CN114808929B - Connection method and connection node of pile integrated cast-in-place pile and horizontal structure - Google Patents
Connection method and connection node of pile integrated cast-in-place pile and horizontal structure Download PDFInfo
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- CN114808929B CN114808929B CN202210214597.4A CN202210214597A CN114808929B CN 114808929 B CN114808929 B CN 114808929B CN 202210214597 A CN202210214597 A CN 202210214597A CN 114808929 B CN114808929 B CN 114808929B
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0266—Enlarging
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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Abstract
The invention discloses a connection method and a connection node of a pile integrated cast-in-place pile and a horizontal structure, wherein the connection node comprises a cast-in-place pile, the horizontal structure and a ring beam, and the horizontal structure is fixedly connected with the cast-in-place pile through the ring beam; a reinforcement cage is arranged in the cast-in-place pile; the ring beam comprises a main reinforcement arranged around the center of the ring beam and stirrups arranged along the radial direction of the ring beam; the interface between the filling pile and the ring beam is a chiseled surface; horizontal structure steel bars are arranged in the horizontal structure, the horizontal structure steel bars at the edge in the influence range of the cast-in-place pile bypass the cast-in-place pile to run through, and the residual horizontal structure steel bars in the influence range of the cast-in-place pile are inserted into the ring beam to be bent and anchored. This application is connected level structure and bored concrete pile through setting up the ring roof beam, and the ring roof beam encircles the bored concrete pile setting and forms stable connection with the bored concrete pile, and the reinforcing bar of level structure inserts in the ring roof beam and is connected with the ring roof beam is stable to make bored concrete pile, level structure and ring roof beam form whole biography power node.
Description
Technical Field
The invention relates to a connection method and a connection node of a pile integrated cast-in-place pile and a horizontal structure, and belongs to the technical field of underground structure construction.
Background
Along with the acceleration of the urban process in China, the construction of the ground upper space is close to saturation, and the development and utilization of the urban underground space are effective means and necessary ways for solving the problem of urban central land shortage. However, the development and development of underground spaces in urban renewable areas is often limited by factors such as old buildings and complex environments on the ground surface. In engineering of underground space development of old building structures, it is often necessary to underpin old building foundations. The conventional one-column one-pile structure needs to use column pile reinforcement cages and temporary steel columns with lengths of tens of meters as supporting structures for supporting and replacing old building foundations for integral hoisting construction. The technology has now appeared to utilize pile integration to replace a post-pile structure, and this technique directly extends stand stake to ground, exposes the pile body along with the excavation and directly replaces interim steel stand as vertical stand. However, for the situation that the pile integrated cast-in-place pile is poured underwater, the cast-in-place pile has irregular surface and the strength of the pile body node is difficult to ensure, and the quality of the connecting node is difficult to ensure when the pile integrated cast-in-place pile is connected with a horizontal structure.
Disclosure of Invention
The application provides a connection method and a connection node of a pile integrated filling pile and a horizontal structure, which are used for solving the problems existing in the connection of the existing pile integrated filling pile and the horizontal structure.
In order to solve the technical problems, the invention comprises the following technical scheme:
a connection method of pile integrated filling pile and horizontal structure comprises the following steps:
firstly, pile and column integrated construction is carried out to form a concrete filling pile;
excavating earthwork to the horizontal structure, and roughening the pile body of the cast-in-situ pile within the elevation range of the horizontal structure;
binding a ring beam main reinforcement around the cast-in-place pile, and binding a horizontal structural reinforcement;
and fourthly, pouring concrete of the ring beam and the horizontal structure to form an integral force transmission node by the horizontal structure, the ring beam and the filling pile.
Further, the connection method further comprises the following steps:
step five, cutting off the cast-in-place pile outside the elevation range of the ring beam, and cleaning up the cast-in-place pile in the elevation range of the ring beam;
step six, arranging stress bars in the ring beam hole, arranging steel mesh seals on the upper surface and the lower surface of the ring beam hole, and anchoring the steel mesh and the stress bars into the ring beam with the adoption of a bar planting measure;
and step seven, filling concrete in the ring beam hole.
Further, the rough surface is chiseled to the filling pileThe minimum distance between the axes is L min ；
The steel reinforcement cage is arranged in the cast-in-place pile, the radius of the steel reinforcement cage is R, and L is satisfied min <R。
Further, in the first step, performing pile-in-pile integrally cast-in-place pile construction includes: processing a reinforcement cage; welding the U-shaped shearing resistant ribs with the steel reinforcement cage, vertically arranging the parts, extending out of the steel reinforcement cage, of the two free ends of the U-shaped shearing resistant ribs, placing the U-shaped shearing resistant ribs into pile holes along with the steel reinforcement cage, and pouring concrete to form a cast-in-place pile;
and step two, roughening the pile body of the cast-in-situ pile to expose the U-shaped shearing resistant ribs, and horizontally arranging the free ends of the U-shaped shearing resistant ribs and inserting the free ends into the ring beam.
Further, in the first step, performing pile-in-pile integrally cast-in-place pile construction includes: processing a reinforcement cage; calculating the upper elevation and the lower elevation of the horizontal structure, and arranging a steel sleeve on a reinforcement cage of the cast-in-place pile according to the requirement;
and step two, roughening the pile body of the cast-in-situ pile to expose the steel sleeve, and perforating and plug-welding shear studs outside the steel sleeve.
Correspondingly, the invention also provides a connecting node of the pile integrated filling pile and the horizontal structure, which comprises the filling pile, the horizontal structure and the ring beam, wherein the horizontal structure is fixedly connected with the filling pile through the ring beam;
a reinforcement cage is arranged in the cast-in-place pile;
the ring beam comprises a main reinforcement arranged around the center of the ring beam and stirrups arranged along the radial direction of the ring beam; the interface between the filling pile and the ring beam is a chiseled surface;
horizontal structure steel bars are arranged in the horizontal structure, the horizontal structure steel bars at the edge in the influence range of the cast-in-place pile bypass the cast-in-place pile to run through, and the residual horizontal structure steel bars in the influence range of the cast-in-place pile are inserted into the ring beam to be bent and anchored.
Further, the minimum distance from the chiseled surface to the axle center of the bored pile is L min The radius of the reinforcement cage is R, which satisfies L min <R is defined as the formula. 8. The connection node of the pile integrated filling pile and the horizontal structure according to claim 6,
the ring beam is provided with a slow expansion type expansion rubber strip at the upper interface and the lower interface of the ring beam and the cast-in-place pile, and the slow expansion type expansion rubber strip is arranged along the circumference of the pile body in a ring way.
Further, the U-shaped shearing ribs are arranged in the cast-in-place pile and fixedly connected with the steel reinforcement cage of the cast-in-place pile, and two free ends of the U-shaped shearing ribs extend into the ring beam from the cast-in-place pile and are inserted into the ring beam.
Further, the steel reinforcement cage of bored concrete pile in the elevation within range about the level structure is equipped with the steel sleeve outward, be provided with the peg outward the steel sleeve, the one end welding of peg is on the steel sleeve, and the other end stretches into in the ring beam.
Compared with the prior art, the invention has the following advantages and positive effects due to the adoption of the technical scheme: the horizontal structure is connected with the filling pile by arranging the ring beam, the ring beam surrounds the filling pile and is stably connected with the filling pile, and the reinforcing steel bars of the horizontal structure are inserted into the ring beam and are stably connected with the ring beam, so that the filling pile, the horizontal structure and the ring beam form an integral force transmission node. In addition, the overall stress characteristic of the interface is enhanced by arranging U-shaped shear ribs or/and a steel sleeve with bolts.
Drawings
Fig. 1 is a schematic structural view of a connection node between a pile-integrated cast-in-place pile and a horizontal structure in an embodiment of the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a schematic view of a cast-in-place pile and a ring beam according to an embodiment of the present invention;
fig. 4 is a schematic structural view of a U-shaped shear rib disposed between a cast-in-place pile and a ring beam in an embodiment of the present invention;
fig. 5 is a schematic structural view of a U-shaped shear rib provided on a reinforcement cage according to an embodiment of the present invention;
FIG. 6 is a schematic view of the horizontal arrangement of free ends of U-shaped shear ribs and chiseled interface of a cast-in-place pile in an embodiment of the invention;
FIG. 7 is a schematic view of the construction of the cast-in-place pile and ring beam with steel sleeves and studs therebetween in an embodiment of the present invention;
FIG. 8 is a schematic view of a steel sleeve and peg arrangement for a bored concrete pile according to an embodiment of the present invention;
fig. 9 is a schematic structural view of an external steel sleeve arranged outside a steel reinforcement cage according to an embodiment of the present invention;
FIG. 10 is a schematic view of bored pile interface roughening and steel sleeve externally provided studs in an embodiment of the invention;
FIG. 11 is a schematic view of a ring beam cut-away of an upper and lower cast-in-place pile in an embodiment of the invention;
FIG. 12 is a schematic view of a cast-in-place pile in the area of a ring beam according to an embodiment of the present invention;
FIG. 13 is a schematic view of the embodiment of the invention after casting concrete into the hole of the middle ring beam.
The labels in the figures are as follows:
10-filling piles; 11-a reinforcement cage; 12-interface; 13-slow expansion type expansion rubber strips; 14-U-shaped shearing resistant ribs; 15-a steel sleeve; 16-peg;
20-horizontal structure; 21-horizontal structural steel bars;
30-ring beams; 31-main tendons; 32-lumbar muscle; 33-stirrups;
41-reinforcing steel bar meshes; 42-concrete.
Detailed Description
The connection method and the connection node of the pile-integrated cast-in-place pile and the horizontal structure provided by the invention are further described in detail below with reference to the accompanying drawings and the specific embodiments. The advantages and features of the present invention will become more apparent in conjunction with the following description. It should be noted that the drawings are in a very simplified form and are all to a non-precise scale, merely for convenience and clarity in aiding in the description of embodiments of the invention.
Example 1
As shown in fig. 1 to 3, the connection node of the pile-integrated cast-in-place pile and the horizontal structure provided in the present embodiment includes a cast-in-place pile 10, a horizontal structure 20 and a ring beam 30, where the horizontal structure 20 is fixedly connected with the cast-in-place pile 10 through the ring beam 30.
The cast-in-place pile 10 is internally provided with a reinforcement cage 11, and the reinforcement cage 11 comprises a main reinforcement and a spiral reinforcement which are longitudinally arranged. The pile-column integrated cast-in-place pile 10 in the present embodiment is constructed by constructing the cast-in-place pile 10 on the soil surface, and integrating the piles in a column-by-column manner. Because the bored concrete pile 10 is constructed underwater, the surface of the pile body is irregular and the strength is difficult to ensure, and the surface of the bored concrete pile needs to be treated when being connected with the horizontal structure 20.
The ring beam 30 includes a main rib 31 and a waist rib 32 disposed around the center of the ring beam 30, and stirrups 33 disposed radially along the ring beam 30. The interface 12 between the cast-in-place pile 10 and the ring beam 30 is a roughened surface formed by roughening the concrete on the surface of the cast-in-place pile 10. The interface 12 is a chiseled surface, so that the roughness of the interface 12 can be increased, the friction between the cast-in-place pile 10 and the ring beam 30 can be increased, and the bearing capacity of the interface 12 can be increased. Preferably, the minimum distance from the chiseled surface to the axle center of the filling pile is L min The radius of the reinforcement cage 11 is R, which satisfies L min <R, thereby exposing the main reinforcement 31 and stably connecting the ring beam 30 with the cast-in-place pile 10. Further, the ring beam 30 and the cast-in-place pile 10 are provided with a slow expansion type expansion rubber strip 13 at the upper interface and the lower interface, and the slow expansion type expansion rubber strip 13 is arranged along the pile body in a circular way.
The horizontal structure 20 can be a horizontal beam or a horizontal plate, the horizontal structure 20 is internally provided with horizontal structure steel bars 21, the horizontal structure steel bars 21 at the edge in the influence range of the cast-in-place pile 10 are arranged in a penetrating way by bypassing the cast-in-place pile 10, and the rest horizontal structure steel bars 21 in the influence range of the cast-in-place pile 10 are inserted into the ring beam 30 to be anchored.
In the pile and column integrated supporting system, the pile body and the horizontal basement beam plate structure space position conflict to cause that the beam plate steel bars cannot directly pass through the pile body, and the mode that the ring beam nodes are arranged close to the periphery of the upright pile is adopted, and the horizontal structure beam plate directly and indirectly realizes the pull-through of the structural system. The pile integrated filling pile and horizontal structure connection node provided in this embodiment connects the horizontal structure 20 and the filling pile 10 by setting the ring beam 30, the ring beam 30 surrounds the filling pile 10 and forms stable connection with the filling pile 10, the reinforcing steel bars of the horizontal structure 20 are inserted into the ring beam 30 and stably connected with the ring beam 30, thereby the filling pile 10, the horizontal structure 20 and the ring beam 30 form an integral force transmission node. The self weight of the beam slab of the underground horizontal structure and the temporary construction load realize the internal force conduction through the interface between the ring beam and the filling pile.
Further, as shown in fig. 4, a U-shaped shear rib 14 is provided in the cast-in-place pile 10, the U-shaped shear rib 14 is fixedly connected with the reinforcement cage 11 of the cast-in-place pile 10, and both free ends of the U-shaped shear rib 14 extend from the cast-in-place pile 10 and are inserted into the ring beam 30. As shown in fig. 5, during construction, the U-shaped shearing resistant rib 14 is firstly fixed with the steel reinforcement cage 11 of the cast-in-place pile 10, for example, welded with the main rib 31 of the steel reinforcement cage 11, and the parts of the two free ends extending out of the steel reinforcement cage 11 are vertically arranged, and are lowered together with the steel reinforcement cage 11 and poured into the pile body of the cast-in-place pile 10; as shown in fig. 6, the surface of the bored concrete pile 10 is roughened to expose the U-shaped shear ribs 14 and to have the free ends horizontally disposed and inserted into the ring beam 30.
Further, as shown in fig. 7 and 8, the cast-in-place pile 10 is provided with a steel sleeve 15 outside the reinforcement cage 11 within the upper and lower elevation ranges of the horizontal structure 20, the steel sleeve 15 is externally provided with a peg 16, one end of the peg 16 is welded on the steel sleeve 15, and the other end provided with a peg cap extends into the ring beam 30. As shown in fig. 9, during construction, the upper and lower elevations of the ring beam 30 are calculated, and a steel sleeve 15 is arranged on the reinforcement cage 11 of the cast-in-place pile 10 according to the need; as shown in fig. 10, after the construction of the bored pile 10 is completed, when soil is excavated to the horizontal structure 20, roughening the surface of the bored pile 10 to expose the steel sleeve 15, and perforating and plug-welding the shear studs 16 and the shear ring ribs outside the steel sleeve 15; then binding the ring beam 30 steel bars and the horizontal structure steel bars 21, and then casting the ring beam 30 and the horizontal structure 20.
Example two
The present embodiment provides a method for connecting a pile-integrated cast-in-place pile with a horizontal structure, which is further described below with reference to fig. 1 to 10, and includes the following steps:
firstly, constructing a pile and column integrated filling pile 10;
excavating earthwork to the position of the horizontal structure 20, and roughening the pile body of the cast-in-situ pile 10 within the elevation range of the horizontal structure 20; preferably, the minimum distance from the chiseled surface to the axial center of the bored pile 10 is L min The radius of the reinforcement cage 11 is R, which satisfies L min <R, therebyThe main ribs 31 are exposed, so that the ring beam 30 is stably connected with the cast-in-place pile 10;
step three, binding a ring beam main reinforcement 31 around the cast-in-place pile 10, and binding a horizontal structural reinforcement 21; the horizontal structural steel bars 21 at the extreme edges in the influence range of the cast-in-place pile 10 are arranged in a penetrating way by bypassing the cast-in-place pile 10, and the rest horizontal structural steel bars 21 in the influence range of the cast-in-place pile 10 are inserted into the ring beam 30 to be anchored in a bending way;
and fourthly, pouring concrete of the ring beam 30 and the horizontal structure 20 to form an integral force transmission node among the horizontal structure 20, the ring beam 30 and the cast-in-place pile 10.
According to the pile integrated filling pile and horizontal structure connecting method provided by the embodiment, the horizontal structure 20 and the filling pile 10 are connected by arranging the ring beam 30, and the reinforcing steel bars of the horizontal structure 20 are inserted into the ring beam 30 and are stably connected with the ring beam 30, so that the filling pile 10, the horizontal structure 20 and the ring beam 30 form an integral force transmission node.
Further, in the first step, the construction of the pile-integrated bored concrete pile 10 includes: processing a reinforcement cage 11, welding a U-shaped shearing resistant rib 14 with the reinforcement cage 11, vertically arranging the parts of the two free ends extending out of the reinforcement cage 11, placing the two free ends into pile holes along with the reinforcement cage 11, and pouring concrete to form a cast-in-place pile 10; in the second step, the pile body of the cast-in-place pile 10 is roughened to expose the U-shaped shearing resistant ribs 14, and the free ends are horizontally arranged and inserted into the ring beam 30. The U-shaped shearing resistant rib 14 is welded on the reinforcement cage 11, and the free end extending out of the reinforcement cage 11 is bent by 90 degrees, so that the reinforcement cage 11 can be conveniently lowered into a pile hole. The bored pile 10 is roughened to expose the U-shaped shearing resistant ribs 14, and the free ends of the U-shaped shearing resistant ribs are bent from vertical to horizontal, so that the bored pile 10 and the ring beam 30 are integrally connected through the U-shaped shearing resistant ribs 14, and the integral stress characteristic of the interface is enhanced through the coaction of the roughened surface and the U-shaped shearing resistant ribs 14. By way of example, the length of the U-shaped shearing resistant rib 14 positioned in the reinforcement cage 11 is not less than 15cm, and the bent free end is bound and fixed with the main rib 31.
Further, in the first step, the construction of the pile-integrated bored concrete pile 10 includes: machining a steel reinforcement cage 11, arranging a steel sleeve 15 on the steel reinforcement cage 11 of the cast-in-place pile 10 according to the requirement, placing the steel reinforcement cage 11 into a pile hole, enabling the position of the steel sleeve to correspond to the position of a ring beam, and then pouring concrete to form the cast-in-place pile 10; step two, roughening the pile body of the cast-in-situ pile 10 to expose the steel sleeve, and perforating and plug-welding a shear stud 16 or a shear ring rib at the outer side of the steel sleeve 15; then binding the ring beam 30 steel bars and the horizontal structure steel bars 21, and then casting the ring beam 30 and the horizontal structure 20. In the embodiment, firstly, the steel sleeve 15 is pre-buried on the reinforcement cage 11 of the cast-in-place pile 10, then the cast-in-place pile 10 and the ring beam 30 are integrally connected in a mode of roughening the surface of the pile body and arranging the stud 16 and the shear ring nail, and the integral stress characteristic of the interface is enhanced through the coaction of the roughened surface and the stud 16.
Further, referring to fig. 11 to 13, the construction method of the pile-integrated ring beam 30 structure further includes the following steps:
step five, cutting off the cast-in-situ pile 10 outside the elevation range of the ring beam 30, and cleaning up the cast-in-situ pile 10 within the elevation range of the ring beam 30;
step six, arranging stress bars (not shown) in the holes of the ring beams 30, arranging reinforcing mesh 41 for sealing the holes of the ring beams 30, and anchoring the reinforcing mesh 41 and the stress bars into the ring beams 30 by adopting a reinforcement planting measure;
and step seven, filling concrete 42 in the hole of the ring beam 30. Preferably, the micro-expansive concrete is filled.
The present embodiment is suitable for pile-column integrated construction, because the part of the cast-in-place pile 10 belonging to the pile for pile-column integrated construction will remain permanently, the part belonging to the pile will be removed after the underground construction is completed, and the present embodiment perfectly solves the problem of repairing the horizontal structure 20 after the cast-in-place pile 10 is removed.
In the engineering of underground space development of the old building structure, the old building foundation is often required to be underpinned, the net height of the old building is usually only 3 meters, and the available construction space is extremely narrow, so that the traditional construction method cannot adapt to construction under the condition of narrow in the old building, in order to meet the low clearance requirement, a mode of lengthening a drill rod section by section is adopted in drilling construction, a mode of splicing section by section is adopted in a reinforcement cage, and the low clearance piling device developed by the company can smoothly finish construction under the condition of 3-5 m net height, thereby perfectly solving the problem that the traditional vertical support system of drilling upright piles and steel upright columns cannot be constructed in the protection building. And then the filling pile and the horizontal structure connecting node are combined, so that the pile and column integrated filling pile can be popularized and applied well in engineering of underground space development of old building structures.
The technical features of the above-described embodiments may be arbitrarily combined, and all possible combinations of the technical features in the above-described embodiments are not described for brevity of description, however, as long as there is no contradiction between the combinations of the technical features, they should be considered as the scope of the description.
The above examples illustrate only a few embodiments of the invention, which are described in detail and are not to be construed as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of protection of the present invention is to be determined by the appended claims.
Claims (5)
1. The connection method of the pile integrated filling pile and the horizontal structure is characterized by comprising the following steps:
firstly, pile and column integrated construction is carried out to form a concrete filling pile;
excavating earthwork to the horizontal structure, and roughening the pile body of the cast-in-situ pile within the elevation range of the horizontal structure;
binding a ring beam main reinforcement around the cast-in-place pile, and binding a horizontal structural reinforcement;
pouring concrete of the ring beam and the horizontal structure to form an integral force transmission node by the horizontal structure, the ring beam and the filling pile;
step five, cutting off the cast-in-place pile outside the elevation range of the ring beam, and cleaning up the cast-in-place pile in the elevation range of the ring beam;
step six, arranging stress bars in the ring beam hole, arranging steel mesh seals on the upper surface and the lower surface of the ring beam hole, and anchoring the steel mesh and the stress bars into the ring beam with the adoption of a bar planting measure;
step seven, filling concrete in the ring beam hole;
in the first step, the construction of the pile-column integrated filling pile comprises the following steps: processing a reinforcement cage; welding the U-shaped shearing resistant ribs with the steel reinforcement cage, vertically arranging the parts, extending out of the steel reinforcement cage, of the two free ends of the U-shaped shearing resistant ribs, placing the U-shaped shearing resistant ribs into pile holes along with the steel reinforcement cage, and pouring concrete to form a cast-in-place pile; step two, roughening a pile body of the cast-in-situ pile to expose the U-shaped shearing resistant ribs, horizontally arranging the free ends of the U-shaped shearing resistant ribs and inserting the free ends into the ring beam; or alternatively, the process may be performed,
in the first step, the construction of the pile and column integrated filling pile comprises the following steps: processing a reinforcement cage; calculating the upper elevation and the lower elevation of the horizontal structure, and arranging a steel sleeve on a reinforcement cage of the cast-in-place pile according to the requirement; and secondly, roughening the pile body of the cast-in-situ pile to expose the steel sleeve, perforating and plug-welding shear-resistant studs outside the steel sleeve, wherein one end of each stud is welded on the steel sleeve, and the other end provided with a stud cap extends into the ring beam.
2. The method for connecting a pile-integrated bored concrete pile with a horizontal structure according to claim 1,
the minimum distance from the chiseled surface to the axle center of the filling pile isL min ；
The cast-in-place pile is internally provided with a reinforcement cage, and the radius of the reinforcement cage isRSatisfies the following conditionsL min <R。
3. The connecting node of the pile integrated filling pile and the horizontal structure is characterized by comprising a filling pile, the horizontal structure and a ring beam, wherein the horizontal structure is fixedly connected with the filling pile through the ring beam;
a reinforcement cage is arranged in the cast-in-place pile;
the ring beam comprises a main reinforcement arranged around the center of the ring beam and stirrups arranged along the radial direction of the ring beam; the interface between the filling pile and the ring beam is a chiseled surface;
horizontal structure steel bars are arranged in the horizontal structure, the horizontal structure steel bars at the edge in the influence range of the cast-in-place pile bypass the cast-in-place pile to penetrate through, and the rest horizontal structure steel bars in the influence range of the cast-in-place pile are inserted into the ring beam to be bent and anchored;
the cast-in-place pile is provided with U-shaped shearing ribs which are fixedly connected with a steel reinforcement cage of the cast-in-place pile, and two free ends of the U-shaped shearing ribs extend into the ring beam from the cast-in-place pile and are inserted into the ring beam; or alternatively, the process may be performed,
the steel reinforcement cage of bored concrete pile in elevation within range about the level structure is equipped with the steel sleeve outward, be provided with the peg outward the steel sleeve, the one end welding of peg is on the steel sleeve, is provided with the other end of peg cap and stretches into in the ring beam.
4. A connection node of a pile-integrated bored concrete pile and a horizontal structure according to claim 3,
the minimum distance from the chiseled surface to the axle center of the filling pile isL min The radius of the reinforcement cage isRSatisfies the following conditionsL min <R。
5. A connection node of a pile-integrated bored concrete pile and a horizontal structure according to claim 3,
the ring beam is provided with a slow expansion type expansion rubber strip at the upper interface and the lower interface of the ring beam and the cast-in-place pile, and the slow expansion type expansion rubber strip is arranged along the circumference of the pile body in a ring way.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210214597.4A CN114808929B (en) | 2022-03-07 | 2022-03-07 | Connection method and connection node of pile integrated cast-in-place pile and horizontal structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210214597.4A CN114808929B (en) | 2022-03-07 | 2022-03-07 | Connection method and connection node of pile integrated cast-in-place pile and horizontal structure |
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| CN114808929B true CN114808929B (en) | 2023-08-08 |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005232908A (en) * | 2004-02-23 | 2005-09-02 | Shimizu Corp | Joint structure of pile head section and constructing method of pile |
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| KR101026731B1 (en) * | 2010-12-16 | 2011-04-08 | 주식회사고려이엔시 | Construction method of cellar for building completed |
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| JP2005232908A (en) * | 2004-02-23 | 2005-09-02 | Shimizu Corp | Joint structure of pile head section and constructing method of pile |
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