CN112030720A - Prefabricated bent cap and pier stud socket type connecting structure and construction method - Google Patents
Prefabricated bent cap and pier stud socket type connecting structure and construction method Download PDFInfo
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- CN112030720A CN112030720A CN202010848674.2A CN202010848674A CN112030720A CN 112030720 A CN112030720 A CN 112030720A CN 202010848674 A CN202010848674 A CN 202010848674A CN 112030720 A CN112030720 A CN 112030720A
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- capping beam
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
Abstract
The invention discloses a socket type connecting structure of prefabricated capping beams and piers of piers and a construction method thereof, wherein the upper part of each pier forms a pier embedding section, the prefabricated capping beam forms a corresponding capping beam socket hole corresponding to the pier embedding section of each pier, the top of a capping beam socket hole is communicated with a reserved filling hole on the top surface of the prefabricated capping beam, the aperture of the capping beam socket hole is larger than the outer diameter of the pier embedding section, the depth of the capping beam socket hole is larger than the length of the pier embedding section, and connecting grouting materials are poured between the top of the capping beam socket hole and the upper end surface of the pier embedding section and between the side wall of the capping beam socket hole and the side wall of the pier embedding section through the reserved filling hole. In the socket type connecting structure and construction method for the prefabricated capping beam and the pier stud, the pier stud embedded section extends into the capping beam reserved capping beam jack, the whole pier stud embedded section extends into the capping beam reserved capping beam jack, no steel bar is connected at the joint, the large-tolerance connection between the prefabricated capping beam and the pier stud can be realized, and the capping beam is prefabricated, assembled and constructed conveniently and quickly.
Description
Technical Field
The invention relates to the technical field of highway bridge construction engineering, in particular to a socket type connecting structure of a prefabricated bent cap and a pier stud and a construction method.
Background
The connection mode of the industrialized rapid construction technology of the assembled bridge piers of the highway bridges should meet the technology and management level of most construction units, namely the construction allowable error of the connection should meet about 2 cm. At present, the prefabricated capping beam and the pier column of the fabricated pier at home and abroad are mainly connected in two ways, wherein the connection precision of the grouting sleeve/the grouting metal corrugated pipe is required to be about 2mm, and the requirement on the technical management level of a construction unit is extremely high; and when the construction team can not install smoothly, the quality safety accident that part of the reinforcing steel bars are cut off easily occurs, and the construction team has the case of relevant quality problems in the construction industry. And in addition, due to the fact that the prefabricated capping beams are densely distributed on the hogging moment section of the pier top, the capping beams are very difficult to prefabricate. Therefore, a new prefabricated bent cap connecting mode needs to be researched and developed, the bent cap prefabrication is simple, and the assembly construction is large in allowable error, simple and quick.
The applicant records the connection structure and the construction method between the prefabricated pipe pier and the bearing platform in the invention patent application No. 201811550075.1 'connection structure and construction method of the pipe pier and the bearing platform', and the practice in the highway of the northeast of the Yangtze river of the engineering is relied to prove that the construction is convenient and fast and the application effect is good; the invention patent application No. 202010214754.2 entitled "connecting structure and construction method for prefabricated pipe pier and cast-in-place pile" describes a connecting structure and construction method for prefabricated pipe pier and cast-in-place pile.
The two patent applications of the invention better solve the problem of splicing and connecting the pier stud and the foundation, but the connection between the conventional prefabricated capping beam and the pier stud still has high requirements on the technology and management level of construction enterprises, so that a connection structure with large tolerance needs to be redesigned.
Disclosure of Invention
The invention aims to provide a socket type connecting structure of a prefabricated capping beam and a pier stud and a construction method, which can realize the connection between the prefabricated capping beam and the pier stud by casting in situ without increasing the size of the capping beam and increasing the tolerance of construction errors compared with prefabrication.
In order to achieve the purpose, in the socket type connecting structure of the prefabricated capping beam and the pier stud, a pier stud embedded section is formed at the upper part of each pier stud, a corresponding capping beam socket hole is formed at the pier stud embedded section of each pier stud corresponding to the prefabricated capping beam, the top of the capping beam socket hole is communicated with a reserved filling hole at the top surface of the prefabricated capping beam, the aperture of the capping beam socket hole is larger than the outer diameter of the pier stud embedded section, the depth of the capping beam socket hole is larger than the length of the pier stud embedded section, and connecting grouting materials are poured between the top of the capping beam socket hole and the upper end surface of the pier stud embedded section and between the side wall of the capping beam socket hole and the side wall of the pier stud embedded section through the reserved filling hole.
In one embodiment, the top of the capping beam bearing jack is in a shape of a circular truncated cone, the upper end face of the circular truncated cone is connected with the lower end of the reserved filling hole, and the lower end face of the circular truncated cone is connected with the upper end face of the pier column embedding section.
In one embodiment, the aperture of the reserved perfusion hole is 8cm, and the depth of the reserved perfusion hole is 35 cm; the upper end face of the pier column embedding section is 25cm away from the lower end of the reserved filling hole.
In one embodiment, the pier stud is a solid round pier stud, vertical main ribs are arranged in the pier stud at intervals in the circumferential direction, and a steel bar anchoring plate is arranged at the end of the embedded section of the pier stud.
In one embodiment, an annular inner ring hoop is arranged inside the vertical main rib, and the outer side of the inner ring hoop is welded and fixed with the inner side of the vertical main rib; an outer ring spiral stirrup is arranged outside the vertical main rib, spirally wound outside the vertical main rib around an axis and fixedly bound with the vertical main rib; and two outer ring spiral stirrups are wound on the outer sides of the vertical main reinforcements in parallel.
In one embodiment, the diameter of the pier column is 140cm, the distance between the vertical main rib and the outer side surface of the pier column is 5cm, and the lead of the outer ring spiral stirrup is 10 cm.
In one embodiment, the pier stud embedded section is provided with an annular shear key groove at the outer side, the inner side of the capping beam socket hole is coaxially provided with a corrugated pipe as the side wall of the capping beam socket hole, and the length of the corrugated pipe is greater than that of the pier stud embedded section.
In one embodiment, the diameter of the pier stud is 140cm, a plurality of annular shear key grooves are formed on the outer wall of the pier stud embedding section at intervals by a template during prefabrication or cast-in-place, and the axial section of each annular shear key groove is trapezoidal; the depth of the annular shear key groove is 2cm, and the width of the bottom of the annular shear key groove is 4 cm; the axial distance between every two adjacent annular shear key grooves is 4 cm; the corrugated pipe is a cold-bending corrugated steel pipe with the diameter of 1500mm and the length of 100cm, and the surface of the corrugated pipe is subjected to galvanizing and corrosion-resistant treatment.
In an embodiment, a length direction steel reinforcement framework is arranged in the prefabricated cover beam along the length direction of the cover beam, and stirrups are arranged between the length direction steel reinforcement frameworks and are connected with the length direction steel reinforcement frameworks in a criss-cross mode.
In an embodiment, the length direction steel reinforcement framework is arranged at the position of the bent cap beam socket hole in an inward offset mode, bent steel reinforcements arranged in the length direction steel reinforcement framework according to the punching stress of the prefabricated cap beam are arranged in the length direction steel reinforcement framework, and stirrups are arranged at the position of the bent cap beam socket hole according to the actual height and the actual width.
In an embodiment, the length direction steel bar framework is formed by mutually fixing a top side steel bar, a bottom side steel bar, a first bent steel bar, a second bent steel bar and a third bent steel bar, the top side steel bar is bent from the top surface to two sides, the bottom side steel bar is bent from the bottom surface to two sides, the top side steel bar is connected with the bottom side steel bar at two sides, the first bent steel bar and the second bent steel bar are bent from the lower inclined plane of the bottom side steel bar to be connected with the top steel bar of the top side steel bar in an inclined manner and then bent downwards in an inclined manner to be connected with the bottom steel bar of the bottom side steel bar, and the third bent steel bar is connected with the top steel bar and the bottom steel bar in an inclined manner and is arranged between inclined steel bar sections of the first bent steel bar and the second bent steel bar.
In one embodiment, annular stirrups are arranged at the positions, at the positions of the bent cap socket holes, of the prefabricated bent cap at intervals in the vertical direction, erection steel bars are arranged on the periphery of the positions, at the positions of the bent cap socket holes, of the prefabricated bent cap at intervals in the vertical direction, and the annular stirrups and the erection steel bars are bound and fixed.
In order to achieve the purpose, the construction method of the socket type connecting structure of the prefabricated bent cap and the pier stud comprises the following steps: step a), binding steel bars in the prefabricated bent cap, installing corrugated pipes and other templates in the bent cap bell and spigot holes, pouring concrete and preserving; step b), dismantling the prefabricated template of the prefabricated bent cap; step c), installing prefabricated pier studs or cast-in-place finished pier studs; step d), installing a temporary hoop at the bottom of the pier stud close to the prefabricated capping beam, and erecting a jack on the hoop; step e), hoisting the prefabricated bent cap, and finely adjusting the coordinate and the elevation by using a jack; step f), arranging sealing templates at the lower parts of the precast bent cap and the bent cap bell and spigot hole, and filling connecting grouting materials into the gap in the reserved grouting hole; and g), when the grouting material to be connected meets the design requirement, removing the temporary measures.
In an embodiment, in the step f), the joint grouting material is a high-strength non-shrinkage cement grouting material.
The invention has the beneficial effects that: in the prefabricated capping beam and pier stud socket-and-spigot type connecting structure and the construction method, a pier stud embedded section extends into a capping beam reserved capping beam jack, annular shear grooves are arranged in the pier stud embedded section and the capping beam jack, a steel bar anchoring plate is arranged at the end of the pier stud embedded section by a vertical main steel bar of a pier stud, and grouting materials are poured between the outer wall of the pier stud embedded section and the capping beam socket-and-spigot hole and between the upper end surface of the pier stud embedded section and the top surface of the capping beam socket-and-spigot hole; the pier stud embedded section integrally stretches into the bent cap reserved bent cap bearing hole, the joint is not connected with a steel bar, the construction precision requirement is 2cm, the prefabricated bent cap and the pier stud can be connected with a large tolerance, and the bent cap is prefabricated and is convenient and quick to assemble and construct.
Drawings
Fig. 1 is an elevation view of a prefabricated pier assembled by using a prefabricated capping beam and pier stud socket type connection structure according to a preferred embodiment of the present invention;
FIG. 2 is a side view of FIG. 1;
FIG. 3 is a plan view of FIG. 1;
FIG. 4 is an axial cross-sectional view of the prefabricated capping beam and pier stud joint of FIG. 1;
fig. 5 is a schematic axial cross-sectional view of the pier stud embedment of fig. 4;
FIG. 6 is a sectional view in the direction A-A in FIG. 5;
fig. 7 is an enlarged structural schematic view of the pier stud vertical main rib in fig. 5;
FIG. 8 is an enlarged view of the top view of the inner annular stirrup of FIG. 5;
FIG. 9 is an enlarged view of the top view of the outer ring helical stirrup of FIG. 5;
FIG. 10 is an enlarged front view of the outer ring helical stirrup of FIG. 5;
fig. 11 is a schematic elevation structure view of another connection mode of the outer ring spiral stirrup in the pier stud and the pier stud vertical main rib;
FIG. 12 is an enlarged view in partial axial cross-section of the pier stud embedment;
FIG. 13 is a semi-elevational view of the precast bent cap and pier stud junction along the center line of the bent cap;
fig. 14 is a schematic structural view of the framework rebars at the non-capping socket holes of the precast capping beam of fig. 13;
fig. 15 is a schematic structural view of framework reinforcing bars at the capping beam socket holes of the precast steel beam in fig. 13;
FIG. 16 is a cross-sectional view taken along line B-B of FIG. 13;
FIG. 17 is a cross-sectional view taken along the line C-C in FIG. 13;
FIG. 18 is a cross-sectional view taken along the line D-D in FIG. 13;
fig. 19 is a sectional view taken along the direction E-E in fig. 13.
The components in the figures are numbered as follows: a cast-in-place pile 10; a tie beam 30; pier stud 50 (pier stud embedded section 51, vertical main reinforcement 52, inner ring stirrup 53, outer ring spiral stirrup 54, annular shear key groove 55, pier stud concrete 56, vertical straight reinforcement 521, and reinforcement anchorage plate 522); prefabricating a bent cap 70 (wherein, the bent cap bell and spigot hole 71, the cold-bending corrugated steel pipe 72, the reserved filling hole 73, a length-direction steel reinforcement framework 74, a horizontal-direction stirrup 75, a width-direction stirrup 76, an annular stirrup 77 and a erection steel reinforcement 78, a top-side steel reinforcement N1, a bottom-side steel reinforcement N2, a first bent steel reinforcement N3, a second bent steel reinforcement N4 and a third bent steel reinforcement N5); a support base 90; the grout 110 is attached.
Detailed Description
The invention is described in further detail below with reference to the figures and the specific embodiments.
Based on the relevant requirements of assembling the prefabricated capping beam and the pier stud, the invention provides a socket type connecting structure and a construction method of the prefabricated capping beam and the pier stud, which can realize a large-tolerance connecting scheme of the prefabricated capping beam and the pier stud, and are convenient and rapid in capping beam prefabrication and assembly construction. Referring to fig. 1, 2 and 3, the prefabricated assembled pier using the prefabricated capping beam and pier stud socket joint type connection structure of the present invention sequentially includes cast-in-place piles 10, pier studs 50, prefabricated capping beams 70 and support sills 90 from bottom to top, and tie beams 30 are formed between the upper ends of two adjacent cast-in-place piles 10 to connect. The cast-in-place pile 10 is formed from the ground below, and the pier stud 50 can be prefabricated or cast-in-place for prefabricating the foundation of the spliced pier. The upper part of the pier stud 50 is a pier stud embedding section 51, which is arranged in the corresponding cover beam socket hole 71 on the prefabricated cover beam 70 and is poured and fixed by the connecting grouting material 110. The prefabricated capping beam 70 is supported on the two pier studs 50, and a plurality of support cushion stones 90 are formed on the prefabricated capping beam 70 through cast-in-place construction. During construction, the top surface of the support base cushion stone 90 is kept horizontal, and the support base cushion stone 90 and the prefabricated capping beam are integrally cast together. The structures shown in fig. 1, 2 and 3 are suitable for continuous piers having a height of less than or equal to 15 m.
Referring to fig. 4, the pillars 50 may be prefabricated pillars or cast in place. When the precast capping beam 70 is precast, a capping beam socket hole 71 is reserved at the lower edge of the corresponding position of the pier stud 50, the top of the capping beam socket hole 71 is in the shape of a circular truncated cone, and the circular truncated cone is provided with a reserved filling hole 73 communicated with the top surface of the precast capping beam 70 (as shown in fig. 13). When the prefabricated capping beam is connected with the pier stud 50, the pier stud embedded section 51 at the upper part of the pier stud 50 is inserted in the capping beam inserting hole 71 of the prefabricated capping beam 70, the connecting grouting material 110 is poured between the capping beam inserting hole 71 and the pier stud embedded section 51 through the reserved pouring hole 73, the connecting grouting material 110 is poured between the outer wall of the pier stud embedded section 51 and the inner wall of the capping beam inserting hole 71 and between the upper end surface of the pier stud embedded section 51 and the top of the capping beam inserting hole 71, so that in the embodiment shown in the figure, the diameter of the reserved pouring hole 73 is 8cm, the depth is 35cm, and the distance between the upper end surface of the pier stud embedded section 51 and the lower end of the reserved pouring hole 73 is 25 cm.
The structure of the pier stud 50 is shown in fig. 5 to 12, the pier stud 50 is a solid round pier stud, and the pier stud is prefabricated by C70 concrete, and the segregation phenomenon of the concrete is strictly controlled. Vertical main ribs 52 are circumferentially spaced in the pier stud 50. The vertical main reinforcements 52 are framework reinforcements extending along the longitudinal direction, and each vertical main reinforcement 52 comprises a vertical straight reinforcement 521 and a reinforcement anchor plate 522 arranged at the upper end of the vertical straight reinforcement 521. An inner hoop 53 is arranged in the vertical main rib 52, and the outer side of the inner hoop 53 is welded and fixed with the vertical main rib 52. An outer ring spiral stirrup 54 is arranged outside the vertical main rib 52, and the outer ring spiral stirrup 54 is spirally wound outside the vertical main rib 52 around the axis and is fixedly bound with the vertical main rib 52. That is, the pier stud concrete 56 is embedded with vertical main reinforcements 52 which are distributed at intervals around the axis in the longitudinal direction, the inner sides of the vertical main reinforcements 52 are welded and fixed with annular inner stirrups 53, and the outer sides of the vertical main reinforcements 52 are bound and fixed with outer-ring spiral stirrups 54 which are spirally wound around the axis. In order to increase the overall structural strength, two outer ring helical stirrups 54 may be wound side by side outside the vertical main ribs 52, as shown in fig. 11.
In the illustrated embodiment, the diameter of the pier 50 is 140cm, 29 vertical main ribs 52 are arranged at intervals around the circumference, the vertical main ribs 52 are 5cm from the outer side surface of the pier 50, and the lead (height of each turn rising in the axial direction) D of the outer-ring helical stirrup 54 is 10 cm.
A plurality of annular shear key grooves 55 are arranged on the outer wall of the pier stud embedding section 51 at the upper part of the pier stud 50 at intervals, and the annular shear key grooves 55 are formed by casting concrete by using a template when the pier stud is prefabricated or cast in situ. The annular shear key groove 55 can increase the binding force of socket connection between the pier stud 50 and the capping beam socket hole 71, and more stable connection is realized. In the illustrated embodiment, the pier stud embedding section 51 has a length of 100cm, the annular shear key groove 55 is a groove having a trapezoidal cross section, a depth H of 2cm, and a bottom width L1 of 4 cm; adjacent annular shear key grooves 55 are spaced apart 4cm in the axial direction at L2.
The construction of the precast capping beam 70 is as shown in fig. 13 to 19, the aperture of the capping beam socket hole 71 is larger than the outer diameter of the pier stud embedment section 51, and the depth of the capping beam socket hole 71 is larger than the length of the pier stud embedment section 51. Corresponding to the annular shear key groove 55 arranged on the outer side of the pier stud embedded section 51, a corrugated pipe 72 is coaxially arranged on the inner side of the cover beam socket hole 71 and serves as a side wall of the cover beam socket hole 71. The bellows 72 serves as a template at the capping beam socket hole 71 when the precast capping beam 70 is cast and remains in the capping beam socket hole 71. The inside diameter of bellows 72 is greater than the outside diameter of pier stud embedment 51 and the length of bellows 72 is greater than the length of pier stud embedment 51. In the illustrated embodiment, the corrugated tube 72 is a cold-bent corrugated steel tube having a diameter of 1500mm, and the length (height) of the corrugated tube 31 is 100 cm. The cold-bending corrugated steel pipe is HXDD1500-2.7 which meets the relevant regulations of the cold-bending corrugated steel pipe (GB/T34567-.
Be equipped with length direction framework of steel reinforcement 74, horizontal direction stirrup 75 and width direction stirrup 76 in prefabricated bent cap 70, each length direction framework of steel reinforcement 74 arranges along vertical and bent cap length direction, and a plurality of parallel spaced length direction framework of steel reinforcement 74 carries out the ligature respectively at level and bent cap length direction and vertical and bent cap width direction by horizontal direction stirrup 75 and width direction stirrup 76 and fixes. That is, the prefabricated bent cap 70 is provided with longitudinal reinforcing cages 74 along the longitudinal direction of the bent cap, and horizontal stirrups 75 and width stirrups 76 are provided between the longitudinal reinforcing cages 74 and are connected in a crisscross manner.
The structure of the length-wise framework 74 is as shown in fig. 14 and 15, and the length-wise framework 74 is formed by fixing a top-side reinforcement N1, a bottom-side reinforcement N2, a first bent-up reinforcement N3, a second bent-up reinforcement N4, and a third bent-up reinforcement N5. The top steel bar N1 is formed by bending from the top surface to two sides, the bottom steel bar N2 is formed by bending from the bottom surface to two sides, and the top steel bar N1 and the bottom steel bar N2 are connected at two sides to form a frame. The first bent-up reinforcing steel bar N3 and the second bent-up reinforcing steel bar N4 are bent from the reinforcing steel bar at the lower inclined plane of the bottom reinforcing steel bar N2 to be connected with the top reinforcing steel bar of the top reinforcing steel bar N1 in an inclined upward mode and then bent to be connected with the bottom reinforcing steel bar of the bottom reinforcing steel bar N2 in an inclined downward mode. The third bent-up reinforcement N5 diagonally connects the top reinforcement of the top reinforcement N1 and the bottom reinforcement of the bottom reinforcement N2, and is disposed between the diagonal reinforcement segments of the first bent-up reinforcement N3 and the second bent-up reinforcement N4. The lengthwise-direction reinforcing cages 74 are offset into the precast capping beams 70 along the capping beam receiver holes 71 at the capping beam receiver holes 71, as shown in fig. 15. The first bent-up reinforcement N3, the second bent-up reinforcement N4 and the third bent-up reinforcement N5 are arranged in accordance with the punching force of the precast capping beam 70. The horizontal stirrup 75 and the width stirrup 76 are provided at the cap receiving hole 71 at the actual height and width.
The ring-shaped stirrups 77 which are distributed at intervals in the vertical direction are arranged at the inner cover beam bearing holes 71 of the prefabricated cover beam 70, meanwhile, erection steel bars 78 are arranged on the periphery of the cover beam bearing holes 71 at intervals in the vertical direction according to the stirrups, and the ring-shaped stirrups 77 are bound and fixed with the erection steel bars 78.
The connecting grouting material 110 is high-strength non-shrinkage cement grouting material which should meet the relevant requirements of project construction specification of Shanghai city, namely prefabricated assembled pier technical specification (DG/TJ 08-2160-.
The invention also discloses a construction method of the prefabricated bent cap and pier stud socket joint type connecting structure, which comprises the following steps:
step a), binding steel bars on a prefabricated cover beam 70, installing a cold-bent corrugated steel pipe 72 and other templates at a bearing hole 71 of the cover beam, pouring concrete and maintaining;
step b), dismantling the prefabricated template of the prefabricated bent cap 70;
step c), prefabricating and installing the prefabricated pier stud 50 or casting the cast-in-place pier stud 50 in situ;
d), installing a temporary hoop on the pier stud 50 close to the bottom of the bent cap, and erecting a jack on the hoop;
step e), hoisting the prefabricated bent cap 70, and finely adjusting coordinates, elevations and the like by using a jack;
step f), arranging sealing templates at the lower parts of the prefabricated bent cap 70 and the bent cap bell and spigot hole 71, and filling grouting materials into the hole gaps;
and g), completing the component connection and dismantling the temporary measures when the grouting material meets the design requirements.
Filling high-strength non-shrinkage cement grouting material in the step f).
In the prefabricated capping beam and pier stud socket-and-spigot type connecting structure and the construction method, a pier stud embedded section extends into a capping beam reserved capping beam jack, annular shear grooves are arranged in the pier stud embedded section and the capping beam jack, a steel bar anchoring plate is arranged at the end of the pier stud embedded section by a vertical main steel bar of a pier stud, and grouting materials are poured between the outer wall of the pier stud embedded section and the capping beam socket-and-spigot hole and between the upper end surface of the pier stud embedded section and the top surface of the capping beam socket-and-spigot hole; the pier stud embedded section integrally stretches into the bent cap reserved bent cap bearing hole, the joint is not connected with a steel bar, the construction precision requirement is 2cm, the prefabricated bent cap and the pier stud can be connected with a large tolerance, and the bent cap is prefabricated and is convenient and quick to assemble and construct.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (14)
1. The utility model provides a prefabricated bent cap and pier stud socket joint formula connection structure which characterized in that: the upper portion of each pier stud (50) forms pier stud embedment section (51), and prefabricated bent cap (70) corresponds each pier stud (50) pier stud embedment section (51) forms corresponding bent cap socket (71), the top intercommunication of bent cap socket (71) prefabricated bent cap (70) top surface reserve pouring hole (73), the aperture of bent cap socket (71) is greater than the external diameter of pier stud embedment section (51), the degree of depth of bent cap bearing socket (71) is greater than the length of pier stud embedment section (51), connect grout material (110) by reserve pouring hole (73) pour the top of bent cap bearing socket (71) with between the up end of pier stud embedment section (51) and the lateral wall of bent cap bearing socket (71) with between the lateral wall of pier stud embedment section (51).
2. The prefabricated capping beam and pier stud socket joint structure of claim 1, wherein: the top of the capping beam socket hole (71) is in a circular truncated cone shape, the upper end face of the circular truncated cone is connected with the lower end of the reserved filling hole (73), and the lower end face of the circular truncated cone is connected with the upper end face of the pier column embedding section (51).
3. The prefabricated capping beam and pier stud socket joint structure of claim 2, wherein: the aperture of the reserved filling hole (73) is 8cm, and the depth is 35 cm; the upper end face of the pier column embedding section (51) is 25cm away from the lower end of the reserved pouring hole (73).
4. The prefabricated capping beam and pier stud socket joint structure of claim 1, wherein: pier stud (50) are solid round pier stud, around circumference interval arrangement in pier stud (50) vertical main muscle (52), vertical main muscle (62) are in the end of pier stud embedment section is equipped with reinforcing bar anchor plate (522).
5. The prefabricated capping beam and pier stud socket joint structure of claim 4, wherein: an annular inner ring hoop (53) is arranged inside the vertical main rib (52), and the outer side of the inner ring hoop (53) is welded and fixed with the inner side of the vertical main rib (52); an outer ring spiral stirrup (54) is arranged outside the vertical main rib (52), and the outer ring spiral stirrup (54) is spirally wound outside the vertical main rib around an axis and is fixedly bound with the vertical main rib (52); and two outer ring spiral stirrups (54) are wound on the outer sides of the vertical main reinforcements (52) in parallel.
6. The prefabricated capping beam and pier stud socket joint structure of claim 5, wherein: the diameter of the pier column (50) is 140cm, the distance between the vertical main rib (52) and the outer side surface of the pier column (50) is 5cm, and the lead of the outer ring spiral stirrup (54) is 10 cm.
7. The prefabricated capping beam and pier stud socket joint structure of claim 1, wherein: annular shear key recess (55) that pier stud embedment section (51) outside set up, the coaxial bellows (72) that are provided with of bent cap socket hole (71) inboard conduct the lateral wall of bent cap socket hole (71), the length of bellows (72) is greater than the length of pier stud embedment section (51).
8. The prefabricated capping beam and pier stud socket joint structure of claim 7, wherein: the diameter of the pier stud (50) is 140cm, a plurality of annular shear key grooves (55) are formed on the outer wall of the pier stud embedding section (51) at intervals by a template during prefabrication or cast-in-place, and the axial sections of the annular shear key grooves (55) are trapezoidal; the depth of the annular shear key groove (55) is 2cm, and the width of the bottom of the annular shear key groove is 4 cm; the axial distance between two adjacent annular shear key grooves (55) is 4 cm; the corrugated pipe (72) is a cold-bending corrugated steel pipe with the diameter of 1500mm and the length of 100cm, and the surface of the corrugated pipe (72) is subjected to galvanizing and corrosion prevention treatment.
9. The precast capping beam and pier socket joint structure according to any one of claims 1 to 8, wherein: be equipped with length direction framework of steel reinforcement (74) along bent cap length direction in prefabricated bent cap (70), be equipped with stirrup vertically and horizontally staggered connection between length direction framework of steel reinforcement (74).
10. The precast capping beam and pier stud socket joint structure of claim 9, wherein: length direction framework of steel reinforcement (74) is in apron bearing hole (71) department is followed apron bearing hole (71) inside excursion arranges, press in the length direction framework of steel reinforcement the angle steel that the die-cut atress of prefabricated bent cap beam (70) set up, the stirrup is in apron bearing hole (71) department sets up according to actual height and width.
11. The precast capping beam and pier stud socket joint structure of claim 10, wherein: the length direction steel bar framework (74) is formed by mutually fixing a top side steel bar (N1), a bottom side steel bar (N2), a first bent steel bar (N3), a second bent steel bar (N4) and a third bent steel bar (N5), the top side steel bar (N1) is formed by bending from the top surface to two sides, the bottom side steel bar (N2) is formed by bending from the bottom surface to two sides, the top side steel bar (N1) is connected with the bottom side steel bar (N2) at two sides, the first bent steel bar (N3) and the second bent steel bar (N4) are obliquely bent upwards from a steel bar at the lower side inclined plane of the bottom side steel bar (N2) to be connected with a top steel bar of the top side steel bar (N1) and then are obliquely bent downwards to be connected with a bottom steel bar of the bottom side steel bar (N2), and the third bent steel bar (N5) is obliquely connected with the top steel bar and the bottom steel bar and is arranged in the first bent steel bar (N3), The second bent-up reinforcement (N4) is arranged between the diagonal reinforcement sections.
12. The precast capping beam and pier stud socket joint structure of claim 10, wherein: prefabricated bent cap (70) is inherent bent cap socket hole (71) department is equipped with vertical interval distribution's annular stirrup (77), the periphery of bent cap socket hole department (71) is according to the vertical interval of stirrup is provided with erects reinforcing bar (78), annular stirrup (77) with erect reinforcing bar (78) ligature is fixed.
13. A construction method of the precast capping beam and pier stud socket joint structure according to claim 1, comprising the steps of:
step a), binding steel bars in a prefabricated cover beam (70), installing a corrugated pipe (72) and other templates in a cover beam bearing hole (71), pouring concrete and preserving;
step b), dismantling the prefabricated template of the prefabricated bent cap (70);
step c), installing the prefabricated pier stud (50) or finishing the pier stud (50) in a cast-in-place manner;
d), installing a temporary hoop at the bottom of the pier stud (50) close to the prefabricated capping beam (70), and erecting a jack on the hoop;
step e), hoisting the prefabricated bent cap (70), and finely adjusting the coordinate and the elevation by using a jack;
step f), arranging sealing templates at the lower parts of the prefabricated cover beam (70) and the cover beam bearing holes (71), and filling connection grouting materials (110) into the gaps in the reserved grouting holes (73);
and g), when the grouting material (110) to be connected meets the design requirement, removing the temporary measures.
14. The construction method of the prefabricated capping beam and pier stud socket joint structure according to claim 13, wherein: in the step f), the connecting grouting material (110) is high-strength non-shrinkage cement grouting material.
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