile structure manufactured by the method can enhance the bending rigidity, the bending bearing capacity and the deformation resistance of the integral structure of the single concrete supporting pile and the concrete supporting pile.
The invention provides a method for manufacturing a foundation pit concrete supporting pile structure by hole digging and pouring on site, which comprises the steps of manufacturing a concrete supporting pile reinforcement cage, putting the reinforcement cage of a concrete supporting pile into a dug pile hole, manufacturing a capping beam reinforcement cage and fixing the top of non-prestressed reinforcement in the concrete supporting pile reinforcement cage and the capping beam reinforcement cage in the following step in the prior art; the invention comprises the following steps:
when a concrete supporting pile steel reinforcement cage is manufactured, a plurality of vertically extending prestressed reinforcements of a post-tensioning method and a plurality of non-prestressed reinforcements are arranged on one side in the concrete supporting pile steel reinforcement cage;
when a reinforcement cage of the concrete support pile is placed into the dug pile hole, the side provided with the plurality of post-tensioned prestressed reinforcements and the plurality of non-prestressed reinforcements is opposite to the excavation direction of the foundation pit;
the manufacturing method further comprises the following steps:
before the reinforcement cage of the concrete support pile is finished, sleeving a sleeve with the inner diameter larger than the outer diameter of the prestressed reinforcement outside each prestressed reinforcement;
before a reinforcement cage of the concrete support pile is placed in a pile hole, the bottom end of the prestressed reinforcement is connected with an anchoring device, the lower end of the sleeve is provided with a device for preventing flowing concrete mixture from permeating during pouring so as to ensure that the prestressed reinforcement can vertically move, and the end is a sealing device;
after the reinforcement cage of the concrete support pile is placed in a pile hole, in the subsequent construction, the top end of each prestressed reinforcement sleeved with a sleeve pipe with the inner diameter larger than the outer diameter of the prestressed reinforcement penetrates through the reinforcement cage of the capping beam and is higher than the preset concrete top surface of the capping beam so as to facilitate the subsequent installation of a prestressed reinforcement tensioning and fixing device;
a device for preventing the infiltration of a flowing concrete mixture during pouring to ensure that the prestressed reinforcement can vertically move is arranged at the top end of the sleeve;
the manufacturing method further comprises the following steps:
arranging a prestressed reinforcement tensioning and fixing device of a support pile on the top surface of the poured coping beam;
and when the supporting pile concrete and the coping beam concrete meet the tensioning requirement, tensioning the prestressed reinforcement in the concrete supporting pile, and fixing after tensioning is finished.
The foundation pit concrete support pile structure manufactured by the method and used for digging and pouring holes on site has the following advantages: because the reinforcing steel bars of each concrete supporting pile, which are positioned at the excavation side of the foundation pit, are arranged into a plurality of prestressed reinforcing steel bars of a post-tensioning method and a plurality of non-prestressed reinforcing steel bars, namely, the reinforcing steel bars at the side adopt the mixed arrangement of prestressed reinforcing steel bars and non-prestressed reinforcing steel bars, thereby overcoming the defect that if the side totally uses post-tensioned prestressed reinforcing steel bars, the single concrete support pile before tensioning has the defect of insufficient strength, and because the side is added with post-tensioning prestressed steel bars on the basis of retaining part of non-prestressed steel bars, the strength of the prestressed steel bars is generally more than one time of the strength of the non-prestressed steel bars, in addition, the tensioned prestressed reinforcement on the side enables the concrete of the support piles to be compressed in advance, so that the deformation can be reduced, and the bending rigidity, the bending bearing capacity and the deformation resistance of each tensioned concrete support pile to the compressive stress of a non-excavation side, namely a compression area, and the tensile stress of an excavation side, namely a tension area are enhanced; and because the top of each prestressed reinforcement of the post-tensioning method penetrates through the capping beam and protrudes out of the top surface of the capping beam, the top surface of the capping beam is provided with a prestressed reinforcement tensioning and fixing device, the bottom end of the post-tensioning method prestressed reinforcement is connected with an anchoring device, and the concrete supporting pile and the capping beam at the top of the concrete supporting pile form a firm whole through the tensioned prestressed reinforcement, so that the combined action between the concrete supporting pile and between the concrete supporting pile and the capping beam is enhanced, the bending rigidity, the bending bearing capacity and the deformation resistance of the whole concrete supporting pile structure are improved, and the construction progress and the construction safety are effectively ensured.
As an improvement, when a reinforcement cage of the concrete support pile is manufactured and placed in a pile hole, the depth of the prestressed reinforcement is 0-1 meter of downward extension of a reverse bending point of a bending moment of the concrete support pile after stress. By the arrangement, the condition that concrete of the foundation pit excavation side-supporting pile is pressed in advance is better, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, when a reinforcement cage of the concrete support pile is manufactured and placed in a pile hole, the depth of the prestressed reinforcement is that a bending point of a bending moment of the concrete support pile extends downwards by 0.5-1 meter after the concrete support pile is stressed. By the arrangement, the condition that concrete of the foundation pit excavation side-supporting pile is pressed in advance is better, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, the area of the cross section of the steel bars arranged on the excavation side of the foundation pit in each concrete support pile is smaller than the area of the cross section of the steel bars arranged on the side far away from the excavation side of the foundation pit. Therefore, the total consumption of the steel bars can be reduced, and the cost is saved on the premise of ensuring the construction quality.
As further improvement, the cross section of concrete fender pile is circular, and the prestressing steel cross sectional area that is located the semicircle of foundation ditch excavation side is more than non-prestressing steel cross sectional area, and many prestressing steel are adjacent to be set up at the interlude of semicircle, and the prestressing steel and the non-prestressing steel interval of all the other two sections positions department of semicircle set up. By the arrangement, the concrete in the foundation pit excavation side-supporting pile is better stressed in advance, the deformation reducing effect is better, and the bending rigidity, the bending bearing capacity and the deformation resistance of each concrete supporting pile after tensioning are further enhanced.
As a further improvement, the method also comprises the steps of arranging annular prestressed reinforcements of a post-tensioning method on a capping beam reinforcement cage formed by non-prestressed reinforcements, and subsequently tensioning and fixing the annular prestressed reinforcements to form a capping beam annular hoop. Therefore, the whole firmness of the capping beam is better due to the annular prestressed reinforcement of the post-tensioning method after tensioning, so that the mutual combined action of the concrete support pile and the capping beam is further enhanced, and the whole bending rigidity, the bending bearing capacity and the deformation resistance of the concrete support pile structure are further improved.
As a further improvement, the method also comprises the steps of manufacturing a bearing plate and manufacturing an external thread at the bottom end of the prestressed reinforcement, so that the external thread at the bottom end of the prestressed reinforcement is in threaded connection with a nut which is matched with the external thread and is positioned at the bottom surface of the bearing plate, and concrete mixtures which are prevented from flowing during pouring are manufactured and installed on the bearing plate and penetrate into the threaded connection part to ensure that the prestressed reinforcement can be rotatably separated from the bearing plate protective cover when needed; and after the main body construction project is completed, the prestressed reinforcement is rotated in the opposite direction of the screwing direction and is extracted. After the structure is adopted, after the construction engineering of the main body structure of the building is completed, the prestressed steel bars are rotated in the opposite direction of the screw in and are drawn out, the operation of dismantling and recycling the prestressed steel bars is very simple, the waste is reduced, the resources are saved, and the cost is reduced.
As still further improvement, a plurality of anchoring steel bars extending downwards are arranged on the bearing plate. Therefore, when the prestressed reinforcement is tensioned, the plurality of anchoring reinforcements extending downwards of the bearing plate are bonded with the concrete to have enough anchoring force to support the force when the prestressed reinforcement is tensioned, and the concrete above the bearing plate cannot crack due to bearing larger local pressure, so that the strength and the bending resistance of the whole concrete support pile are further enhanced.
Drawings
Fig. 1 is an overall schematic view of a support pile structure according to an embodiment of the present invention.
Fig. 2 is a schematic view of the pressure bearing principle of the support pile structure of the invention.
Fig. 3 is a schematic cross-sectional view illustrating a concrete pile in a pile structure according to an embodiment of the present invention.
Fig. 4 is a schematic structural view illustrating a connection of the lower end of the prestressed reinforcement to the bearing plate in the pile supporting structure according to an embodiment of the present invention.
Fig. 5 is a schematic top view of a cap for supporting piles in an embodiment of the present invention.
The concrete support pile comprises a concrete support pile body 1, a capping beam 2, a non-prestressed reinforcement 3, a prestressed reinforcement 4, a prestressed reinforcement 5, a reinforcement cage 6, a prestressed reinforcement lower end 7, a prestressed reinforcement tensioning end 8, an annular prestressed reinforcement 9, a sealing cover 10, a bearing plate 11, an anchoring reinforcement 12, a nut 13, a lower flange of the bearing plate 14, a sleeve 15, a connecting sleeve 16, an upper flange of the bearing plate 17 and a tensioning fixing device.
Detailed Description
The following further describes embodiments of the present invention with reference to the drawings. It should be noted that the description of the embodiments is provided to help understanding of the present invention, but the present invention is not limited thereto. In addition, the technical features and technical means involved in the embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
The invention relates to a foundation pit concrete supporting pile structure for on-site hole digging and pouring, which also belongs to the type of reinforced concrete supporting piles and inner support structures. As shown in fig. 1, the foundation pit concrete support pile structure cast by digging holes in site of the invention comprises a plurality of concrete support piles 1 provided with vertical non-prestressed reinforcement and a capping beam 2 provided with reinforcement, wherein the top of each concrete support pile 1 is anchored with the capping beam 2.
As shown in fig. 1, 2 and 3, the reinforcing steel bars of each concrete supporting pile 1 located on the excavation side of the foundation pit, i.e., the side of the tension area, are a plurality of prestressed reinforcing steel bars 4 in the post-tensioning method and a plurality of non-prestressed reinforcing steel bars 3, i.e., the non-prestressed reinforcing steel bars 3 on the side are reduced and replaced by the prestressed reinforcing steel bars 4 in the partial post-tensioning method, which may also be referred to as hybrid reinforcing steel bars. The pre-stressing reinforcement 4 is preferably a twisted reinforcement, which is known in the art as a ribbed reinforcement, although polished rod reinforcement and stranded wire may be used, but in one embodiment described below, stranded wire cannot be used to recover the pre-stressing reinforcement 4.
The cross section of the concrete support pile 1 is circular, rectangular, polygonal, I-shaped and the like, and the concrete support pile adopts a circular shape, so that the concrete support pile has the advantages of good mechanical property, convenience in pore-forming construction and the like. As is well known to those skilled in the art, the excavated area is a tension area, and the side of the concrete support pile 1 near the excavated area is an excavated side. Tensile stress is generated on the excavated side, namely, the non-excavated area is the pressed area, and compressive stress is generated on the non-excavated side. In the concrete support pile of the present embodiment, it is preferable that the area of the cross section of the reinforcing steel bar located on the excavation side of the foundation pit in each concrete support pile is smaller than the area of the cross section of the reinforcing steel bar located far away from the excavation side of the foundation pit. As shown in fig. 3, a circle is divided into two symmetrical halves by a diameter line, the reinforcing steel bars are arranged along the inner side of a reinforcing cage 5, the total area of the added cross sections of the prestressed reinforcement bars 4 and the non-prestressed reinforcement bars 3 in the semicircle at the excavation side of the foundation pit is smaller than the total area of the cross sections of the non-prestressed reinforcement bars 3 in the semicircle at the non-excavation side of the foundation pit, and the specific embodiment in fig. 3 is that the total amount of the added prestressed reinforcement bars 4 and the total amount of the added non-prestressed reinforcement bars 3 in the semicircle at the excavation side of the foundation pit is smaller than the total amount of the non-prestressed reinforcement bars 3 in the semicircle at the non-excavation side of the foundation pit, that is, the total amount of the added prestressed reinforcement bars 4 and the total amount of the added non-prestressed reinforcement bars 3 in the semicircle at the excavation side of the foundation pit is 9, and the number of the added non-prestressed reinforcement bars 3 in the semicircle at the non-excavation side of the foundation pit is 11.
Meanwhile, the cross-sectional area of the prestressed reinforcement bars 4 in the semi-circle of the excavation side of the foundation pit is preferably greater than the cross-sectional area of the non-prestressed reinforcement bars 3 in the embodiment shown in fig. 3, that is, the number of the prestressed reinforcement bars 4 is greater than the number of the non-prestressed reinforcement bars 3, that is, the number of the prestressed reinforcement bars 4 is 5, and the number of the non-prestressed reinforcement bars is 4.
In fig. 3, it is preferable that a plurality of prestressed reinforcements 4 are adjacently arranged at the middle section of the semi-arc, and the prestressed reinforcements 4 and the non-prestressed reinforcements 3 at the other two sections of the semi-arc are arranged at intervals, so that the arrangement is such that the mechanical property of the concrete support pile is optimal, and the bending rigidity, the bending bearing capacity and the deformation resistance are all better. Of course, the prestressed reinforcement 4 and the non-prestressed reinforcement 3 may be arranged at an interval in the semicircle of the supporting pile on the excavation side, but the technical effect is inferior to that of the preferred embodiment of this section.
As shown in fig. 3, in the present embodiment, the prestressed reinforcement 4 and the non-prestressed reinforcement 3 are both disposed along the periphery of the concrete support pile and are both on the same circle. Thus, the concrete support pile 1 is better in bending rigidity, bending bearing capacity and deformation resistance.
As shown in fig. 3, in the present embodiment, the plurality of prestressed reinforcements 4 and the plurality of non-prestressed reinforcements 3 in the excavation-side semicircle are uniformly arranged along the semicircular arc, and the plurality of non-prestressed reinforcements 3 in the non-excavation-side semicircle are also uniformly arranged along the semicircular arc. Thus, the concrete support pile 1 is better in bending rigidity, bending bearing capacity and deformation resistance.
As shown in fig. 2 and 1, it is common knowledge that a person skilled in the art calculates a reverse bending point of each concrete support pile according to a reverse bending point method. After the specific position of each reverse bending point of each concrete support pile in the length direction, i.e. the height direction, is determined, in the specific embodiment, the length, i.e. the depth, of the prestressed reinforcement 4 preferably extends downwards by 0-1 meter, more preferably by 0.5-1 meter, preferably at the reverse bending point of the bending moment of the concrete support pile after being stressed. The bending point of the bending moment is also called as the bending point of a bending moment diagram. It is understood by those skilled in the art that the bottom dead center of the prestressed reinforcement during construction refers to a contact point of the lower end of the prestressed reinforcement with the upper end surface of the anchorage device, i.e., the bearing plate 10, and in fig. 1, refers to an intersection point of the lower end of the prestressed reinforcement with the long transverse line of the bearing plate 10. 0 to 1 meter or 0.5 to 1 meter is a distance from the reverse bending point to a contact point between the lower end of the prestressed reinforcement and the upper end face of the pressure bearing plate 10, and in fig. 1, is a distance from the reverse bending point to a cross point between the lower end of the prestressed reinforcement and a long transverse line of the pressure bearing plate 10. As can be seen from fig. 1, the non-prestressed reinforcement is much longer than the prestressed reinforcement, for example, 2 to 3 meters long, while the prestressed reinforcement is short, and the number of the anchoring reinforcements is small, for example, 3 to 4, and is short, for example, about 0.3 meter, and has a small diameter. Therefore, as will be apparent to those skilled in the art from the description in this paragraph, it is possible to reduce the amount of reinforcing bars used in addition to the above-described bending rigidity, bending bearing capacity, and deformation resistance, by using a prestressed concrete support pile, as compared with a concrete support pile using only non-prestressed reinforcing bars, in terms of the length direction.
In this embodiment, the post-tensioned prestressed reinforcement 4 in the concrete support pile 1 is one of unbonded prestressed reinforcement reinforcements. As shown in fig. 4, a sleeve 14 is provided outside each prestressed reinforcement 4, and in this embodiment, the sleeve 14 is made of a common PVC pipe. There is the clearance that supplies the reinforcing bar vertical migration between prestressing steel 4 and the sleeve pipe 14, and preferred sleeve pipe 14 internal diameter is greater than prestressing steel 4 nominal diameter 3 ~ 4 mm. The upper end and the lower end of the sleeve 14 are both provided with devices for preventing the concrete flowing mixture from permeating to ensure that the prestressed reinforcement 4 can vertically move, and according to the common knowledge, the prestressed reinforcement post-tensioning method is to cast the concrete firstly and stretch the prestressed reinforcement to form a prestressed concrete member after 75% of the design strength is reached, so that when the concrete is cast, if the concrete flowing mixture permeates into the sleeve 14, the concrete is solidified to generate an anchoring effect when the concrete is stretched, the concrete cannot vertically move when the concrete is stretched, and the technical effect of stretching cannot be realized. The concrete flow mixture infiltration preventing device of the bottom end 6 of the prestressed reinforcement 4 of this embodiment is a sealing device. The concrete structure is that the outer wall of the lower end of the sleeve 14 is provided with external threads, the following anchorage device is that the upper flange 16 of the pressure bearing plate is arranged on the pressure bearing plate 10, the outer diameter of the upper flange 16 of the pressure bearing plate is equal to the outer diameter of the lower end of the sleeve 14, the outer circle of the upper flange 16 of the pressure bearing plate is also provided with external threads, the external threads of the lower end of the sleeve 14 and the external threads of the upper flange 16 of the pressure bearing plate are in threaded sealing through the connecting sleeve 15 with internal threads, and the threaded connection part can be wound with a sealing adhesive tape.
As shown in fig. 1, the top of each prestressed reinforcement 4 includes a sleeve sleeved outside the prestressed reinforcement 4, the sleeve penetrates through the capping beam 2 and protrudes out of the top surface of the capping beam 2, and the part of the prestressed reinforcement 4 penetrating through the capping beam 2 can also vertically move in the PVC sleeve. The top surface of the capping beam 2 is provided with a prestressed reinforcement 4 tensioning and fixing device 17. The tensioning and fixing device 17 is also referred to as an anchoring device in the industry, and is well understood, i.e., the end prestressed reinforcement is tensioned by a tensioning device in the prior art and then fixed by the fixing device. The specific structure of the fixing device is conventional technology, such as adopting a metal washer and a nut to be in threaded connection with an external thread arranged at the top end of the prestressed reinforcement, namely the prestressed reinforcement tensioning end 7. The specific structure of the tensioning equipment is more conventional technology, such as tensioning by a hydraulic stretcher through a connector or directly tensioning by a hydraulic stretcher with a clamp or a gripper. As is known in the art, a protective seal cover may be provided to the top tension fixing device 17 at the construction site to prevent damage to the device. The device for preventing the infiltration of concrete flow mixtures at the top end of the PVC casing can be understood as that the top end of the casing 14 directly extends out of the top surface of the capping beam 2 without the infiltration of concrete flow mixtures, and of course, a dedicated rubber sealing ring may be generally provided, or the tensioning and fixing device 17 itself may have a sealing function, i.e. equivalent to a sealing device, or a protective sealing cover (not shown in the figure) covered on the tensioning and fixing device 17 by the section.
As shown in fig. 4, the prestressed reinforcement bottom end 6 of the post-tensioning method of the concrete support pile 1 is connected with an anchoring device. If the prestressed reinforcement 4 is a threaded reinforcement or a polished rod reinforcement, the anchoring device, i.e., the anchor, is used by using a nut matched with an external thread arranged at the lower end of the reinforcement to cooperate with the bearing plate 10. If the prestressed reinforcement is a steel strand, the anchoring device, i.e. the anchorage device, is an extrusion anchorage device, but if the prestressed reinforcement is to be recycled, the steel strand and the extrusion anchorage device cannot be adopted. The anchor of prestressing steel bottom 6, this embodiment preferably adopts bearing plate 10 and the nut 12 that uses with the cooperation of bearing plate 10, the external screw thread is established with the prestressing steel bottom 6 of concrete retaining pile 1, the external screw thread of prestressing steel bottom 6 and the nut 12 threaded connection that can lock in the bearing plate 10 bottom surface, nut 12 after the locking is fixed if adopt spot welding technology to weld the bottom surface at bearing plate 10. Of course, an internal thread can be arranged in an inner hole, such as a central hole, of the pressure bearing plate 10 and is in threaded connection with an external thread of the prestressed reinforcement bottom end 6, only the operation is not convenient by adopting a nut, and the pressure bearing plate cannot adapt to prestressed reinforcements with different diameters. The bearing plate 10 is further provided with a protective cover for preventing the concrete flowing mixture from permeating into the threaded connection part so as to ensure that the prestressed reinforcement 4 of the concrete support pile 1 can be rotatably separated from the bearing plate 10 when needed. In this embodiment, the shield is divided into an upper shield and a lower shield. The specific structure of the upper protective cover has been introduced in the upper section: the outer wall of the lower end of the sleeve 14 is provided with external threads, the bearing plate 10 is provided with an upper flange 16 of the bearing plate, the outer diameter of the upper flange 16 of the bearing plate is equal to the outer diameter of the lower end of the sleeve 14, external threads are also arranged on the excircle of the upper flange 16 of the bearing plate, and the external threads of the lower end of the sleeve 14 and the external threads of the upper flange 16 of the bearing plate are in thread sealing through a connecting sleeve 15 with internal threads. The structure not only seals the lower end of the sleeve 14, but also seals the threaded connection part of the bearing plate 10 and the prestressed reinforcement, and is a sealing device at the lower end of the sleeve 14 and an upper protective cover at the threaded connection part of the bearing plate 10 and the prestressed reinforcement lower end 6. The lower protective cover has the specific structure that the pressure bearing plate 10 is provided with a lower flange 13 of the pressure bearing plate, the excircle of the lower flange 13 of the pressure bearing plate is provided with external threads and screwed with a sealing cover 9 with internal threads, and a gap is reserved between the inner bottom surface of the sealing cover 9 and the bottom end surface of the fastened prestressed reinforcement bottom end 6 to prevent interference.
The bearing plate 10 is further provided with a plurality of anchoring steel bars 11 extending downwards, and the anchoring steel bars can be welded on the bottom surface of the bearing plate. The anchoring steel bars can adopt thread steel bars or a plurality of radially extending anchoring bars fixed on each polished rod steel bar.
As shown in fig. 1 and 5, in the present embodiment, the reinforcing bars of the capping beam cross section 2 are non-prestressed reinforcing bars (not shown) and post-tensioned annular prestressed reinforcing bars 8, and the post-tensioned annular prestressed reinforcing bars 8 make the capping beam 2 form an annular hoop, so as to enhance the overall structure of the capping beam and the concrete support pile. The cross-sections described in this paragraph are understood by those skilled in the art to be vertical cross-sections. The specific arrangement of the annular prestressed reinforcement 8 in the capping beam reinforcement cage by the post-tensioning method is that a sleeve with the inner diameter larger than the outer diameter of the reinforcement and sealing devices at two ends of the sleeve are sleeved, pouring maintenance concrete, a tensioning and fixing device or anchoring device of the annular prestressed reinforcement 8, a tensioning method and the like belong to the conventional technology, and are not unfolded.
The concrete implementation mode of the method for manufacturing the foundation pit concrete supporting pile structure by digging and pouring holes on site is as follows:
when the pile hole is dug conventionally, for example, a drilling machine is adopted to drill the hole, the mud retaining wall presses the mud in a prepared mud pit into the drilled hole to prevent the hole wall from collapsing.
Manufacturing a support pile reinforcement cage 5:
the cross section of the concrete supporting pile reinforcement cage is set to be circular, and the vertically extending non-stress tendon 3 and the reinforcement cage 5 are bound and fixed.
And sleeving a PVC sleeve with the inner diameter larger than the outer diameter of the prestressed steel bar of the support pile, namely the nominal diameter of 3-4 mm outside the prestressed steel bar 4 of each post-tensioned prestressed steel bar.
And manufacturing a bearing plate 10 connected with the prestressed reinforcement of the post-tensioning method of the support pile 1, welding a plurality of anchoring reinforcements 11 extending downwards on the bottom surface of the bearing plate 10, and manufacturing external threads at two ends of the prestressed reinforcement of the concrete support pile 1. And connecting and sealing the prestressed reinforcement 4 sleeved with the PVC sleeve with the bearing plate 10 to form a prestressed reinforcement assembly.
The prestressed reinforcement assembly is installed and fixed in a reinforcement cage 5 having non-prestressed reinforcements 3 already installed. When the reinforcement cage 5 of the concrete support pile 1 is manufactured, the number of the prestressed reinforcements 4 arranged in the foundation pit excavation side semicircle in the post-tensioning method is more than the number of the non-prestressed reinforcements 3, the plurality of prestressed reinforcements 4 are adjacently arranged at the middle section of the semicircle, and the prestressed reinforcements 4 at the other two sections of the semicircle are arranged at intervals with the non-prestressed reinforcements 3. The total number of the reinforcing steel bars arranged in the semi-circle of the excavation side of the foundation pit in each concrete support pile 1 is less than the total number of the reinforcing steel bars arranged at the side far away from the excavation side of the foundation pit, namely the side without excavation.
The reinforcement cage 5 of the concrete support pile 1 is placed into the dug pile hole, and the general knowledge shows that the mud left in the pile hole can be extruded when the reinforcement cage is placed into the pile hole. When the reinforcement cage 5 of the concrete support pile 1 is manufactured and placed in the pile hole, the depth of the prestressed reinforcement 4 of the concrete support pile 1 is 0.5-1 meter of downward extension of the reverse bending point of the bending moment after the stress of the concrete support pile 1. When putting into the pile hole that has dug with the steel reinforcement cage 5 of concrete retaining pile 1, make this side semicircle of having arranged many prestressed reinforcement 4 and many non-prestressed reinforcement 3 just to the direction of foundation ditch excavation, this side semicircle is located that side by the excavation district promptly.
And pouring concrete of the support pile and maintaining according to a conventional method.
Manufacturing a reinforcement cage (not shown in the figure) of the capping beam 2 provided with non-prestressed reinforcements according to a conventional method, and fixing the top of the non-prestressed reinforcement 3 in the reinforcement cage 5 of the concrete support pile 1 with the reinforcement cage of the capping beam 2; an annular prestressed reinforcement 8 of a post-tensioning method is arranged on a reinforcement cage of the capping beam 2 consisting of the non-prestressed reinforcements 3. The annular prestressed reinforcement is also sleeved with a sleeve such as a PVC sleeve, the inner diameter of the sleeve is 3-4 mm larger than that of the prestressed reinforcement, sealing devices for preventing liquid concrete from permeating are arranged at two ends of the PVC sleeve, and a tensioning fixing device or a tensioning anchoring device (not shown in the figure) is arranged. Each prestressed reinforcement 1 tensioning end 7, namely the top end, of each prestressed reinforcement 1 sleeved with the PVC casing pipe of the concrete support pile 1 is communicated with the reinforcement cage of the capping beam 2 and extends out of the preset concrete top surface of the capping beam 2.
And pouring and maintaining the capping beam concrete according to a conventional method.
The top surface of the poured capping beam 2 is provided with a prestressed reinforcement fixing device 17 or an anchoring device of the concrete support pile 1, and the top end of a PVC sleeve outside the prestressed reinforcement of the concrete support pile 1 is sealed.
After the design strength reaches 75%, tensioning the annular prestressed reinforcement 8 of the capping beam 1 to form a capping beam 2 of prestressed concrete with an annular hoop effect; and after 75% of the design strength is reached, tensioning the prestressed reinforcement 4 of the concrete support pile 1 to form the prestressed concrete support pile.
Both tensioning steps can be completed and fixed or anchored at one time, and a device for protecting the tensioning and fixing device, such as a protective cover (not shown in the figure), can be arranged.
After the construction engineering of the main body structure of the building is completed, the prestressed reinforcement 4 in the concrete support pile 1 can be released, namely the tension force is released and recovered under the precondition that the construction environment is not influenced: the tensioning fixture 17 at the tensioning end is withdrawn, rotated in the opposite direction of screwing and the pre-stressing reinforcement 4 is extracted from the PVC casing for recovery.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made without departing from the spirit and principle of the present invention shall fall within the protection scope of the present invention.
Claims (5)
1. A foundation pit concrete supporting pile structure for on-site hole digging and pouring comprises a plurality of concrete supporting piles provided with vertical non-prestressed reinforcement and a capping beam provided with reinforcement, the top of the non-prestressed reinforcement of each concrete supporting pile is anchored with the capping beam, the reinforcement of each concrete supporting pile at the excavation side of the foundation pit is a plurality of prestressed reinforcements of a post-tensioning method and a plurality of non-prestressed reinforcements, the top of each prestressed reinforcement with the gap sleeves is communicated with a capping beam and protrudes out of the top surface of the capping beam, the top surface of the beam is provided with a prestressed reinforcement tensioning and fixing device, and the bottom end of each prestressed reinforcement is connected with an anchoring device; the method is characterized in that:
the depth of the prestressed reinforcement is that a bending point of the bending moment of the concrete support pile at the position extends downwards by 0.5-1 meter after being stressed; the area of the cross section of the steel bar positioned on the excavation side of the foundation pit in each concrete support pile is smaller than that of the cross section of the steel bar far away from the excavation side of the foundation pit; the cross section of the concrete support pile is circular, the cross section area of a prestressed reinforcement in a semicircle positioned at the excavation side of the foundation pit is larger than that of a non-prestressed reinforcement, a plurality of prestressed reinforcements are adjacently arranged at the middle section of the semicircle, and the prestressed reinforcements and the non-prestressed reinforcements at the rest two sections of the semicircle are arranged at intervals; the anchoring device at the bottom end of the prestressed reinforcement is a bearing plate matched with a nut for use, the bottom end of the prestressed reinforcement is provided with an external thread, the external thread at the bottom end of the prestressed reinforcement is in threaded connection with the nut arranged on the bottom surface of the bearing plate, and the bearing plate is also provided with a protective cover for preventing flowing concrete mixture from permeating into the threaded connection part so as to ensure that the prestressed reinforcement can be rotationally separated from the bearing plate when needed; and a plurality of anchoring steel bars extending downwards are also arranged on the bearing plate.
2. The in-situ hole-digging and pouring foundation pit concrete supporting pile structure according to claim 1, characterized in that: the reinforcing steel bars on the cross section of the capping beam are non-prestressed reinforcing steel bars and annular prestressed reinforcing steel bars in a post-tensioning method, and the annular prestressed reinforcing steel bars in the post-tensioning method form an annular hoop for the capping beam.
3. A method of manufacturing a concrete pile structure for foundation pits by hole-in-place excavation and pouring according to any one of claims 1 to 2, comprising the steps of manufacturing a reinforcement cage of the concrete pile, placing the reinforcement cage of the concrete pile into the excavated pile hole, manufacturing a capping beam reinforcement cage, and fixing the top of the non-prestressed reinforcement in the reinforcement cage of the concrete pile to the capping beam reinforcement cage; the method is characterized in that:
when a concrete supporting pile steel reinforcement cage is manufactured, a plurality of vertically extending prestressed reinforcements of a post-tensioning method and a plurality of non-prestressed reinforcements are arranged on one side in the concrete supporting pile steel reinforcement cage;
when a reinforcement cage of the concrete support pile is placed into the dug pile hole, the side provided with the plurality of post-tensioned prestressed reinforcements and the plurality of non-prestressed reinforcements is opposite to the excavation direction of the foundation pit;
the manufacturing method further comprises the following steps:
before the reinforcement cage of the concrete support pile is finished, sleeving a sleeve with the inner diameter larger than the outer diameter of the prestressed reinforcement outside each prestressed reinforcement;
before a reinforcement cage of the concrete support pile is placed in a pile hole, the bottom end of the prestressed reinforcement is connected with an anchoring device, the lower end of the sleeve is provided with a device for preventing flowing concrete mixture from permeating during pouring so as to ensure that the prestressed reinforcement can vertically move, and the end is a sealing device;
after the reinforcement cage of the concrete support pile is placed in a pile hole, in the subsequent construction, the top end of each prestressed reinforcement sleeved with a sleeve pipe with the inner diameter larger than the outer diameter of the prestressed reinforcement penetrates through the reinforcement cage of the capping beam and is higher than the preset concrete top surface of the capping beam so as to facilitate the subsequent installation of a prestressed reinforcement tensioning and fixing device;
a device for preventing the infiltration of a flowing concrete mixture during pouring to ensure that the prestressed reinforcement can vertically move is arranged at the top end of the sleeve;
the manufacturing method further comprises the following steps:
arranging a prestressed reinforcement tensioning and fixing device of the support pile on the top surface of the poured coping beam;
and when the supporting pile concrete and the coping beam concrete meet the tensioning requirement, tensioning the prestressed reinforcement in the concrete supporting pile, and fixing after tensioning is finished.
4. The method for manufacturing the foundation pit concrete support pile structure cast by digging holes in site according to claim 3, further comprising the steps of arranging annular prestressed reinforcements on reinforcement cages of the capping beams formed by non-prestressed reinforcements, and subsequently tensioning and fixing the annular prestressed reinforcements to form the capping beam hoop.
5. The method for manufacturing the foundation pit concrete supporting pile structure cast by digging holes in situ according to claim 4, which is characterized by further comprising the steps of manufacturing a bearing plate and external threads for manufacturing the bottom end of the prestressed reinforcement, connecting the external threads for manufacturing the bottom end of the prestressed reinforcement with matched nuts positioned on the bottom surface of the bearing plate in a threaded manner, manufacturing and installing a threaded connection part on the bearing plate for preventing concrete mixture flowing during casting from permeating into the threaded connection part so as to ensure that the prestressed reinforcement can be rotatably separated from a protective cover of the bearing plate when needed; and after the main body construction project is completed, the prestressed reinforcement is rotated in the opposite direction of the screwing direction and is extracted.
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| CN110937862B (en) * | 2019-09-06 | 2022-03-25 | 中国路桥工程有限责任公司 | Pavement material based on three-dimensional reconstruction model |
| CN114482022A (en) * | 2021-12-06 | 2022-05-13 | 中铁二院北方勘察设计有限责任公司 | Construction method of prestressed manual hole digging pile |
| CN114370051A (en) * | 2021-12-22 | 2022-04-19 | 江苏海洋大学 | Post-tensioned unbonded supporting pile capable of repeatedly utilizing prestressed reinforcement |
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| JPH0749651B2 (en) * | 1987-06-04 | 1995-05-31 | 株式会社竹中工務店 | Steel parent pile for prestress pile |
| CN102644281A (en) * | 2012-04-28 | 2012-08-22 | 从卫民 | Prestressed supporting cantilever pile with reinforcing plastic stirrups |
| CN102767186A (en) * | 2012-07-16 | 2012-11-07 | 中铁隧道集团有限公司 | Foundation pit containment structure with prestress ribs on vertical soil-retaining structure and construction method |
| CN103174134B (en) * | 2013-04-01 | 2015-06-24 | 中铁隧道勘测设计院有限公司 | Prestressed concrete pile with recoverable steel strands and construction method |
| CN203904986U (en) * | 2014-04-22 | 2014-10-29 | 杨众 | Low prestressed rectangular single-section soldier pile |
| CN204626419U (en) * | 2015-04-07 | 2015-09-09 | 罗海军 | Large width foundation pit supporting construction |
| CN204703157U (en) * | 2015-05-19 | 2015-10-14 | 昆明理工大学 | The supporting pile structure of the recoverable prestress anchorage cable that a kind of linear pattern is arranged |
| CN206941607U (en) * | 2017-06-29 | 2018-01-30 | 宁波冶金勘察设计研究股份有限公司 | The foundation ditch concrete support pilework that live borehole pours |
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