Anchoring connection structure and anchoring construction method of fabricated beam column

Abstract

The invention relates to the technical field of beam-column joint reinforcement in common building structures, in particular to an anchoring connection structure of fabricated beam columns and an anchoring construction method implemented based on the anchoring connection structure of the fabricated beam columns. According to the anchoring connection structure of the fabricated beam column, the rectangular sleeve is formed by the rear end I-shaped steel plate, the side face I-shaped steel plate and the front end steel plate limiting assembly, the rectangular sleeve is matched with post-pouring vertical ribs, transverse fastening steel bars and the like to form a three-dimensional reinforcing system, and then gravel concrete pouring is combined, so that a steel member is tightly combined with a prefabricated concrete stand column; a composite anchoring connection structure is formed, and the structural strength and stability of beam-column joints are remarkably improved; a plurality of annular check rings are formed through the front end steel plate limiting assembly, the sleeve is matched with the bolt mounting hole of the rear end plate, the adjusting function of the prefabricated concrete cross beam can be reserved, and reinforcement and flexibility are both considered.

Description

Technical Field

[0001] This invention relates to the field of beam-column joint reinforcement technology in general building construction, specifically to an anchorage connection structure for prefabricated beams and columns, and an anchorage construction method based on the above-mentioned anchorage connection structure for prefabricated beams and columns. Background Technology

[0002] Prefabricated buildings, with their advantages of factory prefabrication and on-site assembly, significantly shorten construction cycles and reduce on-site work, and have become an important direction for the development of the construction industry. Among them, beam-column connection nodes, as the core load-bearing parts of prefabricated frame structures, directly determine the overall load-bearing capacity and seismic performance of the building through their connection reliability.

[0003] In existing technologies, prefabricated beams and columns often employ methods such as... Figure 1 The connection structure shown includes a precast concrete column 100 and a precast concrete beam 200. The front and rear faces of the precast concrete column 100 are provided with several interconnected bolt through holes 101. The front face of the precast concrete beam 200 is pre-embedded with several threaded sleeves. Several high-strength bolts 201 are respectively installed through the bolt through holes 101. The front end of the high-strength bolt 201 is inserted into the threaded sleeve of the front face of the precast concrete beam 200 by means of thread engagement, and the rear end is exposed outside the rear face of the precast concrete column 100 and is fixed and locked by locking nuts 202. Multiple sets of bolt through holes 101 are provided so that the precast concrete beam 200 can be installed at different height positions. While this structure is convenient to install and adjust and has a simple construction process, making it widely used in prefabricated buildings with small and medium spans, it has the following significant drawbacks due to its own structure: too many bolt through holes in the precast concrete columns greatly reduce and damage the structural strength of the precast concrete columns; at the same time, the single beam and single column structure results in uneven force on the column from the single beam, which can easily damage the precast concrete columns, especially in extreme situations such as earthquakes, posing a great safety hazard.

[0004] Therefore, how to anchor and construct the existing prefabricated beam-column structure is an urgent problem to be solved. Current beam-column joint reinforcement methods typically involve wrapping the beam and column with steel sections or pouring concrete to permanently reinforce the connection. While this provides significant strength, it also solidifies the prefabricated beam-column joint, preventing the disassembly and repositioning of the beams and greatly reducing the structural functionality of the prefabricated beam-column system.

[0005] Furthermore, Chinese patent document CN120006994A discloses a rapid reinforcement structure and construction method for prefabricated assembled beam-column joints, including composite prefabricated components, beam end connectors, column boundary reinforcement components, and beam boundary adjustment components. The column boundary reinforcement components are arranged around the outer wall of the column at the beam-column joint. The composite prefabricated components are stacked vertically in multiple layers, at least within the geometric height of the beam, around the outer wall of the column and staggered from the beam. The lowest layer of composite prefabricated components is fixed to the upper part of the column boundary reinforcement components. The beam end connectors are arranged on both sides of the beam at the beam-column joint, and are fixedly connected to the multi-layer composite prefabricated components and both sides of the beam. This solution aims to expand the rigidity domain of the beam-column joint by wrapping the prefabricated reinforcement components around the column. Furthermore, the beam boundary adjustment components, under rare earthquake conditions, damage the concrete protective layer of the beam, causing the plastic hinge to move away from the beam-column interface, further ensuring the integrity of the beam-column joint. The above solution is for reinforcing beam-column joints of fixed structures, without considering how to preserve the detachable and position-adjustable function of the crossbeams. Summary of the Invention

[0006] The technical problem to be solved by the present invention is to provide an anchorage connection structure for prefabricated beams and columns, which can reliably reinforce the beam-column joint while retaining the detachable and position-adjustable function of the crossbeam.

[0007] The technical solution adopted by this invention to solve its technical problem is: an anchoring connection structure for prefabricated beams and columns, including precast concrete columns and precast concrete beams. The front and rear faces of the precast concrete columns are provided with several interconnected bolt through holes. The front face of the precast concrete beams is pre-embedded with several threaded sleeves. Several high-strength bolts are respectively installed through the bolt through holes. The front end of the high-strength bolts is inserted into the threaded sleeve on the front face of the precast concrete beams by means of threaded engagement, and the rear end is exposed outside the rear face of the precast concrete columns and is fixed and locked by locking nuts. Multiple sets of bolt through holes are provided so that the precast concrete beams can be installed at different height positions. Based on the aforementioned main beam-column structure, this invention further includes a rear-end H-beam plate, side H-beam plates, post-cast vertical reinforcement bars, and a front-end steel plate limiting assembly. The front-end steel plate limiting assembly is installed at the front end of the precast concrete column and consists of two symmetrical front-end limiting devices. The two front-end limiting devices are fastened together by several transverse fastening steel bars. Several embedded reinforcing bars are fixed on the transverse fastening steel bars, and the inner ends of the embedded reinforcing bars are all embedded into the front end of the precast concrete column. The front-end limiting device includes a front outer shell panel and a semi-circular retaining ring. The ring is fixedly connected to the back of the front shell panel; the rear I-beam is installed on the rear end face of the precast concrete column, and two side I-beams are provided and installed on the left and right end faces of the precast concrete column respectively; both the rear and side I-beams include a special-shaped I-beam body composed of an outer plate, an inner baffle, and a central connecting plate. The inner baffle is tightly attached to the outer wall of the precast concrete column and its width is smaller than that of the outer plate. One side of the central connecting plate is fixed to the center of the outer plate, and the other side is fixed to the center of the inner baffle; the outer plate of the side I-beam, the rear I-beam... The outer plate of the I-beam and the front outer shell panel form a rectangular sleeve fitted onto the outside of the precast concrete column; the semi-annular retaining rings of the two front limiting devices combine to form an annular retaining ring, the position of which matches the position of the bolt through holes, with part of the annular retaining ring fitted onto the front outer side of the precast concrete beam; one end of the annular retaining ring is sealed to the front outer shell panel, and the other end is sealed to the front face of the precast concrete column; several rear end plate bolt mounting holes are provided on the rear end plate, and sleeves are installed in each of the rear end plate bolt mounting holes, and the sleeves are fitted onto the bolts. The front end of the sleeve is fitted onto the outside of the bolt through hole on the rear end face of the precast concrete column, and the front end of the sleeve is sealed to the rear end face of the precast concrete column. The rear end of the sleeve passes through the outer plate of the rear I-beam. At least four post-cast vertical reinforcement bars are arranged in a rectangular array on the inner side of the rectangular sleeve. The two ends of the transverse fastening reinforcement bars are respectively fixed to the two post-cast vertical reinforcement bars. Sand and gravel concrete is poured in the space between the outer wall of the precast concrete column and the inner side of the rectangular sleeve. The post-cast vertical reinforcement bars, transverse fastening reinforcement bars and embedded bars are all embedded in the sand and gravel concrete.

[0008] To facilitate on-site construction and effectively ensure the overall performance of the connection nodes, the preferred solution is that the width of the inner baffle is no more than half the width of the outer plate; the sleeve and the bolt mounting holes of the rear plate are fixedly connected by threaded engagement.

[0009] To facilitate on-site construction and effectively prevent beam-column joint curing due to concrete grout leakage, the preferred solution is to use a rubber layer for compression sealing between the annular retaining ring and the outer wall of the precast concrete column.

[0010] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, the preferred solution is that the middle connecting plate of the rear I-beam and the middle connecting plate of the side I-beam are each provided with several connecting bar installation holes. The several connecting bar installation holes of the rear I-beam are each equipped with transverse connecting bars, and the several connecting bar installation holes of the side I-beams are each equipped with longitudinal connecting bars. The two ends of the transverse connecting bars are respectively connected to one end of the longitudinal connecting bars of the two side I-beams to form a Π-shaped structural bar. The other end of the longitudinal connecting bars passes through the front shell panel and is fastened with nuts. The Π-shaped structural bar is fixed to the post-cast vertical bars and is embedded in the sand and gravel concrete.

[0011] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, the preferred solution is to pre-embed several pre-cast vertical reinforcement bars inside the precast concrete column, with rectangular stirrups fitted on the outside of the pre-cast vertical reinforcement bars; the inner baffles of the rear and side I-beam plates are each provided with several insertion bar locking holes; the rear end face and the left and right side end faces of the precast concrete column are each provided with several insertion bar second installation holes, in which several insertion bars are installed. The inner end of the insertion bar second is fixed to the pre-cast vertical reinforcement bars or rectangular stirrups inside the precast concrete column, and the outer end of the insertion bar second passes through the insertion bar locking holes of the rear or side I-beam plates. The insertion bar second installation holes, insertion bar locking holes, and insertion bars are one-to-one correspondences. The outer end of the insertion bar second is fitted with a nut and secured by threaded engagement; the gap between the insertion bar second and the insertion bar second installation hole is filled with cement mortar or sealant.

[0012] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, the preferred solution is that the front end face of the precast concrete column is provided with several installation holes for the first implanted rebar, with each first implanted rebar corresponding to one of the installation holes, and the first implanted rebar is installed in the installation hole. The inner end of the first implanted rebar is fixed to the precast concrete column's precast vertical reinforcement or rectangular stirrup, and the gap between the first implanted rebar and the installation hole is filled with cement mortar or sealant.

[0013] To facilitate on-site construction, the preferred solution is to have several operating openings on the outer perimeter of the side I-beam plate, with plugs installed by threaded connection. The operating openings are used for pouring raw materials for sand and gravel concrete, tightening the nuts at the outer ends of the reinforcing bars, connecting the transverse connecting bars and the longitudinal connecting bars, and connecting the longitudinal connecting bars and the post-cast vertical bars.

[0014] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, the preferred solution is that the front-end outer shell panel includes side panels and an outer shell panel. One end of the side panel is sealed and connected to the outer perimeter of the side I-beam plate, and the other end is flat and sealed and connected to the outer shell panel. Several side baffles are vertically fixedly connected to the back of the side panel, and the side baffles are spaced apart vertically. Multiple side baffles are also spaced apart vertically on the outer shell panel. A Π-shaped limiting plate is fixedly connected to the back edge of each outer shell panel. Each Π-shaped limiting plate consists of a vertical limiting plate and two horizontal limiting plates. The horizontal limiting plate is vertically connected to the upper and lower ends of the vertical limiting plate, and is composed of a side baffle and two horizontal limiting plates spaced vertically to form a semi-circular retaining ring; the vertical limiting plates of the Π-shaped limiting plates in the two front limiting devices are tightly attached together, and the vertical limiting plates of the Π-shaped limiting plates are provided with fastening steel bar holes. The horizontal fastening steel bars are inserted through the fastening steel bar holes, and the horizontal fastening steel bars are provided with external threads and fitted with nuts. The nuts are located on the side of the two vertical limiting plates that are tightly attached together that is far away from each other, so as to fasten the two Π-shaped limiting plates together.

[0015] To facilitate on-site construction, the preferred solution is to have an operating opening two in the center of the outer shell plate and to install a plug two through a threaded connection. The operating opening two is used for pouring the raw materials for sand and gravel concrete, tightening the nuts on the transverse fastening steel bars, connecting the first embedded reinforcement bar with the transverse fastening steel bars, and connecting the transverse fastening steel bars with the post-cast vertical reinforcement bars.

[0016] Based on the prefabricated beam-column anchorage connection structure described above, this invention also provides an anchorage construction method for prefabricated beam-columns, comprising the following steps: Step S1, Pre-treatment of prefabricated beams and columns: Temporary supports are erected around the prefabricated beams and columns, and the precast concrete beams of the prefabricated beams and columns are temporarily supported; the outer walls of the precast concrete columns are roughened; if there are plaster layers, damaged areas or cracks on the outer walls of the precast concrete columns, they are removed accordingly. Step S2, Installation of implanted tendons: The inner end of the first implanted bar is fixed to the front end of the precast concrete column; if the second implanted bar is designed, the inner end of the second implanted bar is also fixed to the precast concrete column. Step S3: Install the rear I-beam plate, side I-beam plates, post-cast vertical reinforcement, front steel plate limiting components, transverse fastening reinforcement and sleeves. Step S4, pouring of sand and gravel concrete: The concrete pouring material is poured into the rectangular sleeve; after the concrete has cured, the temporary support is removed, thus completing the installation of the prefabricated beam-column anchorage connection structure. Step S5, Adjustment of the precast concrete beam: When it is necessary to adjust the assembly position of the precast concrete beam, first use a crane to tie the precast concrete beam; then remove the locking nuts and high-strength bolts at both ends of the precast concrete beam. If there is a lateral gap at the connection between the precast concrete beam and the precast concrete column, and the end of the precast concrete beam can be removed from the annular retaining ring of the front steel plate limiting component, then the precast concrete beam is hoisted and its first end is pressed tightly against the precast concrete column, and its second end is removed from the annular retaining ring of the front steel plate limiting component; then the precast concrete beam is hoisted as a whole to another assembly position, and the precast concrete beam is installed and fixed using high-strength bolts and locking nuts; If there is no lateral gap at the connection between the precast concrete beam and the precast concrete column, or if the lateral gap is insufficient to allow the end of the precast concrete beam to exit directly from the annular retaining ring of the front steel plate limiting component, then one end of the precast concrete beam is cut, while the other end remains stationary, so that the precast concrete beam has hoisting space along its length. Then, the precast concrete beam is hoisted as a whole to another assembly position, ensuring that the precast concrete beam has a pre-set gap at both ends of the connection with the precast concrete column. Finally, the precast concrete beam is installed and fixed using high-strength bolts and locking nuts.

[0017] The beneficial effects of this invention are: (1) The prefabricated beam-column anchorage connection structure of the present invention forms a rectangular sleeve by means of the rear end H-beam plate, the side H-beam plate and the front end steel plate limiting component, and forms a three-dimensional reinforcement system with the post-cast vertical reinforcement and the transverse fastening reinforcement, which greatly enhances the overall bearing capacity of the precast concrete column; combined with the sand and gravel concrete pouring, the steel components are tightly integrated with the precast concrete column, the stress at the beam-column connection is dispersed, the column damage caused by the uneven force of the single beam is avoided, and the safety hazards under extreme conditions such as earthquakes are reduced.

[0018] (2) The prefabricated beam-column anchoring connection structure of the present invention forms multiple annular retaining rings through the front steel plate limiting component. The precast concrete beam can be flexibly adjusted in installation position by disassembling high-strength bolts without breaking the reinforcement node. The sleeve cooperates with the bolt mounting hole of the rear plate, which not only protects the bolt through hole of the column, but also provides a channel for bolt operation, solving the drawbacks of the traditional reinforcement method of solidifying the node and being unable to adjust, while avoiding material waste in the adjustment process.

[0019] (3) The prefabricated beam-column anchorage connection structure described in this invention is compact and can form a composite anchorage connection structure through steel components and post-cast concrete, which significantly improves the structural strength and stability of the beam-column joint; it can retain the adjustment function of the precast concrete beam and take into account both reinforcement and flexibility.

[0020] (4) The anchoring construction method described in this invention is convenient, efficient and adaptable. The inner baffle of the irregular I-beam plate body is close to the outer wall of the column, and the outer plate provides sufficient operating space to adapt to precast concrete beams and columns of different specifications. The pretreatment step can repair the damaged and cracked parts of the precast concrete column, further improving the connection reliability. The operation is simple, convenient and quick, safe and reliable. Attached Figure Description

[0021] Figure 1 : A structural schematic diagram of prefabricated beams and columns in existing technology; Figure 2 : A schematic diagram of the cross-sectional structure of the prefabricated beam-column anchorage connection structure of the present invention; Figure 3 : Figure 2 Sectional view along the AA direction; Figure 4 : Figure 2 Enlarged view of the structure at point B in the middle; Figure 5 : Figure 2 Enlarged view of the structure at point C; Figure 6 : A three-dimensional structural diagram of the rear I-beam plate of the present invention; Figure 7 : A three-dimensional structural diagram of the side I-beam steel plate of the present invention; Figure 8 : A three-dimensional structural diagram of the front steel plate limiting component of the present invention; Figure 9 : Top view of the front steel plate limiting component of the present invention.

[0022] The components in the diagram are labeled as follows: precast concrete column 100, bolt through hole 101, precast vertical reinforcement 102, rectangular stirrup 103, second embedded reinforcement installation hole 104, precast concrete beam 200, high-strength bolt 201, locking nut 202; rear I-beam 1, special-shaped I-beam body 11, outer plate 111, inner baffle 112, mid-position connecting plate 113, embedded reinforcement locking hole 114, connecting reinforcement installation hole 115, second embedded reinforcement 12, transverse connecting reinforcement 13, rear plate bolt installation hole 14, sleeve 15, side I-beam 2, longitudinal connecting reinforcement 21, operating opening 1 22, post-cast vertical reinforcement 3, front steel plate limiting component 4, side plate 41, longitudinal connecting reinforcement locking hole 411, side baffle 42, Π-shaped limiting plate 43, outer shell plate 44, second operating opening 2 441, transverse fastening reinforcement 5, first embedded reinforcement 6. Detailed Implementation

[0023] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0024] See Figure 1 and Figure 2 The main beam-column structure of this invention is the same as that of the prior art, both including precast concrete columns 100 and precast concrete beams 200. The front and rear faces of the precast concrete columns 100 are provided with several interconnected bolt through holes 101. The front face of the precast concrete beams 200 has several threaded sleeves pre-embedded. Several high-strength bolts 201 are respectively inserted into the bolt through holes 101. The front ends of the high-strength bolts 201 are inserted into the threaded sleeves on the front face of the precast concrete beams 200 through threaded engagement, while the rear ends protrude from the rear face of the precast concrete columns 100 and are fixed and locked by locking nuts 202. Multiple sets of bolt through holes 101 are provided to allow the precast concrete beams 200 to be installed at different heights. The term "high-strength bolt" is a common term in the art; bolts made of high-strength steel or requiring a large preload can be called high-strength bolts. The performance grade of these bolts is typically 8.8 or higher. The front end face of the precast concrete column 100 refers to the outer wall of the precast concrete column 100 facing the precast concrete beam 200; the rear end face of the precast concrete column 100 refers to the outer wall of the precast concrete column 100 away from the precast concrete beam 200; and the front end face of the precast concrete beam 200 refers to the end face of the precast concrete beam 200 facing the front end face of the precast concrete column 100.

[0025] Further reading Figures 3 to 9Based on the aforementioned main beam and column structure, this invention further includes a rear-end H-beam plate 1, side H-beam plates 2, post-cast vertical reinforcement bars 3, and a front-end steel plate limiting assembly 4. The front-end steel plate limiting assembly 4 is installed at the front end face of the precast concrete column 100 and consists of two symmetrical front-end limiting devices. The two front-end limiting devices are fastened together by several transverse fastening steel bars 5. Several embedded reinforcement bars 6 are fixed on the transverse fastening steel bars 5, and the inner ends of the embedded reinforcement bars 6 are all embedded into the front end face of the precast concrete column 100. The front-end limiting device includes a front-end outer shell panel and a semi-circular retaining ring, with the semi-circular retaining ring fixedly connected to the front-end outer shell panel. The back side; the rear I-beam plate 1 is installed on the rear end face of the precast concrete column 100, and two side I-beam plates 2 are provided and installed on the left and right end faces of the precast concrete column 100 respectively; both the rear I-beam plate 1 and the side I-beam plate 2 include a special-shaped I-beam plate body 11 composed of an outer plate 111, an inner baffle 112 and a middle connecting plate 113. The inner baffle 112 is tightly attached to the outer wall of the precast concrete column 100 and its width is smaller than that of the outer plate 111. One side of the middle connecting plate 113 is fixed to the center of the outer plate 111 and the other side is fixed to the center of the inner baffle 112; the outer plate 111 of the side I-beam plate 2 The outer plate 111 of the rear I-beam 1 and the front outer shell panel form a rectangular sleeve fitted onto the outside of the precast concrete column 100; the semi-annular retaining rings of the two front limiting devices combine to form an annular retaining ring, the position of which matches the position of the bolt through hole 101, with part of the annular retaining ring fitted onto the front outer side of the precast concrete beam 200; one end of the annular retaining ring is sealed to the front outer shell panel, and the other end is sealed to the front face of the precast concrete column 100; the rear I-beam 1 is provided with several rear plate bolt mounting holes 14, and each rear plate bolt mounting hole 14 is fitted with a sleeve 15, and the sleeve... The sleeve 15 is fitted one-to-one with the bolt through hole 101 on the rear end face of the precast concrete column 100. The front end of the sleeve 15 is sealed to the rear end face of the precast concrete column 100. The rear end of the sleeve 15 passes through the outer plate 111 of the rear I-beam plate 1. At least four post-cast vertical bars 3 are arranged in a rectangular array on the inner side of the rectangular sleeve. The two ends of the transverse fastening steel bars 5 are respectively fixed on the two post-cast vertical bars 3. Sand and gravel concrete is poured in the space between the outer wall of the precast concrete column 100 and the inner side of the rectangular sleeve. The post-cast vertical bars 3, transverse fastening steel bars 5 and embedded bars 6 are all embedded in the sand and gravel concrete.

[0026] The irregular-shaped I-beam body 11 refers to a type of I-beam with two flanges of different widths compared to a standard I-beam. Specifically, the width of the inner baffle 112 is smaller than that of the outer baffle 111. The space between the outer wall of the precast concrete column 100 and the inner side of the rectangular sleeve is used for pouring sand and gravel concrete. Therefore, a certain distance should be designed between the inner wall of the rectangular sleeve and the outer wall of the precast concrete column 100 according to construction and reinforcement requirements. The annular retaining ring mainly serves to isolate the sand and gravel concrete from the precast concrete beam 200. The precast concrete beam 200 is coaxially inserted into the annular retaining ring. Generally, a clearance fit is sufficient between the annular retaining ring and the precast concrete beam 200. In a preferred embodiment, the bottom of the annular retaining ring is in contact with the bottom surface of the precast concrete beam 200, while a certain gap can be reserved between the annular retaining ring and the other three sides of the precast concrete beam 200. The front-end steel plate limiting component 4, the transverse fastening steel bar 5, and the embedded bar 6 provide support for the precast concrete beam 200 and significantly improve the structural strength of the beam-column joint. This also avoids obstruction of the bolt through-holes 101, facilitating the position adjustment of the precast concrete beam 200. The sleeve 15 mates with the bolt mounting holes 14 on the rear end plate, with the front end of the sleeve 15 correspondingly fitted onto the outside of the bolt through-holes 101 on the rear end face of the precast concrete column 100. The front end of the sleeve 15 provides a sealed connection to the rear end face of the precast concrete column 100, protecting the bolt through-holes 101 and preventing obstruction by later pouring of sand and gravel concrete. It also provides a channel for the operation of the high-strength bolts 201 and locking nuts 202, solving the drawbacks of traditional reinforcement methods that solidify the joint and prevent adjustment, while also avoiding material waste during the adjustment process.

[0027] This invention utilizes a rectangular sleeve formed by a rear-end H-beam 1, side H-beams 2, and a front-end steel plate limiting component 4. The two ends of a central connecting plate 113 are respectively fixed to the center of the outer outer plate 111 and the center of the inner baffle 112, serving as a connection and force transfer mechanism, significantly enhancing the overall load-bearing capacity of the precast concrete column 100. Combined with the pouring of aggregate concrete, the steel components are tightly integrated with the precast concrete column 100, dispersing stress at the beam-column connection, preventing column damage caused by uneven force on a single beam, and reducing safety hazards in extreme situations such as earthquakes. This invention features a compact structure, forming a composite anchoring connection structure between the steel components and the subsequently poured aggregate concrete, significantly improving the structural strength and stability of the beam-column joint; it retains the adjustability of the precast concrete beam 200 while balancing reinforcement and flexibility.

[0028] The rear I-beam 1, the side I-beam 2, and the front steel plate limiting component 4 can form a closed rectangular sleeve structure, and the rectangular sleeve has a reserved hole for setting an annular retaining ring. In a preferred embodiment shown in the attached figure, the rear side of the outer plate 111 of the side I-beam 2 is in contact with the inner side of the outer plate 111 of the rear I-beam 1, and the front side of the outer plate 111 of the side I-beam 2 is in contact with the back of the front outer shell panel.

[0029] To facilitate on-site construction and effectively ensure the overall performance of the connection nodes, one preferred embodiment is that the width of the inner baffle 112 is no greater than half the width of the outer plate 111; this facilitates the arrangement of the sleeve 15 and provides sufficient space for the subsequent pouring of aggregate concrete. In this preferred embodiment, the bolt mounting holes 14 of the rear end plate can be designed only on the outer plate 111 of the rear I-beam 1.

[0030] To facilitate on-site assembly and effectively ensure the reliability of the connection structure, in some preferred embodiments, the sleeve 15 is fixedly connected to the bolt mounting hole 14 of the rear end plate by a threaded connection. In some alternative embodiments, the sleeve 15 can also be fixed by an interference fit, or it can be fixed by welding. In addition, to effectively ensure the sealing effect, the inner end of the sleeve 15 can also be squeezed and sealed to the rear end face of the precast concrete column 100 through a rubber layer.

[0031] To facilitate on-site construction and effectively prevent beam-column joint solidification due to concrete grout leakage, in some preferred embodiments, the annular retaining ring and the outer wall of the precast concrete column 100 are connected by a rubber layer for compression sealing. It is understood that in some alternative embodiments, the rubber layer may be replaced by other sealing materials.

[0032] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, in some preferred embodiments, the middle connecting plate 113 of the rear I-beam 1 and the middle connecting plate 113 of the side I-beam 2 are each provided with several connecting bar installation holes 115. Transverse connecting bars 13 are installed in the several connecting bar installation holes 115 of the rear I-beam 1, and longitudinal connecting bars 21 are installed in the several connecting bar installation holes 115 of the side I-beam 2. The two ends of the transverse connecting bars 13 are respectively connected to one end of the longitudinal connecting bars 21 of the two side I-beam 2 to form a Π-shaped structural bar. The other end of the longitudinal connecting bars 21 passes through the front outer shell panel and is secured with nuts (i.e., the front outer shell panel has longitudinal connecting bar locking holes 411 for the longitudinal connecting bars 21 to pass through). The Π-shaped structural bars are fixed to the post-cast vertical bars 3 and are all embedded in the sand and gravel concrete. "Π-shaped structural bar" refers to the transverse connecting bars 13 being perpendicularly connected to the longitudinal connecting bars 21 at both ends. More specifically, the transverse connecting steel bars 13 and the longitudinal connecting steel bars 21 can be fixed by welding or binding. In some alternative embodiments, the post-cast vertical reinforcement bars 3 can also be fixed in other ways, such as by using post-cast stirrups. At least four post-cast vertical reinforcement bars 3 are arranged in a rectangular array inside the rectangular sleeve and are fixed together with the transverse connecting steel bars 13 and the longitudinal connecting steel bars 21 to form a three-dimensional steel reinforcement skeleton, which can significantly improve the load-bearing capacity and seismic performance of the joint area.

[0033] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, in some preferred embodiments, a number of precast concrete column 100 is pre-embedded with precast vertical reinforcement bars 102, and rectangular stirrups 103 are sleeved on the outside of the precast vertical reinforcement bars 102; the inner baffle 112 of the rear I-beam plate 1 and the inner baffle 112 of the side I-beam plate 2 are both provided with a number of embedded reinforcement locking holes 114, and a number of embedded reinforcement second installation holes 104 are provided on the rear end face and the left and right side end faces of the precast concrete column 100, and a number of embedded reinforcement second installation holes 104 are installed in the embedded reinforcement second installation holes 104. One implanted reinforcing bar 12, the inner end of which is fixed to the front-cast reinforcing bar 102 or rectangular stirrup 103 inside the precast concrete column 100, and the outer end of the implanted reinforcing bar 12 passes through the implanted reinforcing bar locking hole 114 of the rear I-beam plate 1 or the side I-beam plate 2. The implanted reinforcing bar mounting hole 104, the implanted reinforcing bar locking hole 114 and the implanted reinforcing bar 12 are in one-to-one correspondence. The outer end of the implanted reinforcing bar 12 is fitted with a nut and is fastened by threaded engagement. The gap between the implanted reinforcing bar 12 and the implanted reinforcing bar mounting hole 104 is filled with cement mortar or sealant.

[0034] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, in some preferred embodiments, a plurality of insertion bar installation holes are provided on the front end face of the precast concrete column 100, with each insertion bar 6 corresponding to one of the insertion bar installation holes, and the insertion bar 6 is installed in the insertion bar installation hole. The inner end of the insertion bar 6 is fixed to the precast concrete column 100 internally cast vertical reinforcement 102 or rectangular stirrup 103, and the gap between the insertion bar 6 and the insertion bar installation hole is filled with cement mortar or sealant.

[0035] It is understood that, in some alternative embodiments, the inner end of the first implanted rib 6 only needs to be fixed inside the precast concrete column 100. Similarly, in some alternative embodiments, the inner end of the second implanted rib 12 also only needs to be fixed inside the precast concrete column 100.

[0036] To facilitate on-site construction, in some preferred embodiments, the outer plate 111 of the side I-beam plate 2 is provided with several operating openings 22 and plugs are installed by threaded connection. The operating openings 22 are used for pouring raw materials for sand and gravel concrete, tightening the outer end nuts of the reinforcing bars 12, fixing the transverse connecting bars 13 and the longitudinal connecting bars 21, and fixing the longitudinal connecting bars 21 and the post-cast vertical bars 3.

[0037] To facilitate on-site construction and further enhance the reinforcement effect of beam-column connection nodes, in some preferred embodiments, the front-end outer shell panel includes a side plate 41 and an outer shell plate 44. One end of the side plate 41 is sealed and connected to the outer perimeter plate 111 of the side I-beam 2, and the other end is flat and sealed and connected to the outer shell plate 44. Several side baffles 42 are vertically fixedly connected to the back of the side plate 41, and the side baffles 42 are arranged at intervals along the vertical direction. Multiple outer shell plates 44 are arranged at intervals along the vertical direction. A Π-shaped limiting plate 43 is fixedly connected to the back edge of each outer shell plate 44. Each Π-shaped limiting plate 43 consists of a vertical limiting plate and a... The device consists of two transverse limiting plates, which are vertically connected to the upper and lower ends of the vertical limiting plate. A semi-circular retaining ring is formed by the side baffle 42 and the two vertically spaced transverse limiting plates. The vertical limiting plates of the Π-shaped limiting plates 43 in the two front-end limiting devices are tightly abutted together. The vertical limiting plates of the Π-shaped limiting plates 43 have fastening steel bar holes, and transverse fastening steel bars 5 are inserted through these holes. The transverse fastening steel bars 5 have external threads and are fitted with nuts. The nuts are located on the side of the two tightly abutted vertical limiting plates furthest from each other, for fastening the two Π-shaped limiting plates 43 together. More specifically, for the same front-end limiting device, the side plate 41 and the outer shell plate 44 can generally be designed as an integral structure, or they can be fixed together by welding. The side baffle 42 and the Π-shaped limiting plate 43 can generally be fixed in their designed positions by welding. In a preferred embodiment, the dimension of the side baffle 42 in the length direction of the precast concrete beam 200 is larger than that of the Π-shaped limiting plate 43 in the length direction of the precast concrete beam 200. A compression-sealed connection structure is formed between the side baffle 42 and the left and right end faces of the precast concrete column 100, respectively, and a compression-sealed connection structure is formed between the Π-shaped limiting plate 43 and the front end face of the precast concrete column 100. The longitudinal connecting rib locking hole 411 is generally designed on the side plate 41.

[0038] To facilitate on-site construction, in some preferred embodiments, an operating opening 441 is provided in the center of the outer shell plate 44, and a plug is installed in the form of a threaded connection. The operating opening 441 is used for pouring the raw materials for sand and gravel concrete, tightening the nuts on the transverse fastening steel bar 5, connecting the inserted steel bar 6 with the transverse fastening steel bar 5, and connecting the transverse fastening steel bar 5 with the post-cast vertical reinforcement bar 3.

[0039] In some alternative embodiments, the operation opening 1 22 and operation opening 2 441 may not be provided. Depending on the installation sequence of the rear I-beam 1, the side I-beam 2, the post-cast vertical reinforcement 3, the front steel plate limiting component 4, and the transverse fastening reinforcement 5, the operation opening and the corresponding plug may be provided in other suitable positions.

[0040] In summary, the prefabricated beam-column anchorage connection structure of the present invention forms a rectangular sleeve through the rear I-beam 1, the side I-beam 2, and the front steel plate limiting component 4. This, combined with the post-cast vertical reinforcement 3 and the transverse connecting reinforcement 13, forms a three-dimensional reinforcement system, significantly enhancing the overall load-bearing capacity of the precast concrete column 100. The first and second embedded reinforcement bars 6 and 12 are respectively fixed to the pre-cast vertical reinforcement 102 and rectangular stirrup 103 inside the precast concrete column 100. Combined with the pouring of aggregate concrete, this ensures a tight bond between the steel components and the precast concrete column 100, dispersing the stress at the beam-column connection, preventing column damage caused by uneven force on a single beam, and reducing safety hazards in extreme situations such as earthquakes. Multiple annular retaining rings (i.e., the installation area of ​​the precast concrete beam 200) are formed by the front steel plate limiting component 4. The precast concrete beam 200 can be flexibly adjusted in installation position by removing the high-strength bolts 201 without breaking down the reinforcement nodes. The sleeve 15 mates with the bolt mounting hole 101 on the rear end plate, protecting the bolt through hole 101 of the precast concrete column 100 while providing a channel for bolt operation. This solves the drawbacks of traditional reinforcement methods, such as the inability to fix and adjust the joint, and avoids material waste during adjustment. By setting a rubber layer for compression sealing at the end of the annular retaining ring, moisture and impurities from the pouring materials during the sand and gravel concrete pouring process are effectively prevented from seeping into the installation area of ​​the precast concrete beam 200, thus affecting the disassembly and adjustment of the precast concrete beam 200. The steel component and the post-poured concrete form a composite protective structure, extending the service life of the beam-column connection joint and reducing later maintenance costs.

[0041] The prefabricated beam-column anchorage connection structure of the present invention is compact and can form a composite anchorage connection structure through steel components and post-cast sand and gravel concrete, which significantly improves the structural strength and stability of the beam-column joint; it can retain the adjustment function of the precast concrete beam 200 and take into account both reinforcement and flexibility.

[0042] Based on the prefabricated beam-column anchorage connection structure described above, this invention also provides an anchorage construction method for prefabricated beam-columns, comprising the following steps: Step S1, Pre-treatment of prefabricated beams and columns: Temporary supports are erected around the prefabricated beams and columns, and temporary supports are provided for the precast concrete crossbeams 200 to prevent displacement or fall during construction and ensure construction safety. The outer wall of the precast concrete column 100 is roughened. If there are plaster layers, damaged areas, or cracks on the outer wall of the precast concrete column 100, they are removed accordingly. Plaster layers typically refer to adhering substances such as lime, plaster, and paint. A more specific construction method is to first remove all plaster layers, then use sandpaper or a grinder to roughen the surface, enhancing the adhesion between the subsequent aggregate concrete and the outer wall of the precast concrete column 100. Finally, the surface of the precast concrete column 100 is inspected. If there are damaged areas or cracks, the damaged areas must be chiseled open until no obvious cracks are observed. Then, based on the actual situation, it is determined whether to repair the chiseled areas with cement mortar in advance or to repair the chiseled areas through the subsequent overall pouring of aggregate concrete, thereby restoring the structural integrity of the column.

[0043] Step S2, Installation of implanted tendons: The inner end of the first implanted rebar 6 is fixed to the front end face of the precast concrete column 100; if the second implanted rebar 12 is designed, the inner end of the second implanted rebar 12 is also fixed to the precast concrete column 100. The implanted rebar preferably includes both the first implanted rebar 6 and the second implanted rebar 12. In the preferred embodiment of the first implanted rebar 6 and the second implanted rebar 12 described above, the specific installation method is as follows: the installation position and quantity of the implanted rebars on the outer wall of the precast concrete column 100 are planned and designed, and according to the drawings, several first implanted rebar installation holes are drilled one by one on the front end face of the precast concrete column 100, and several second implanted rebar installation holes 104 are drilled one by one on the rear end face and the left and right side end faces of the precast concrete column 100. The first implanted rebar installation holes and the second implanted rebar installation holes 104 are made to extend into the precast concrete column 100 into the precast concrete column 100 into the cast-in-place rebar 102 or rectangular stirrup 103. The first step is to provide a reliable foundation for the implanted reinforcement. Then, several prepared implanted reinforcements 1-6 and 2-12 are placed in the corresponding installation holes 104 of implanted reinforcement 1 and 2-1, respectively. The inner ends of implanted reinforcement 1-6 and 2-12 are fixed to the precast concrete column 100's precast reinforcement 102 or rectangular stirrup 103 by welding, binding, or adding hooks. The gaps between implanted reinforcement 1-6 and implanted reinforcement 1 installation hole, and between implanted reinforcement 2-12 and implanted reinforcement 2 installation hole 104 are filled with cement mortar or sealant to seal and fix the reinforcements to the precast concrete column 100, ensuring the stability of the reinforcements.

[0044] Step S3: Install the rear I-beam plate 1, the side I-beam plate 2, the post-cast vertical reinforcement 3, the front steel plate limiting component 4, the transverse fastening reinforcement 5, and the sleeve 15.

[0045] In the preferred embodiment of the arrangement of the rear I-beam 1, the side I-beam 2, the post-cast vertical reinforcement 3, the front steel plate limiting component 4, the transverse fastening reinforcement 5, and the sleeve 15 described above, the specific installation method preferably includes the following steps: Step S31, Installation of the rear I-beam plate 1: Place the rear I-beam plate 1 at the rear end face of the precast concrete column 100, so that the outer ends of the second implanted reinforcement 12 pass through the implanted reinforcement locking holes 114 of the inner baffle 112 of the rear I-beam plate 1. Then, install the nuts on the outer ends of the second implanted reinforcement 12 through the gaps on both sides of the rear I-beam plate 1 or the bolt mounting holes 14 of the rear end plate and tighten them so that the inner baffle 112 is in close contact with the rear end face of the precast concrete column 100. Several transverse connecting steel bars 13 are inserted one by one into several connecting bar installation holes 115 in the middle connecting plate 113 of the rear I-beam plate 1, and the position of the transverse connecting steel bars 13 is adjusted to make them horizontally distributed. Install multiple post-cast vertical bars 3 so that the post-cast vertical bars 3 are perpendicular to and closely attached to several transverse connecting bars 13, and fix the post-cast vertical bars 3 to the transverse connecting bars 13 by welding or binding to form a longitudinal stress-bearing skeleton. Finally, several sleeves 15 are screwed one by one into the bolt mounting holes 14 of the rear end plate of the rear I-beam 1, until the front end of the sleeve 15 is fitted onto the outside of the bolt through hole 101 on the rear end face of the precast concrete column 100 and pressed in place. If unthreaded sleeves are used, the sleeves 15 can be directly inserted into the bolt mounting holes 14 of the rear end plate and then welded to the rear I-beam 1 to ensure the stable position of the sleeves 15.

[0046] Step S32, Installation of side I-beam plate 2: One of the side I-beam plates 2 is placed on one side end face of the precast concrete column 100, so that the outer ends of the second implanted rib 12 on its side end face pass through the implanted rib locking holes 114 of the inner baffle 112 of the side I-beam plate 2. Then, the nuts are installed on the outer ends of the second implanted rib 12 through the gap on one side of the side I-beam plate 2 or the operating opening 22 and tightened, so that the inner baffle 112 of the side I-beam plate 2 is in close contact with the side end face of the precast concrete column 100, and the outer plate 111 of the side I-beam plate 2 is pressed and connected to the outer plate 111 of the rear I-beam plate 1. Several longitudinal connecting steel bars 21 are inserted one by one into several connecting bar installation holes 115 in the middle connecting plate 113 of the side I-beam plate 2; then several post-cast vertical bars 3 are installed, so that the post-cast vertical bars 3 are perpendicular to and close to the several longitudinal connecting steel bars 21, and the post-cast vertical bars 3 are fixed to the longitudinal connecting steel bars 21 by welding or binding; finally, one end of the longitudinal connecting steel bar 21 is fixed to the end of the transverse connecting steel bar 13 by welding or binding to form a Π-shaped structural bar. Similarly, place the other side of the I-beam plate 2 on the other end face of the precast concrete column 100 and fix it in place.

[0047] Step S33, Installation of the front steel plate limiting component 4: Two front-end limiting devices corresponding to the front-end steel plate limiting assembly 4 are brought together from both sides of the precast concrete beam 200 and engaged on the precast concrete beam 200, so that the precast concrete beam 200 is placed in one of the annular retaining rings formed by the two side baffles 42 and the four upper and lower Π-shaped limiting plates 43 of the front-end steel plate limiting assembly 4; then, the transverse fastening steel bars 5 are inserted through the fastening steel bar holes of the Π-shaped limiting plates 43 of the two front-end limiting devices, and the two front-end limiting devices are fastened together on both sides by nuts (the nuts are located on the side of the two vertical limiting plates that are close to each other), so as to realize the connection and fixation of the two front-end limiting devices. The front steel plate limiting component 4, which is sleeved on the precast concrete beam 200, is moved forward so that the locking holes 411 of the longitudinal connecting bars on the side plate 41 of the front limiting device are respectively sleeved on the longitudinal connecting bars 21 of the side I-beam steel plate 2 and tightened with nuts. The rubber layer of the annular retaining ring is squeezed and sealed with the outer wall of the precast concrete column 100 to prevent grout leakage. Finally, through the operation opening 441 set in the center of the outer shell plate 44 of the front limiting device, the implanted reinforcing bar 6 and the transverse fastening reinforcing bar 5, and the transverse fastening reinforcing bar 5 and the post-cast vertical reinforcing bar 3 are fixedly connected by welding or binding, thereby completing the full connection between the front end structural components such as the front end steel plate limiting component 4 and the precast concrete column 100 and the post-cast vertical reinforcing bar 3.

[0048] Step S4, pouring of sand and gravel concrete: The raw materials for pouring sand and gravel concrete are poured into the rectangular sleeve; after the sand and gravel concrete has cured, the temporary support is removed, thus completing the installation of the prefabricated beam-column anchorage connection structure.

[0049] In a preferred embodiment, the specific construction method is as follows: Sand and gravel concrete pouring material is injected into the rectangular sleeve formed by the two side I-beams 2, the rear I-beam 1, and the front steel plate limiting component 4 through the operating opening 22 of the side I-beam 2 and the operating opening 441 of the front steel plate limiting component 4. During the pouring process, a vibrator can be used for slight compaction to ensure the sand and gravel concrete is densely filled and to avoid voids or air bubbles. When the sand and gravel concrete is poured to a certain position of operating opening 22, a plug is promptly installed on operating opening 22; when the sand and gravel concrete is poured to a certain position of operating opening 441, a plug is promptly installed on operating opening 441; then, the sand and gravel concrete pouring material continues to be injected through the upper operating openings 22 and 441 until the sand and gravel concrete is poured to a suitable height, completing the sealing of all operating openings 22 and 441 to prevent the concrete moisture from evaporating too quickly and affecting its strength. Ultimately, the transverse connecting steel bars 13, longitudinal connecting steel bars 21, post-cast vertical steel bars 3, transverse fastening steel bars 5, embedded steel bars 6, and the rear I-beam plate 1 and the side I-beam plate 2 are all embedded in the sand and gravel concrete; after the sand and gravel concrete has cured, the temporary support is removed, thus completing the main installation of the prefabricated beam and column anchorage connection structure. Step S5, Adjustment of the precast concrete beam 200: When it is necessary to adjust the assembly position of the precast concrete beam 200, first use a crane to tie the precast concrete beam 200 to maintain its stability; then remove the locking nuts 202 and high-strength bolts 201 at both ends of the precast concrete beam 200.

[0050] It is understood that at one end of the precast concrete beam 200 with the above-mentioned prefabricated beam-column anchoring connection structure of the present invention, the locking nuts 202 at the end of the high-strength bolts 201 of the precast concrete column 100 can be completely loosened from the sleeve 15 of the rear I-beam 1 using a tool, and then the high-strength bolts 201 can be rotated out from the threaded sleeve embedded in the front end face of the precast concrete beam 200.

[0051] At the other end of the precast concrete beam 200, whether it adopts the same prefabricated beam-column anchorage connection structure as described above, or the original structure without anchorage connection (i.e., Figure 1 (For existing technologies), the above steps can be followed to unscrew the locking nut 202 and remove the high-strength bolt 201.

[0052] If a lateral gap is left at the connection between the precast concrete beam 200 and the precast concrete column 100, and the end of the precast concrete beam 200 can be removed from the annular retaining ring of the front steel plate limiting component 4, then the precast concrete beam 200 is hoisted and its first end is tightly attached to the precast concrete column 100, and its second end is removed from the annular retaining ring of the front steel plate limiting component 4. Since the depth of the annular retaining ring of the front steel plate limiting component 4 (corresponding to its axial direction) is not particularly large, and there is a certain gap between the upper end face of the precast concrete beam 200 and the top of the annular retaining ring, the precast concrete beam 200 can also be removed from the annular retaining ring of the front steel plate limiting component 4 at an angle. Then the precast concrete beam 200 is hoisted to another assembly position and the precast concrete beam 200 is installed and fixed using high-strength bolts 201 and locking nuts 202.

[0053] If there is no lateral gap at the connection between the precast concrete beam 200 and the precast concrete column 100, or if the lateral gap is insufficient to allow the end of the precast concrete beam 200 to exit directly from the annular retaining ring of the front steel plate limiting component 4, then one end of the precast concrete beam 200 is cut (preferably, one end of the precast concrete beam 200 with the above-mentioned prefabricated beam-column anchorage connection structure is cut), while the other end of the precast concrete beam 200 remains stationary (regardless of whether it adopts the above-mentioned prefabricated beam-column anchorage connection structure of the present invention or the original structure without anchorage connection, this end remains stationary), so that the precast concrete... The crossbeam 200 has a hoisting space along its length; then the precast concrete crossbeam 200 is hoisted as a whole to another assembly position, and a preset gap is maintained at both ends of the precast concrete crossbeam 200 and the connection with the precast concrete column 100 (during the specific hoisting, one end of the precast concrete crossbeam 200 can be inserted into the annular retaining ring of the front steel plate limiting component 4 at the preset position on the front end face of the precast concrete column 100, and is tightly attached to the precast concrete column 100; after the precast concrete crossbeam 200 is horizontal, it is moved back a little distance), and finally the precast concrete crossbeam 200 is installed and fixed using high-strength bolts 201 and locking nuts 202.

[0054] When there is no lateral gap or insufficient lateral gap at the connection between the precast concrete beam 200 and the precast concrete column 100, although a portion of one end of the precast concrete column 100 is cut off, the cut portion is not large, and one or both ends are ultimately placed on the sand and gravel concrete within the front steel plate limiting component 4 and locked in place by high-strength bolts 201 and locking nuts 202. Although the stability and connection strength at the connection between the precast concrete beam 200 and the precast concrete column 100 are slightly affected compared to before the cutting, the stability and connection strength are still far superior to those of the existing technology.

[0055] The anchoring construction method described in this invention is convenient, efficient, highly adaptable, and has a clear construction process. All components are connected by bolts, welding, or binding. The opening design of the side I-beam plate 2 and the outer shell plate 44 facilitates the installation of reinforcing bars, reinforcement connection, and concrete pouring. The inner baffle 112 of the irregular I-beam plate body 11 is tightly attached to the outer wall of the column, and the outer plate 111 provides sufficient operating space, adapting to precast concrete beams and columns of different specifications. Furthermore, the pretreatment steps can repair damaged areas and cracks in the precast concrete column 100, further improving connection reliability. The operation is simple, convenient, quick, safe, and reliable.

[0056] The prefabricated beam-column anchorage connection structure and anchorage construction method described in this invention can effectively improve the following: Figure 1 The existing prefabricated beam-column joints shown possess strength and stability, as well as the advantage of flexible adjustment, making them suitable for reinforcement construction and subsequent maintenance of prefabricated frame structures in civil buildings.

[0057] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. Therefore, the embodiments should be considered in all respects as exemplary and non-limiting, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, it is intended that all variations falling within the meaning and scope of equivalents of the claims be included within the present invention.

Claims

1. An anchorage connection structure for prefabricated beams and columns, comprising a precast concrete column (100) and a precast concrete beam (200), wherein the front and rear faces of the precast concrete column (100) are provided with a plurality of interconnected bolt through holes (101), the front face of the precast concrete beam (200) is pre-embedded with a plurality of threaded sleeves, and a plurality of high-strength bolts (201) are respectively installed through the bolt through holes (101), wherein the front end of the high-strength bolt (201) is inserted into the threaded sleeve of the front face of the precast concrete beam (200) by means of threaded engagement, and the rear end is exposed outside the rear face of the precast concrete column (100) and is fixed and locked by locking nuts (202), wherein multiple sets of bolt through holes (101) are provided so that the precast concrete beam (200) can be installed at different height positions, characterized in that, The precast concrete column (100) includes a rear I-beam plate (1), a side I-beam plate (2), post-cast vertical reinforcement (3), and a front steel plate limiting assembly (4). The front steel plate limiting assembly (4) is installed on the front end face of the precast concrete column (100) and consists of two symmetrical front limiting devices. The two front limiting devices are fastened together by several transverse fastening steel bars (5). Several implanted reinforcing bars (6) are fixed on the transverse fastening steel bars (5). The inner ends of the implanted reinforcing bars (6) are all implanted into the front end face of the precast concrete column (100). The front limiting device includes a front outer shell panel and a semi-circular retaining ring. The semi-circular retaining ring is fixedly connected to the back of the front outer shell panel. The rear I-beam plate (1) is installed on the precast concrete column (100). Two I-beams (2) are provided on the rear end face and the side face of the precast concrete column (100) and are respectively installed on the left and right ends of the precast concrete column (100); the rear end I-beam (1) and the side I-beam (2) both include a special-shaped I-beam body (11) composed of an outer plate (111), an inner baffle (112) and a middle connecting plate (113). The inner baffle (112) is tightly attached to the outer wall of the precast concrete column (100) and its width is smaller than that of the outer plate (111). One side of the middle connecting plate (113) is fixed to the center of the outer plate (111) and the other side is fixed to the center of the inner baffle (112); the outer plate (111) and the rear end I-beam (2) of the side I-beam (2) are respectively installed on the left and right ends of the precast concrete column (100); The outer plate (111) of the steel plate (1) and the front shell panel form a rectangular sleeve fitted on the outside of the precast concrete column (100); the semi-annular retaining rings of the two front limiting devices are combined to form an annular retaining ring, the position of the annular retaining ring matches the position of the bolt through hole (101), and part of the annular retaining ring is fitted on the front outer side of the precast concrete beam (200); one end of the annular retaining ring is sealed to the front shell panel, and the other end is sealed to the front face of the precast concrete column (100); a number of rear end plate bolt mounting holes (14) are provided on the rear end plate (1), and a sleeve (15) is installed in each of the rear end plate bolt mounting holes (14), and the front end of the sleeve (15) is... A corresponding bolt through hole (101) is sleeved on the outer side of the rear end face of the precast concrete column (100). The front end of the sleeve (15) is sealed to the rear end face of the precast concrete column (100). The rear end of the sleeve (15) passes through the outer plate (111) of the rear I-beam plate (1). At least four post-cast reinforcement bars (3) are arranged in a rectangular array on the inner side of the rectangular sleeve. The two ends of the transverse fastening reinforcement bars (5) are respectively fixed on the two post-cast reinforcement bars (3). Sand and gravel concrete is poured in the space between the outer wall of the precast concrete column (100) and the inner side of the rectangular sleeve. The post-cast reinforcement bars (3), transverse fastening reinforcement bars (5) and the first implanted reinforcement bar (6) are all embedded in the sand and gravel concrete.

2. The anchorage connection structure for prefabricated beams and columns according to claim 1, characterized in that, The width of the inner baffle (112) is not greater than half the width of the outer plate (111); the sleeve (15) is fixedly connected to the bolt mounting hole (14) of the rear end plate by means of thread engagement.

3. The anchorage connection structure for prefabricated beams and columns according to claim 1, characterized in that, The annular retaining ring is sealed to the outer wall of the precast concrete column (100) by compression through a rubber layer.

4. The anchorage connection structure for prefabricated beams and columns according to claim 1, characterized in that, The middle connecting plate (113) of the rear I-beam (1) and the middle connecting plate (113) of the side I-beam (2) are provided with several connecting bar installation holes (115). The several connecting bar installation holes (115) of the rear I-beam (1) are all equipped with transverse connecting bars (13). The several connecting bar installation holes (115) of the side I-beam (2) are all equipped with longitudinal connecting bars (21). The two ends of the transverse connecting bars (13) are respectively connected to one end of the longitudinal connecting bars (21) of the two side I-beams (2) to form a Π-shaped structural bar. The other end of the longitudinal connecting bars (21) passes through the front shell panel and is fastened with nuts. The Π-shaped structural bar is fixed with the post-cast vertical bar (3) and is embedded in the sand and gravel concrete.

5. The anchorage connection structure for prefabricated beams and columns according to claim 4, characterized in that, Several precast concrete columns (100) are pre-embedded with precast reinforcing bars (102), and rectangular stirrups (103) are sleeved on the outside of the precast reinforcing bars (102); several insertion bar locking holes (114) are provided in the inner baffle (112) of the rear I-beam plate (1) and the inner baffle (112) of the side I-beam plate (2); several insertion bar second installation holes (104) are provided on the rear end face and the left and right side end faces of the precast concrete column (100); several insertion bar second (12) are installed in the insertion bar second installation holes (104); the inner end of the insertion bar second (12) is... The precast reinforcing bars (102) or rectangular stirrups (103) are fixed inside the precast concrete column (100). The outer end of the second implanted bar (12) passes through the locking hole (114) of the implanted bar in the rear I-beam plate (1) or the side I-beam plate (2). The installation hole (104), the locking hole (114) and the second implanted bar (12) correspond one-to-one. The outer end of the second implanted bar (12) is fitted with a nut and fastened by threaded connection. The gap between the second implanted bar (12) and the installation hole (104) is filled with cement mortar or sealant.

6. The anchorage connection structure for prefabricated beams and columns according to claim 5, characterized in that, The precast concrete column (100) has several installation holes for the first implanted bar. The first implanted bar (6) corresponds to the first implanted bar installation hole, and the first implanted bar (6) is installed in the first implanted bar installation hole. The inner end of the first implanted bar (6) is fixed to the precast concrete column (100) and the precast concrete column (100) and the rectangular stirrup (103). The gap between the first implanted bar (6) and the first implanted bar installation hole is filled with cement mortar or sealant.

7. The anchorage connection structure for prefabricated beams and columns according to claim 5, characterized in that, The outer plate (111) of the side I-beam plate (2) is provided with several operation openings (22) and plugs are installed by threaded connection. The operation openings (22) are used for pouring raw materials for sand and gravel concrete, tightening the outer end nuts of the reinforcing bars (12), connecting the transverse connecting bars (13) and the longitudinal connecting bars (21), and connecting the longitudinal connecting bars (21) and the post-cast vertical bars (3).

8. The anchorage connection structure for prefabricated beams and columns according to claim 1, characterized in that, The front-end outer shell panel includes a side panel (41) and an outer shell panel (44). One side end of the side panel (41) is sealed to the outer perimeter plate (111) of the side I-beam plate (2), and the other side end is flatly sealed to the outer shell panel (44). Several side baffles (42) are vertically fixedly connected to the back of the side panel (41). The side baffles (42) are arranged at intervals along the vertical direction. Multiple outer shell panels (44) are arranged at intervals along the vertical direction. A Π-shaped limiting plate (43) is fixedly connected to the back edge of each outer shell panel (44). Each Π-shaped limiting plate (43) consists of a vertical limiting plate and two horizontal limiting plates. The upper and lower ends of the vertical limiting plate are vertically connected to the limiting plate. The side baffle (42) and two horizontal limiting plates spaced vertically together form a semi-circular retaining ring. The vertical limiting plates of the Π-shaped limiting plates (43) in the two front limiting devices are tightly attached together. The vertical limiting plates of the Π-shaped limiting plates (43) are provided with fastening steel bar holes. The horizontal fastening steel bars (5) are installed through the fastening steel bar holes. The horizontal fastening steel bars (5) are provided with external threads and are fitted with nuts. The nuts are located on the side of the two vertical limiting plates that are tightly attached together that is far away from each other, so as to fasten the two Π-shaped limiting plates (43).

9. The anchorage connection structure for prefabricated beams and columns according to claim 8, characterized in that, The outer shell plate (44) has an operation opening two (441) in the center and a plug two is installed by means of threaded connection. The operation opening two (441) is used for pouring raw materials for sand and gravel concrete, tightening nuts on transverse fastening steel bars (5), connecting the first embedded bar (6) with the transverse fastening steel bars (5), and connecting the transverse fastening steel bars (5) with the post-cast vertical bars (3).

10. An anchorage construction method for prefabricated beams and columns, characterized in that, The implementation of the prefabricated beam-column anchorage connection structure according to any one of claims 1 to 9 includes the following steps: Step S1, Pre-treatment of prefabricated beams and columns: Temporary supports are erected around the prefabricated beams and columns, and the precast concrete beams (200) of the prefabricated beams and columns are temporarily supported; the outer wall of the precast concrete column (100) is roughened; if there is a plaster layer, damage or cracks on the outer wall of the precast concrete column (100), they are removed accordingly. Step S2, Installation of implanted tendons: The inner end of the first implanted bar (6) is fixed to the front end face of the precast concrete column (100); if the second implanted bar (12) is designed, the inner end of the second implanted bar (12) is fixed to the precast concrete column (100). Step S3: Install the rear I-beam plate (1), the side I-beam plate (2), the post-cast vertical reinforcement (3), the front steel plate limiting component (4), the transverse fastening reinforcement (5), and the sleeve (15). Step S4, pouring of sand and gravel concrete: The concrete pouring material is poured into the rectangular sleeve; after the concrete has cured, the temporary support is removed, thus completing the installation of the prefabricated beam-column anchorage connection structure. Step S5, adjustment of the precast concrete beam (200): When it is necessary to adjust the assembly position of the precast concrete beam (200), first use a crane to tie the precast concrete beam (200); then remove the locking nuts (202) and high-strength bolts (201) at both ends of the precast concrete beam (200); If there is a lateral gap at the connection between the precast concrete beam (200) and the precast concrete column (100), and the end of the precast concrete beam (200) can be removed from the annular retaining ring of the front steel plate limiting component (4), then the precast concrete beam (200) is hoisted and its first end is tightly attached to the precast concrete column (100), and its second end is removed from the annular retaining ring of the front steel plate limiting component (4); then the precast concrete beam (200) is hoisted to another assembly position as a whole, and the precast concrete beam (200) is installed and fixed using high-strength bolts (201) and locking nuts (202); If there is no transverse gap at the connection between the precast concrete beam (200) and the precast concrete column (100) or the transverse gap is insufficient to allow the end of the precast concrete beam (200) to exit directly from the annular retaining ring of the front steel plate limiting component (4), then one end of the precast concrete beam (200) is cut off, and the other end of the precast concrete beam (200) remains stationary, so that the precast concrete beam (200) has a hoisting space in its length direction; then the precast concrete beam (200) is hoisted as a whole to another assembly position, and the precast concrete beam (200) is connected to the precast concrete column (100) at both ends with a preset gap, and finally the precast concrete beam (200) is installed and fixed using high-strength bolts (201) and locking nuts (202).

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