CN210597287U - Foundation pit composite pile structure - Google Patents
Foundation pit composite pile structure Download PDFInfo
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- CN210597287U CN210597287U CN201921385007.4U CN201921385007U CN210597287U CN 210597287 U CN210597287 U CN 210597287U CN 201921385007 U CN201921385007 U CN 201921385007U CN 210597287 U CN210597287 U CN 210597287U
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Abstract
The utility model belongs to the technical field of construction, a compound pile structure of foundation ditch is disclosed, its technical scheme main points are including bored concrete pile body and steel reinforcement cage, still including inlaying the PHC tubular pile body of locating the bored concrete pile body in vivo, PHC tubular pile body and the coaxial setting of bored concrete pile body have structural strength height, and bearing capacity is strong, provides the effect of enough support for high-rise building.
Description
Technical Field
The utility model relates to a construction's technical field, in particular to compound stake structure of foundation ditch.
Background
The cast-in-situ bored pile is a pile which is made by forming a pile hole in foundation soil through mechanical drilling and other means in an engineering field, placing a reinforcement cage in the pile hole and pouring concrete, and is widely applied to foundation pit support design.
The Chinese patent publication No. CN202247864U discloses a cast-in-situ bored pile, which comprises a concrete pile column extending into a drilled hole and an expansion layer positioned below the pile column, wherein the expansion layer absorbs water and expands after the concrete pile is poured to form an expansion pile end, sediments at the bottom of the drilled hole are compacted, the ratio of the height of the expansion pile end to the height of the pile column is 1: 8-1: 12, and a reinforcement cage is arranged in the pile column.
The cast-in-situ bored pile utilizes the expansion material to extrude the sediment at the bottom of the pile under the condition of not increasing the construction process, so that the sediment has the same hardness as the pile end bearing layer, and the cast-in-situ bored pile is simpler and more applicable than the traditional pile end post-grouting process.
In the actual use process, the strength of concrete directly cast and molded in the drill hole is limited, and generally can only reach C40-C50, so that the pressure bearing capacity of the cast-in-situ bored pile is directly limited, and the weight of a building structure above a foundation in a unit area is further limited. For high-rise buildings, the strength of the cast-in-situ bored pile cannot meet the requirement, and the cast-in-situ bored pile has obvious defects.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a compound pilework of foundation ditch has structural strength height, and the bearing capacity is strong, provides the advantage of enough support for high-rise building.
The above technical purpose of the present invention can be achieved by the following technical solutions:
the utility model provides a foundation ditch composite pile structure, includes bored concrete pile body and steel reinforcement cage, still includes to inlay locates this internal PHC tubular pile body of bored concrete pile, PHC tubular pile body and the coaxial setting of bored concrete pile body.
By adopting the technical scheme, the structural strength of the PHC tubular pile (namely the prestressed high-strength concrete tubular pile) is generally between C80 and C100, the PHC tubular pile body is embedded in the cast-in-place pile body, and the pile body formed by compounding the PHC tubular pile body and the cast-in-place pile body has high structural strength and strong bearing capacity, thereby providing enough support for high-rise buildings.
Further, the steel reinforcement cage encircles the setting of PHC tubular pile body, and the steel reinforcement cage inboard is equipped with bearing and a plurality of group's supporting rod, the bearing offsets with the lower surface of PHC tubular pile body, the supporting rod offsets with the lateral wall of PHC tubular pile body, and each group's supporting rod is arranged along vertical direction.
By adopting the technical scheme, the supporting seat and the supporting rod are arranged on the inner side of the steel reinforcement cage, the PHC tubular pile body is supported by the supporting seat, the supporting rod is used for propping against the side wall of the PHC tubular pile body to enable the PHC tubular pile body to be kept vertical, the PHC tubular pile body can be fixed in the steel reinforcement cage before concrete is poured, and after the concrete is poured, the PHC tubular pile body is closely connected with the poured pile body into a whole, so that the process is simplified.
Further, the holding tank has been seted up to the upper surface of bearing, the holding tank is coaxial with the PHC tubular pile body, and the internal diameter of holding tank is the same with the external diameter of PHC tubular pile body.
Through adopting above-mentioned technical scheme, PHC tubular pile body bottom inlays in the holding tank to hug closely with the inner wall of holding tank, the holding tank can form certain restriction to PHC tubular pile body, makes it keep coaxial with the bored concrete pile body.
Further, logical groove has been seted up at the holding tank middle part, the inside wall bottom of PHC tubular pile body is equipped with a plurality of annular flanges.
Through adopting above-mentioned technical scheme, the inner chamber bottom of PHC tubular pile body is through leading to groove and the inside cavity intercommunication of drilling, during the concreting, inside partial concrete also can get into PHC tubular pile body, and link as an organic wholely with the inside wall of PHC tubular pile body, in addition, concrete after the solidification is nested each other with the flange, finally make PHC tubular pile body and bored concrete pile body the ascending joint strength greatly increased of vertical side, when vertical pressure-bearing, PHC tubular pile body and bored concrete pile body can share pressure each other better.
Furthermore, the lower surface of the supporting seat is provided with an inclined strut, and one end of the inclined strut, which is back to the supporting seat, is connected with the reinforcement cage.
Through adopting above-mentioned technical scheme, set up the bracing and can strengthen the structural strength of bearing greatly, it is non-deformable when bearing the pressure that comes from the PHC tubular pile body.
Further, the supporting rod sets up along the radial line direction of PHC tubular pile body, and the supporting rod is equipped with the bearing plate towards the one end of PHC tubular pile body, and the supporting rod offsets through the lateral wall of bearing plate with PHC tubular pile body, the bearing plate sets up to the arc, and the internal diameter of bearing plate is the same with the external diameter of PHC tubular pile body.
Through adopting above-mentioned technical scheme, the internal diameter of arc bearing plate is the same with the external diameter of PHC tubular pile body, and the two closely laminates, can support and restrict PHC tubular pile body better, and when the dispersion atress, PHC tubular pile body is difficult for lateral shifting in the steel reinforcement cage.
Furthermore, a guide inclined plane is arranged at the top end of the inner side wall of the bearing plate.
Through adopting above-mentioned technical scheme, after setting up the guide inclined plane, the internal diameter on bearing plate top is greater than the external diameter of PHC tubular pile body, inserts the in-process of steel reinforcement cage with PHC tubular pile body and is convenient for align to guide PHC tubular pile body to slide in between each bearing plate.
Furthermore, a plurality of vibrating rings are arranged on the inner side of the reinforcement cage, the axes of the vibrating rings are vertical, and the vibrating rings are arranged along the vertical direction.
Through adopting above-mentioned technical scheme, need constantly vibrate when pouring concrete in to the drilling, set up the ring that vibrates and can guide and restrict the plug-in vibrating spear, avoid bumping between its and the PHC tubular pile body.
To sum up, the utility model discloses following beneficial effect has:
1. the structure has high strength and strong bearing capacity, and provides enough support for high-rise buildings;
2. the PHC tubular pile body can be fixed in the reinforcement cage before concrete is poured by arranging the supporting seat and the supporting rod, and after the concrete is poured, the PHC tubular pile body is tightly connected with the poured pile body into a whole, so that the working procedure is simplified;
3. through setting up the ring that vibrates, guide and the restriction to inserting vibrating spear, avoid bumping between its and the PHC tubular pile body.
Drawings
FIG. 1 is an overall sectional view of the embodiment;
FIG. 2 is a schematic view of the connection relationship between the reinforcement cage and the PHC tubular pile body in the embodiment;
FIG. 3 is a schematic structural view of a support bar in the embodiment;
FIG. 4 is a schematic structural view of the supporting base in the embodiment.
In the figure, 1, a cast-in-place pile body; 2. a reinforcement cage; 3. a PHC tubular pile body; 4. a supporting seat; 5. a support rod; 6. a support plate; 7. vibrating rings; 31. a flange; 41. accommodating grooves; 42. a through groove; 43. bracing; 61. a guide ramp.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Example (b):
the utility model provides a compound pile structure of foundation ditch, as shown in fig. 1 and fig. 2, includes bored concrete pile body 1, steel reinforcement cage 2, PHC tubular pile body 3, the coaxial setting of three, and steel reinforcement cage 2 and PHC tubular pile body 3 all inlay in bored concrete pile body 1.
The cast-in-place pile body 1 with the strength between C40 and C50 is used as a main structure, the reinforcement cage 2 and the PHC tubular pile body 3 with the strength between C80 and C100 are used as bearing frameworks, and the strength of the pile body obtained by compounding is far greater than that of a simple cast-in-place bored pile or a single PHC tubular pile body 3.
As shown in fig. 1 and 2, the reinforcement cage 2 surrounds the PHC pile body 3, and a supporting base 4 and a plurality of sets of supporting rods 5 are disposed inside the reinforcement cage 2 and connected to the PHC pile body 3, so that the PHC pile body 3 can be fixed to the reinforcement cage 2 before the cast-in-place pile body 1 is cast.
As shown in fig. 1 and 3, the number of the support rods 5 in each group is four, and the support rods 5 in each group are uniformly distributed in the vertical direction. The four supporting rods 5 are arranged along the radial line direction of the PHC tubular pile body 3 and are uniformly distributed along the circumferential direction of the PHC tubular pile body 3.
As shown in fig. 1 and 3, one end of the support rod 5 is welded to the inner side of the reinforcement cage 2, and the other end is fixedly provided with a support plate 6, and abuts against the outer side wall of the PHC tubular pile body 3 through the support plate 6.
As shown in fig. 3, the axis of the support plate 6 is vertical, the cross section is arc-shaped, and the inner diameter of the support plate 6 is equal to the outer diameter of the PHC pile body 3. When the PHC pile body 3 is located in the reinforcement cage 2 (see fig. 1), the support plate 6 is closely attached to the outer side wall of the PHC pile body 3.
As shown in FIG. 3, the top end of the inner side wall of the support plate 6 is chamfered to form a guide slope 61. When the PHC pile body 3 is inserted into the reinforcement cage 2 (see fig. 1), the PHC pile body 3 and the reinforcement cage 2 (see fig. 1) do not need to be completely coaxial, and the PHC pile body 3 and each support plate 6 can be aligned and the position can be corrected under the guidance of the guide inclined surface 61 until the PHC pile body 3 penetrates between each support plate 6 and keeps coaxial with the reinforcement cage 2 (see fig. 1).
As shown in fig. 1 and 4, the support seat 4 is welded to the bottom of the reinforcement cage 2, is arranged in the horizontal direction, and abuts against the lower surface of the PHC pile body 3.
As shown in fig. 1 and 4, four inclined struts 43 are fixedly arranged on the lower surface of the supporting seat 4, the inclined struts 43 are obliquely arranged and uniformly distributed along the circumferential direction of the reinforcement cage 2, and the bottom ends of the inclined struts are welded on the inner side of the reinforcement cage 2. The inclined strut 43 shares the stress, so that the supporting seat 4 can more stably support the PHC tubular pile body 3 and is not easy to bend and deform.
As shown in fig. 4, the upper surface of the supporting seat 4 is provided with a receiving groove 41, the receiving groove 41 is coaxial with the PHC pile body 3, and the inner diameter of the receiving groove 41 is equal to the outer diameter of the PHC pile body 3. The bottom end of the PHC tubular pile body 3 is embedded in the accommodating groove 41 and closely attached to the inner wall of the accommodating groove 41.
As shown in fig. 4, a through groove 42 is formed in the middle of the accommodating groove 41, and the through groove 42 is coaxial with the accommodating groove 41 to communicate the inner cavity of the PHC tubular pile body 3 with the outside. When concrete is poured into the drilled hole, the concrete can enter the PHC tubular pile body 3 from the through groove 42, so that the connection between the cast-in-place pile body 1 (see fig. 1) and the PHC tubular pile body 3 is tighter.
As shown in fig. 4, the bottom of the inner side wall of the PHC tubular pile body 3 is provided with three annular flanges 31, and the three annular flanges 31 are all coaxial with the PHC tubular pile body 3 and are uniformly distributed along the vertical direction. After entering the inside of the PHC tubular pile body 3 and being cured, the concrete is nested with the flange 31, so as to further strengthen the connection between the cast-in-place pile body 1 (see fig. 1) and the PHC tubular pile body 3.
As shown in fig. 2, four sets of vibrating rings 7 are arranged on the inner side of the reinforcement cage 2, the axes of the vibrating rings 7 are vertical, the vibrating rings 7 of the same set are coaxially arranged and uniformly arranged along the vertical direction, and the vibrating rings 7 of each set are uniformly distributed around the PHC tubular pile body 3.
In the process of pouring concrete, the inserted vibrating spear penetrates into the vibrating ring 7 to vibrate the concrete, and is isolated from the PHC tubular pile body 3 and cannot impact on the PHC tubular pile body 3.
The specific implementation process comprises the following steps:
after the reinforcement cage 2 is hung, the PHC tubular pile body 3 is inserted between the support plates 6 from top to bottom until the PHC tubular pile body abuts against the support seat 4. And pouring concrete into the drill hole and continuously vibrating. The cast-in-place pile body 1 is formed after the concrete is cured, the reinforcement cage 2 and the PHC tubular pile body 3 are embedded in the cast-in-place pile body 1, the formed composite pile is high in strength and strong in bearing capacity, and enough support can be provided for high-rise buildings.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications to the present embodiment without inventive contribution as required after reading the present specification, but all of them are protected by patent laws within the scope of the claims of the present invention.
Claims (8)
1. The utility model provides a foundation ditch composite pile structure, includes bored concrete pile body (1) and steel reinforcement cage (2), its characterized in that: still including inlaying PHC tubular pile body (3) of locating in bored concrete pile body (1), PHC tubular pile body (3) and bored concrete pile body (1) coaxial setting.
2. A foundation pit composite pile structure according to claim 1, characterized in that: reinforcement cage (2) encircle PHC tubular pile body (3) and set up, and reinforcement cage (2) inboard is equipped with bearing (4) and a plurality of supporting rod (5) of organizing, bearing (4) offset with the lower surface of PHC tubular pile body (3), supporting rod (5) offset with the lateral wall of PHC tubular pile body (3), and each supporting rod (5) of organizing are arranged along vertical direction.
3. A foundation pit composite pile structure according to claim 2, wherein: holding tank (41) have been seted up to the upper surface of bearing (4), holding tank (41) are coaxial with PHC tubular pile body (3), and the internal diameter of holding tank (41) is the same with the external diameter of PHC tubular pile body (3).
4. A foundation pit composite pile structure according to claim 3, wherein: logical groove (42) have been seted up at holding tank (41) middle part, the inside wall bottom of PHC tubular pile body (3) is equipped with a plurality of annular flanges (31).
5. A foundation pit composite pile structure according to claim 3, wherein: the lower surface of the supporting seat (4) is provided with an inclined strut (43), and one end, back to the supporting seat (4), of the inclined strut (43) is connected with the reinforcement cage (2).
6. A foundation pit composite pile structure according to claim 2, wherein: supporting rod (5) are equipped with bearing plate (6) along the radial line direction setting of PHC tubular pile body (3) in supporting rod (5) orientation PHC tubular pile body's one end, and supporting rod (5) offset through the lateral wall of bearing plate (6) with PHC tubular pile body (3), bearing plate (6) set up to the arc, and the internal diameter of bearing plate (6) is the same with the external diameter of PHC tubular pile body (3).
7. A foundation pit composite pile structure according to claim 6, characterized in that: the top end of the inner side wall of the bearing plate (6) is provided with a guide inclined surface (61).
8. A foundation pit composite pile structure according to claim 2, wherein: the inner side of the reinforcement cage (2) is provided with a plurality of vibrating rings (7), the axes of the vibrating rings (7) are vertical, and the vibrating rings (7) are arranged along the vertical direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921385007.4U CN210597287U (en) | 2019-08-23 | 2019-08-23 | Foundation pit composite pile structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921385007.4U CN210597287U (en) | 2019-08-23 | 2019-08-23 | Foundation pit composite pile structure |
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| Publication Number | Publication Date |
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| CN210597287U true CN210597287U (en) | 2020-05-22 |
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| CN201921385007.4U Active CN210597287U (en) | 2019-08-23 | 2019-08-23 | Foundation pit composite pile structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113309081A (en) * | 2021-05-17 | 2021-08-27 | 浙江晨原建设工程有限公司 | Foundation pile group construction method |
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2019
- 2019-08-23 CN CN201921385007.4U patent/CN210597287U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113309081A (en) * | 2021-05-17 | 2021-08-27 | 浙江晨原建设工程有限公司 | Foundation pile group construction method |
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