Prefabricated composite connection system of shear wall and construction method thereof

Abstract

The application discloses an assembled shear wall composite connecting system and a construction method thereof, which comprises oppositely arranged first and second prefabricated wallboards, a plurality of first annular flexible closure members are pre-buried at the end of the first prefabricated wallboard, a plurality of second annular flexible closure members are pre-buried at the end of the second prefabricated wallboard, the first annular flexible closure members and the second annular flexible closure members are arranged in a staggered manner along the height direction and form overlapping areas at the wallboard joint; a through member extending along the height direction of the wallboard, the through member passes through all the overlapping areas; a vertical grouting channel pre-buried in each prefabricated wallboard and used for realizing vertical steel bar connection between upper and lower prefabricated wallboards; the vertical grouting channel and the exposed ends of the first annular flexible closure members and / or the second annular flexible closure members are not overlapped in the horizontal projection along the height direction of the wallboard. The problems that vertical connection and horizontal connection interfere with each other in space and are difficult to realize independent construction in the prior art are solved.

Description

Technical Field

[0001] This invention relates to the field of shear wall technology, and in particular to a prefabricated shear wall composite connection system and its construction method. Background Technology

[0002] As a core direction of building industrialization, the performance reliability of fully prefabricated shear wall structures highly depends on the design and construction quality of the connection nodes between prefabricated wall panels. In practical engineering applications, wall panel connections must simultaneously address the force transfer issues in two key directions: the connection of vertical reinforcement between upper and lower wall panels to ensure structural integrity, and the connection of horizontal joints between adjacent wall panels on the same floor to maintain wall stability. Currently, the industry mainly uses grouting sleeves, corrugated pipe grouting, and large-diameter corrugated pipes for vertical reinforcement connections. However, these methods generally suffer from drawbacks such as extremely strict requirements for alignment accuracy, low tolerance for installation errors, limited construction efficiency, and complex on-site hoisting operations, leading to positioning deviations and installation failures during construction. Meanwhile, horizontal joint connection technologies often rely on wire rope loops, rebar laps, or joint grouting. However, in practical applications, challenges arise such as difficulty in aligning the connectors on both sides, low connection efficiency, uneven stress distribution at the joints, and susceptibility to human error in construction quality, making it difficult to guarantee uniform stress and long-term durability of the connection nodes. More significantly, existing technologies that simply superimpose vertical and horizontal connection methods on the same node area are prone to spatial conflicts with components such as corrugated pipes and wire rope sleeves. The horizontal connection construction process interferes with the static curing process of the vertical grouting material. Furthermore, the stress paths of the two types of nodes lack systematic and coordinated design, resulting in excessively high overall installation accuracy requirements and difficulty in adapting to construction needs in harsh environments such as high temperature, high humidity, and high salt spray. These problems not only increase construction difficulty and quality risks but also severely restrict the widespread application of prefabricated shear wall structures in complex engineering environments. Therefore, existing technologies urgently need improvement to address these issues. Summary of the Invention

[0003] To address the shortcomings of the existing technologies, this invention provides a prefabricated shear wall composite connection system and its construction method, which solves the problems in the existing technologies where vertical grouting connection and horizontal wire rope connection interfere with each other in space, and the construction procedures are mutually constrained, resulting in conflicts in node structures, high installation accuracy requirements, and difficulty in achieving independent construction.

[0004] This invention is achieved using the following technical solution: A prefabricated shear wall composite connection system includes: The first precast wall panel and the second precast wall panel are arranged opposite to each other. The end of the first precast wall panel is embedded with a plurality of first annular flexible closure members arranged at intervals along the height direction of the wall panel. The end of the second precast wall panel is embedded with a plurality of second annular flexible closure members arranged at intervals along the height direction of the wall panel. The first annular flexible closure members and the second annular flexible closure members are staggered along the height direction and form an overlapping area at the joint of the wall panel. A through-hole extending along the height of the wall panel passes through all the overlapping areas to lock the first and second annular flexible closures on both sides to form a horizontal closed force ring. Vertical grouting channels are embedded inside each precast wall panel, and these vertical grouting channels are used to connect the vertical reinforcing bars between the upper and lower layers of precast wall panels. The vertical grouting channel and the exposed ends of the first and / or second annular flexible closures do not overlap in the horizontal projection along the height of the wall panel, so that the horizontal connection construction and the vertical grouting construction do not interfere with each other in space.

[0005] Furthermore, the first annular flexible closure member and the second annular flexible closure member are arranged at equal vertical spacing H along the height direction of their respective wall panels.

[0006] Furthermore, the misalignment in the height direction between the first annular flexible closure and the second annular flexible closure is selected from any one of the following: equal-spaced misalignment H / 2, equal-spaced misalignment H / 3, and equal-spaced misalignment H / 4.

[0007] Furthermore, the first annular flexible closure member and the second annular flexible closure member are arranged at non-equidistant intervals along the height direction of their respective wall panels.

[0008] Furthermore, the overlap length of the overlapping areas is 40mm-80mm, and the projection of the penetrating member along the height direction of the wall panel passes through the center line of all overlapping areas.

[0009] Furthermore, the projection of the portion of the first annular flexible closure and / or the second annular flexible closure extending out of the end face of the wall panel onto the horizontal plane forms a clearance zone, and the minimum horizontal net distance L between the horizontal projection of the vertical grouting channel and the edge of the clearance zone is ≥80mm.

[0010] Furthermore, the first annular flexible closure and the second annular flexible closure are selected from any one of the following: annular wire rope sleeve, rebar sleeve, steel plate sleeve, and FRP composite sleeve.

[0011] Furthermore, the penetrating element is selected from any one of the following: reinforcing bar, anchor rod, steel strand, or locking pin.

[0012] Furthermore, the vertical grouting channel is selected from any one of the following: corrugated pipe, metal sleeve, composite sleeve, or polymer connecting pipe.

[0013] A construction method for a prefabricated shear wall composite connection system, using the aforementioned prefabricated shear wall composite connection system, includes the following steps: S1: Install the lower precast wall panels; S2: Hoist the upper precast wall panel above the lower precast wall panel and adjust it into place; S3: Perform vertical grouting operation into the vertical grouting channel to form a vertical connection between the upper and lower precast wall panels; S4: Overlap the first annular flexible closure member and the second annular flexible closure member at the joint, and insert the through member through all overlapping areas to lock the two together to form a horizontal closed force ring; S5: Inject grout into the joint; S6: Seal the outside of the joint; Among them, steps S3 and S4 overlap at least partially in time, and the construction of step S4 does not interrupt the static curing of the grouting material in step S3.

[0014] Compared with the prior art, the beneficial effects of the present invention include at least the following: This invention effectively solves the spatial conflict between vertical grouting and horizontal connection by staggered arrangement of annular flexible closure components and spatial avoidance design, realizing process decoupling and force coordination. It has the advantages of achieving reliable connection in the vertical and horizontal directions, ensuring spatial avoidance and process decoupling, and improving construction adaptability and structural safety. Attached Figure Description

[0015] Figure 1 is a schematic diagram of the overall composite connection system according to an embodiment of the present invention; Figure 2 is a schematic diagram of the staggered arrangement of the first annular flexible closure member and the second annular flexible closure member according to an embodiment of the present invention; Figure 3 is a cross-sectional view of the avoidance area according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the force transmission path according to an embodiment of the present invention; In the figure: 1. First precast wall panel; 11. First annular flexible closure; 2. Second precast wall panel; 21. Second annular flexible closure; 3. Lower precast wall panel; 4. Through member; 5. Vertical grouting channel; 6. Vertical reinforcement; 7. Avoidance zone; 8. Joint. Detailed Implementation

[0016] Exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, these exemplary embodiments can be implemented in many forms and should not be construed as limited to the embodiments set forth herein; rather, they are provided to make the invention more comprehensive and complete, and to fully convey the concept of the exemplary embodiments to those skilled in the art. The same reference numerals in the drawings denote the same or similar structures, and therefore repeated descriptions of them will be omitted.

[0017] The terms used to express position and direction in this invention are illustrated with reference to the accompanying drawings, but changes can be made as needed, and all such changes are included within the scope of protection of this invention.

[0018] like Figures 1-4 As shown, the present invention provides a prefabricated shear wall composite connection system, comprising: The first precast wall panel 1 and the second precast wall panel 2 are arranged opposite to each other. The end of the first precast wall panel 1 is embedded with a plurality of first annular flexible closure members 11 arranged at intervals along the height direction of the wall panel. The end of the second precast wall panel 2 is embedded with a plurality of second annular flexible closure members 21 arranged at intervals along the height direction of the wall panel. The first annular flexible closure members 11 and the second annular flexible closure members 21 are staggered along the height direction and form an overlapping area at the wall panel joint 8. A through-piece 4 extending along the height of the wall panel passes through all the overlapping areas to lock the first annular flexible closure 11 and the second annular flexible closure 21 on both sides to form a horizontal closed force ring. Vertical grouting channels 5 are embedded inside each precast wall panel. The vertical grouting channels 5 are used to connect the vertical reinforcing bars 6 between the upper and lower precast wall panels 3. The vertical grouting channel 5 and the exposed ends of the first annular flexible closure 11 and / or the second annular flexible closure 21 do not overlap in the horizontal projection along the height direction of the wall panel, so that the horizontal connection construction and the vertical grouting construction do not interfere with each other in space.

[0019] In this embodiment, during the factory prefabrication stage, multiple first annular flexible closure members 11 are pre-embedded at the ends of the first prefabricated wall panel 1 along its height direction. These closure members are evenly distributed at a certain vertical spacing. Similarly, multiple second annular flexible closure members 21 are also pre-embedded at the ends of the second prefabricated wall panel 2, and their distribution is similar to that of the first prefabricated wall panel 1.

[0020] During on-site installation, the lower precast wall panel 3 is first installed in place. Then, the upper first precast wall panel 1 and the second precast wall panel 2 are hoisted above the lower wall panel and precisely aligned. Because the first annular flexible closure 11 and the second annular flexible closure 21 are designed to be staggered along the height direction, when the two wall panels are aligned, the protruding portions of the first annular flexible closure 11 and the second annular flexible closure 21 form a series of overlapping areas at the wall panel joint 8. For example, the centerline of the first annular flexible closure 11 may be located at height H, while the centerline of the second annular flexible closure 21 may be located at height H / 2, causing them to overlap in the horizontal direction.

[0021] After the wall panels are in place, construction workers can simultaneously perform vertical and horizontal connection operations. For vertical connections, vertical grouting channels 5 embedded inside each precast wall panel are used to connect the vertical reinforcing bars 6 between the upper and lower precast wall panels 3. Construction workers inject grout into these vertical grouting channels 5, so that the vertical reinforcing bars 6 of the upper and lower wall panels form a firm connection through grouting sleeves or corrugated pipes.

[0022] Meanwhile, for horizontal connections, the construction workers insert a through-piece 4 (e.g., a high-strength steel bar) extending along the height of the wall panel from the top or bottom. This through-piece 4 passes sequentially through all overlapping areas formed at the joint 8, specifically through all overlapping first and second annular flexible closures 11 and 21. Once the through-piece 4 is fully inserted, its ends are locked, for example, by nuts or wedges, thereby tightly binding the two annular flexible closures together to form a unified horizontal closed load-bearing ring. This load-bearing ring effectively resists horizontal shear forces between the wall panels.

[0023] A key design feature of this construction process is that the horizontal projections of the exposed ends of the vertical grouting channel 5 and the first annular flexible closure 11 and / or the second annular flexible closure 21 along the wall panel height direction do not overlap. Specifically, the horizontal position of the vertical grouting channel 5 is designed to have sufficient clearance from the exposed ends of the annular flexible closures in the horizontal direction. For example, the exposed end of the annular flexible closure may be located on the outer side of the wall panel joint 8, while the grouting port of the vertical grouting channel 5 is located on the inner side of the wall panel joint 8, or on the opposite side of the wall panel edge but offset from the annular closure. This spatial avoidance ensures that the injection of grouting equipment and grouting material is not obstructed by the horizontal connectors when the construction personnel are performing vertical grouting operations; conversely, the installation and locking of the through-piece 4 for horizontal connection will not interfere with the static curing process of the grouting material in the vertical grouting channel 5. Thus, the horizontal connection construction and the vertical grouting construction can be carried out without spatial interference, and can even partially overlap in time, significantly improving the overall construction efficiency.

[0024] In traditional prefabricated shear wall connections, vertical and horizontal connections are often simply superimposed, leading to potential spatial conflicts between connectors. For example, the areas where corrugated pipes and wire rope loops overlap, restricting construction operations. This application cleverly provides space for the insertion of the through-piece 4 by designing the first annular flexible closure 11 and the second annular flexible closure 21 to be staggered along the height direction and forming an overlapping area at the wall panel joint 8. More importantly, the horizontal projections of the vertical grouting channel 5 and the exposed end of the annular flexible closure do not overlap. That is, by separating the vertical grouting channel 5 and the annular flexible closure in the horizontal direction, it is ensured that grouting operations and the installation of the through-piece 4 can proceed in parallel without mutual interference. This design solves the problem of spatial conflicts between connectors in existing technologies.

[0025] Furthermore, in existing technologies, horizontal connection construction often interferes with the static curing of vertical grouting material, affecting the connection quality. This application, through a space-avoidance design, completely decouples horizontal connection construction from vertical grouting construction in space. While the vertical grouting material is curing within the channel, construction workers can perform the installation and locking of the through-piece 4 without being affected, without worrying about disturbing the grouting material. This decoupling in terms of procedures not only ensures the curing quality of the vertical connection but also improves the overall construction flexibility and efficiency.

[0026] refer to Figure 4 After the first precast wall panel and the second precast wall panel 2 are subjected to a vertical load P, the vertical reinforcing bars 6 and the grouting material are transferred to the corresponding reinforcing bars and surrounding concrete in the lower precast wall panel 3 through a multi-bonding-mechanical interlocking composite force-bearing mechanism. At the same time, the horizontal closed force-bearing ring formed by the first annular flexible closure member 11 and / or the second annular flexible closure member 21 and the inserted through member 4 bears the horizontal force F. The vertical continuous force transmission chain and the horizontal closed force-bearing ring are independent and uncoupled at the ends of the wall panels. In this way, the composite connection system not only ensures that the overall vertical bearing capacity of the structure meets the design requirements through the vertical force transmission path, but also effectively resists the horizontal force through the horizontal closed force-bearing ring. It gives full play to the performance advantages of the two force-bearing systems and solves the problems of mutual interference between vertical and horizontal forces and difficulty in ensuring construction quality in traditional connection methods.

[0027] In summary, the prefabricated shear wall composite connection system of this application effectively solves the problems of spatial conflict of connectors, mutual interference of construction procedures, and high installation accuracy requirements in the prior art through the staggered arrangement of the annular flexible closure member, the locking connection of the through member 4, and the spatial avoidance design between the vertical grouting channel 5 and the horizontal connector. This system achieves coordinated operation of vertical and horizontal connections, improving the reliability and construction efficiency of the prefabricated shear wall connection nodes.

[0028] It should be noted that the "ring" in the first annular flexible closure 11 and the second annular flexible closure 21 refers not only to a geometric ring, but also to a closed structure with a central perforation such as an approximate ring or a polygonal ring with rounded corners, through which the penetrating member 4 can pass.

[0029] In a preferred embodiment, the first annular flexible closure member 11 and the second annular flexible closure member 21 are arranged at equal vertical spacing H along the height direction of their respective wall panels.

[0030] In this embodiment, the pre-embedded first annular flexible closure 11 and second annular flexible closure 21 maintain a constant vertical distance H between adjacent closures in the height direction of their respective wall panels. This arrangement ensures that the distribution of closures in the height direction of the wall panels is regular and uniform. In actual operation, the embedding position of each annular flexible closure can be precisely controlled during the prefabricated wall panel production process using pre-set molds or positioning fixtures, thereby achieving equal vertical spacing H. Alternatively, a suitable spacing H value can be determined during the wall panel design stage based on structural stress analysis and construction convenience requirements, and clearly marked in the construction drawings to guide on-site construction personnel in precise installation.

[0031] This equidistant arrangement allows for easier alignment of the first annular flexible closure 11 and the second annular flexible closure 21 along the height direction when the first precast wall panel 1 and the second precast wall panel 2 are joined, forming the expected overlapping area. Since the spacing of the closures is uniform and predictable, on-site construction personnel can quickly and accurately align the annular flexible closures on both sides based on simple measurements or pre-marked areas, ensuring that the penetrating member 4 can smoothly pass through all overlapping areas, thus efficiently forming a horizontal closed stress ring. This regular arrangement not only simplifies the on-site positioning and installation process but also helps ensure the uniformity of stress on the horizontal closed stress ring along the wall height direction, avoiding the risk of connection failure due to localized stress concentration. Simultaneously, this standardized arrangement facilitates the industrialized production and quality control of precast wall panels, improving the construction efficiency and structural reliability of the overall connection system.

[0032] In a preferred embodiment, the misalignment of the first annular flexible closure 11 and the second annular flexible closure 21 in the height direction is selected from any one of the following: equal-spaced misalignment H / 2, equal-spaced misalignment H / 3, and equal-spaced misalignment H / 4.

[0033] In this embodiment, the misalignment in the height direction between the first annular flexible closure 11 and the second annular flexible closure 21 refers to the vertical distance between the centerline of the first annular flexible closure 11 and the centerline of the adjacent second annular flexible closure 21 when the first prefabricated wall panel 1 and the second prefabricated wall panel 2 are positioned opposite each other and connected. This misalignment can be controlled during the prefabricated wall panel production stage using precise mold positioning or embedded part installation technology to ensure that the embedded positions of the first annular flexible closure 11 and the second annular flexible closure 21 at the wall panel ends meet specific misalignment requirements. Furthermore, during on-site installation, precise measurement and adjustment can also ensure that the closures of the upper prefabricated wall panel and the lower prefabricated wall panel 3 achieve a preset misalignment relationship. Equal spacing misalignment H / 2, equal spacing misalignment H / 3, and equal spacing misalignment H / 4 are specific misalignment selections, where H is the vertical distance between the first annular flexible closure 11 and the second annular flexible closure 21 along the height direction of their respective wall panels. In this design, the equal-interval stagger H / 2 indicates that the center of the first annular flexible closure 11 differs from the center of the adjacent second annular flexible closure 21 by H / 2 in the vertical direction. This means the first and second annular flexible closures 11 and 21 exhibit a staggered symmetrical layout in the vertical direction, allowing the penetrating member 4 to uniformly pass through all overlapping areas, thus forming a balanced and efficient closed force-bearing ring in the horizontal direction. This equal-interval stagger H / 2 arrangement maximizes the load-bearing capacity of each closure and ensures that under shear force, the force is uniformly transmitted to all closures through the penetrating member 4, avoiding localized stress concentration. Furthermore, selecting staggers of H / 3 or H / 4 allows for more refined connection schemes based on specific structural design requirements and load conditions. For example, when adjusting connection stiffness or adapting to a specific construction sequence, the stagger can be adjusted to optimize connection performance. In this way, the solution presented in this application effectively solves the problems of low connection efficiency and uneven stress caused by improper selection of stagger, significantly improving the overall reliability and economy of the connection system.

[0034] As a specific implementation method, during the construction of the prefabricated shear wall composite connection system, the misalignment of the first annular flexible closure member 11 and the second annular flexible closure member 21 in the height direction can be achieved in the following way. Assume that the first annular flexible closure member 11 and the second annular flexible closure member 21 are arranged at a vertical spacing H of 400mm along the height direction of their respective wall panels. To achieve the best connection effect, the misalignment of the first annular flexible closure member 11 and the second annular flexible closure member 21 in the height direction can be set to H / 2, i.e., 200mm. This means that when the first prefabricated wall panel 1 and the second prefabricated wall panel 2 are joined, the center line of the lowest point of the first annular flexible closure member 11 on the first prefabricated wall panel 1 and the center line of the lowest point of the second annular flexible closure member 21 on the second prefabricated wall panel 2 are 200mm apart in the vertical direction. During the production stage of the prefabricated wall panels, this misalignment can be ensured by precisely setting the position of the embedded parts in the mold. For example, with a wall panel height of 3000 mm, the centerline of the first annular flexible closure member 11 at the end of the first prefabricated wall panel 1 can be set at positions such as 300 mm, 700 mm, 1100 mm, 1500 mm, 1900 mm, and 2300 mm from the bottom of the wall panel; while at the end of the second prefabricated wall panel 2, the centerline of the second annular flexible closure member 21 can be set at positions such as 500 mm, 900 mm, 1300 mm, 1700 mm, 2100 mm, and 2500 mm from the bottom of the wall panel. Thus, when the two wall panels are joined, a 200 mm misalignment is naturally created. The first annular flexible closure member 11 and the second annular flexible closure member 21 are made of galvanized steel wire rope with a diameter of φ14 mm, a single set breaking strength of 120 kN, and extend 80 mm beyond the end face of the wall panel.

[0035] In another embodiment, the first annular flexible closure 11 and the second annular flexible closure 21 are arranged at non-equidistant intervals along the height direction of their respective wall panels.

[0036] In this embodiment, the non-uniformly spaced staggered arrangement means that the vertical spacing between the first annular flexible closure member 11 and the second annular flexible closure member 21 along the height of the wall panel is not uniform, and the amount of misalignment between them may also be uneven. This arrangement allows the connection system to be flexibly adjusted according to the actual structural stress requirements. One implementation is to dynamically adjust the spacing of the annular flexible closure members based on the stress analysis results of the shear wall at different heights, such as the distribution of bending moment, shear force, or axial force. For example, in the area with greater stress at the bottom of the wall, the annular flexible closure members can be arranged more densely, while in the area with less stress at the top, the spacing can be appropriately widened. Another implementation is to pre-set several different spacing patterns based on structural design specifications or experience, for example, using a smaller spacing at the bottom, a medium spacing in the middle, and a larger spacing at the top.

[0037] This flexible arrangement allows the horizontally closed stress ring formed by each overlapping zone and its internal through-piece 4 to respond more precisely to local load requirements. Simultaneously, since the exposed ends of the vertical grouting channels 5 and the annular flexible closures do not overlap in their horizontal projections, this non-equidistant arrangement does not introduce new construction interference, maintaining the spatial independence of horizontal connection construction and vertical grouting construction. In this way, the connection system can achieve reliable connections between precast wall panels more efficiently and economically, improving the overall structure's seismic performance and durability.

[0038] In a preferred embodiment, the projection of the penetrating member 4 along the height direction of the wall panel passes through the center line of all overlapping areas.

[0039] In this embodiment, the projection of the penetrating member 4 along the height direction of the wall panel passes through the center line of all overlapping areas. This means that when the penetrating member 4, extending along the height direction of the wall panel, passes through the overlapping areas, its axis or center line should be aligned with the geometric center line of each overlapping area on the projection. This precise alignment design effectively avoids local stress concentration or torsional deformation in the connection area caused by the eccentric insertion of the penetrating member 4, thereby maximizing the material strength of the first annular flexible closure member 11 and the second annular flexible closure member 21, and ensuring the overall uniformity and stability of the horizontal closed force ring. This allows the entire prefabricated shear wall composite connection system to exhibit stronger load-bearing capacity and better seismic performance when subjected to horizontal loads, thereby improving the overall safety and durability of the building structure. Specifically, the accurate insertion position of the penetrating member 4 can be ensured by using preset guide holes, positioning clamps, or high-precision measuring tools, so that it can accurately pass through the center line of all overlapping areas.

[0040] Optionally, the overlap length of the overlapping area is 40mm-80mm. This length is designed to ensure sufficient contact area between the flexible closures to effectively transfer shear and tensile forces, while avoiding material waste or construction inconvenience due to excessive overlap. If the overlap length is too short, it may lead to insufficient contact area, low force transmission efficiency, or even localized failure under stress; if the overlap length is too long, it may result in material redundancy, increased costs, and potentially introduce unnecessary complexity during construction. Therefore, this specific range of overlap lengths optimizes the mechanical performance and economy of the connection.

[0041] In a preferred embodiment, the projection of the portion of the first annular flexible closure member 11 and / or the second annular flexible closure member 21 extending out of the end face of the wall panel on the horizontal plane forms a clearance area 7, and the minimum horizontal net distance L between the horizontal projection of the vertical grouting channel 5 and the edge of the clearance area 7 is ≥80mm.

[0042] In this embodiment, the avoidance area 7 formed by the projection of the portion of the first annular flexible closure 11 and / or the second annular flexible closure 21 extending out of the wall panel end face on the horizontal plane is clearly defined, and the minimum horizontal clear distance L between the horizontal projection of the vertical grouting channel 5 and the edge of the avoidance area 7 is further specified to be no less than 80mm. This design ensures that in the prefabricated shear wall composite connection system, the horizontal connection area and the vertical grouting area, which originally do not overlap in the horizontal projection, achieve sufficient physical isolation in actual construction operations. Specifically, when performing horizontal connection construction, the insertion, adjustment, and locking operations of the penetrating member 4 can be carried out unimpeded within the avoidance area 7; at the same time, when performing vertical grouting operations, the insertion of the grouting nozzle, the injection of grouting material, and any possible small amount of overflow can all be restricted to the horizontal projection area of ​​the vertical grouting channel 5 and its surroundings, without infringing upon the avoidance area 7 of the horizontal connection. This clear and quantifiable spatial separation ensures that even if the two key connection processes partially overlap in time, they can be carried out completely independently and without interference in space, thereby effectively avoiding construction difficulties, process conflicts, or quality risks caused by insufficient space.

[0043] As a specific implementation, the avoidance area 7 is preferably a rectangular area with a width of 40 mm and a depth of 80 mm. The minimum distance L from the horizontal projection of the vertical grouting channel 5 to the edge of the rectangular area is 120 mm. This geometric relationship ensures that the construction of the annular flexible closure will not disturb the initial setting and curing of the grouting material in the vertical grouting channel 5.

[0044] In a preferred embodiment, the first annular flexible closure member 11 and the second annular flexible closure member 21 are selected from any one of the following: annular wire rope sleeve, rebar sleeve, steel plate sleeve, and FRP composite sleeve.

[0045] In this embodiment, the annular wire rope sleeve is typically made of multiple strands of high-strength steel wire twisted and processed into a closed loop. Its characteristics include high tensile strength and good flexibility, allowing it to adapt to minor deformations of the structure under stress, and it is easy to pre-embed and position in precast components. The rebar loop sleeve is a ring-shaped component obtained by bending ordinary or high-strength steel bars. It has excellent bonding performance with concrete, providing reliable anchorage and force transmission, and is a commonly used connection form in structural engineering. Steel plate loop sleeves are typically made into rings by cutting, stamping, or welding steel plates. They provide a large bearing area and high shear and tensile strength, suitable for connection parts requiring high stiffness and load-bearing capacity. FRP composite loop sleeves, i.e., fiber-reinforced composite material loop sleeves, such as glass fiber reinforced polymer (GFRP) or carbon fiber reinforced polymer (CFRP) loop sleeves, have advantages such as lightweight, high strength, corrosion resistance, and fatigue resistance, making them particularly suitable for humid, corrosive environments or occasions with strict requirements on structural self-weight.

[0046] Whether using annular wire rope loops, rebar loops, steel plate loops, or FRP composite loops, these closure components can form a structurally complete and clearly defined horizontal closed force-bearing ring after the penetrating member 4 passes through all overlapping areas and locks in place. Different types of annular flexible closure components, based on their material properties, can provide different strengths, stiffnesses, ductility, and durability, thereby ensuring that the connection system can effectively transmit forces and maintain the integrity and stability of the structure when subjected to horizontal shear forces, tensile forces, and other loads. This selectivity allows the composite connection system to choose materials with good ductility, corrosion resistance, or lightweight and high-strength properties according to specific engineering needs and environmental conditions, thus significantly improving the durability and applicability of the prefabricated shear wall composite connection system and solving the problem of connection failure or performance degradation that may be caused by improper material selection.

[0047] As a specific implementation, the first annular flexible closure 11 and the second annular flexible closure 21 can be made of galvanized steel wire rope with a diameter of φ14 mm, a single set breaking force of 120 kN, and extending 80 mm beyond the end face of the wall panel.

[0048] In a preferred embodiment, the through member 4 is selected from any one of the following: reinforcing bar, anchor rod, steel strand, or locking pin.

[0049] In this embodiment, the penetrating member 4 is the core component of this connection system. Its main function is to pass through the overlapping area formed by the first annular flexible closure member 11 and the second annular flexible closure member 21, thereby locking the annular flexible closure members on both sides and ultimately forming a closed force-bearing ring that can effectively transmit horizontal loads. The choice of material and form of the penetrating member 4 is crucial to the overall performance of the connection system. Specifically, the penetrating member 4 can be a reinforcing bar. As a commonly used building material, reinforcing bars have good tensile and shear strength, good ductility, and can absorb seismic energy, making them suitable for applications requiring high ductility connections. The penetrating member 4 can also be an anchor rod. Anchor rods are usually connected to the structure through threaded connections or grouting anchoring, providing reliable anchoring force and suitable for connections requiring high load-bearing capacity and stability. In addition, the penetrating member 4 can also be a steel strand. Steel strands are made of multiple high-strength steel wires twisted together, possessing extremely high tensile strength and low elongation. They are commonly used in prestressed structures, providing strong preload and improving the stiffness and load-bearing capacity of the connection. Furthermore, the penetrating member 4 can also be a locking pin. A locking pin is a mechanical connector that enables quick connection and disassembly of components through the insertion and locking mechanism of the pin. It features convenient construction and reusability, making it suitable for applications requiring high construction efficiency.

[0050] This selective use of rebar, anchor bolts, steel strands, or locking pins as the through-holes 4 allows the connection system to provide customized solutions for different load conditions, construction environments, and design requirements. For example, rebar can be used as the through-hole 4 in areas requiring high-ductility connections; anchor bolts can be used in areas requiring high-strength anchoring; steel strands can be used in areas requiring prestressed or high-stiffness connections; and locking pins can be used in areas requiring quick installation and disassembly. This diverse selection of through-holes 4 not only ensures the reliability of horizontal connections but also greatly enhances the adaptability and optimization potential of the entire connection system in different application scenarios.

[0051] In a preferred embodiment, the through member 4 may be made of HRB400E steel bar with a diameter of 14 mm and a length of 3.1 m.

[0052] In a preferred embodiment, the vertical grouting channel 5 is selected from any one of the following: corrugated pipe, metal sleeve, composite sleeve, or polymer connecting pipe.

[0053] In this embodiment, by selecting a specific type of vertical grouting channel 5, the entire prefabricated shear wall composite connection system can optimize the performance of the vertical connection according to different engineering needs and environmental conditions. Regardless of the type of vertical grouting channel 5 selected, its design ensures that its horizontal projection along the wall panel height direction does not overlap with the exposed ends of the first annular flexible closure 11 and / or the second annular flexible closure 21. This spatial separation allows the horizontal connection construction and the vertical grouting construction to overlap at least partially in time without interfering with each other. For example, the high strength characteristics of the metal sleeve ensure the reliability of the vertical connection under heavy loads, while the corrosion resistance of the polymer connecting pipe ensures long-term durability in humid or corrosive environments. These specific types of grouting channels all have stable geometric shapes and material properties, enabling them to be precisely embedded inside the prefabricated wall panel and to coordinate with the through-piece 4 and the first annular flexible closure 11 and the second annular flexible closure 21, thereby ensuring the quality of the vertical connection while maintaining the efficiency and convenience of the entire connection system during construction.

[0054] As a specific implementation method, the vertical grouting channel 5 is preferably a metal corrugated pipe with an inner diameter of 45 mm and an outer diameter of 50 mm.

[0055] This application also proposes a construction method for a prefabricated shear wall composite connection system. This method, employing the aforementioned prefabricated shear wall composite connection system, specifically includes the following steps: S1: Install the lower precast wall panel 3; S2: Hoist the upper precast wall panel above the lower precast wall panel 3 and adjust it into place; S3: Perform vertical grouting operation into the vertical grouting channel 5 to form a vertical connection between the upper and lower precast wall panels 3; S4: The first annular flexible closure 11 and the second annular flexible closure 21 are overlapped at the joint 8, and the through piece 4 is inserted through all the overlapping areas to lock the two together to form a horizontal closed force ring. S5: Inject grout into the joint 8; S6: Seal the outside of the joint 8. Specifically, sealant can be applied to the outside of the joint 8.

[0056] Among them, steps S3 and S4 overlap at least partially in time, and the construction of step S4 does not interrupt the static curing of the grouting material in step S3.

[0057] In this embodiment, the construction method first completes the hoisting and positioning of the upper and lower precast wall panels 3, and then sequentially installs the first annular flexible closure member 11 and the second annular flexible closure member 21. The staggered and overlapping arrangement quickly completes the alignment adjustment. After overall positioning is completed, vertical grouting and horizontal node installation can be carried out simultaneously, without waiting for vertical grouting curing, effectively shortening the overall construction period. After construction is completed, grout density data can be collected through a linked intelligent grouting monitoring system and transmitted to the terminal platform via the Internet of Things to monitor the node grouting quality in real time, promptly identify defects, and ensure the reliability of node connections. Compared to traditional construction methods that require vertical grouting curing before subsequent horizontal connection work can be carried out, this construction method, through spatial separation design, allows vertical and horizontal construction to proceed simultaneously, effectively shortening the overall construction period and reducing the difficulty of on-site construction organization and coordination. After the vertical grouting material reaches the design strength requirements, the horizontal connection work has also completed the foundation construction process simultaneously. The next construction section can be started after acceptance, which greatly improves the overall efficiency of prefabricated shear wall construction. At the same time, the combination of vertical grouting and horizontal stress ring can ensure the overall structural strength and stress stability of the connection node.

[0058] The core innovation of this embodiment lies in designing the vertical grouting operation and the locking step of the horizontal closed force ring to overlap at least partially in time, while ensuring that the horizontal connection construction does not interrupt the static curing of the grout. This achieves spatial decoupling and temporal coordination between the vertical and horizontal connection processes. Specifically, since the horizontal projections of the exposed ends of the vertical grouting channel 5 and the first annular flexible closure 11 and / or the second annular flexible closure 21 along the wall panel height direction do not overlap, the installation and locking operation of the through-piece 4 can be carried out simultaneously during the static curing of the grout. This design effectively avoids the problem of horizontal connection construction interfering with vertical grouting curing in the prior art, significantly improving construction efficiency and the reliability of the connection nodes.

[0059] In summary, the construction method of this application effectively solves the problems of "horizontal connection construction interfering with vertical grouting and curing" and "high installation accuracy requirements" in the prior art by coordinating the time and decoupling the processes. This method not only improves construction efficiency but also ensures the overall quality of the connection nodes, making it particularly suitable for the construction needs of prefabricated buildings in harsh environments such as high temperature, high humidity, and high salt spray.

[0060] Field tests have verified that the tensile bearing capacity of the joint in this embodiment reaches 1.22 times the design value, which is required to be no less than 1.15 times. The shear bearing capacity reaches the same level as the cast-in-place structure, and the ductility coefficient of the joint is greater than 4.5.

[0061] Compared with the prior art, the composite connection system and its construction method of the present invention have the following advantages: (1) The staggered overlapping design of the first annular flexible closure 11 and / or the second annular flexible closure 21 can effectively reduce the difficulty of on-site alignment, reduce the installation and adjustment time, and greatly improve the installation efficiency.

[0062] (2) Since the horizontal projections of the vertical grouting channel 5 and the exposed end of the annular flexible closure do not overlap, the vertical construction and horizontal installation can be carried out simultaneously without waiting for the vertical grouting to be completed and cured before the horizontal connection construction can be carried out, thus reducing the waiting time of the process.

[0063] (3) By effectively integrating the forces of vertical and horizontal components through the dual force system of vertical force transmission chain and horizontal closed force ring, the material properties of different components are fully utilized, the overall integrity of the nodes is stronger, the force performance is more stable, and the seismic resistance is significantly improved.

[0064] It should be noted that the composite connection system of the present invention can be applied to the node connection system of prefabricated frame structure, the segment connection of prefabricated bridge, and the super high-rise prefabricated building. It can be linked with the intelligent grouting monitoring system and combined with Internet of Things monitoring technology to realize real-time monitoring of grouting quality.

[0065] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of the invention without departing from the principles and spirit of the invention, and all such changes should fall within the protection scope of the claims of the present invention.

Claims

1. A prefabricated shear wall composite connection system, characterized in that, include: The first precast wall panel and the second precast wall panel are arranged opposite to each other. The end of the first precast wall panel is embedded with a plurality of first annular flexible closure members arranged at intervals along the height direction of the wall panel. The end of the second precast wall panel is embedded with a plurality of second annular flexible closure members arranged at intervals along the height direction of the wall panel. The first annular flexible closure members and the second annular flexible closure members are staggered along the height direction and form an overlapping area at the joint of the wall panel. A through-hole extending along the height of the wall panel passes through all the overlapping areas to lock the first and second annular flexible closures on both sides to form a horizontal closed force ring. Vertical grouting channels are embedded inside each precast wall panel, and these vertical grouting channels are used to connect the vertical reinforcing bars between the upper and lower layers of precast wall panels. The vertical grouting channel and the exposed ends of the first and / or second annular flexible closures do not overlap in the horizontal projection along the height of the wall panel, so that the horizontal connection construction and the vertical grouting construction do not interfere with each other in space.

2. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The first annular flexible closure member and the second annular flexible closure member are arranged at equal vertical spacing H along the height direction of their respective wall panels.

3. The prefabricated shear wall composite connection system according to claim 2, characterized in that, The misalignment between the first and second annular flexible closure members in the height direction is selected from any one of the following: equal-spaced misalignment H / 2, equal-spaced misalignment H / 3, and equal-spaced misalignment H / 4.

4. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The first and second annular flexible closure members are staggered at non-equidistant intervals along the height direction of their respective wall panels.

5. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The overlap length of the overlapping areas is 40mm-80mm, and the projection of the penetrating member along the height direction of the wall panel passes through the center line of all overlapping areas.

6. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The projection of the portion of the first annular flexible closure and / or the second annular flexible closure extending out of the end face of the wall panel onto the horizontal plane forms a clearance zone, and the minimum horizontal net distance L between the horizontal projection of the vertical grouting channel and the edge of the clearance zone is ≥80mm.

7. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The first and second annular flexible closure components are selected from any one of the following: annular wire rope sleeve, rebar sleeve, steel plate sleeve, and FRP composite sleeve.

8. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The penetrating component is selected from any one of the following: reinforcing bar, anchor rod, steel strand, or locking pin.

9. The prefabricated shear wall composite connection system according to claim 1, characterized in that, The vertical grouting channel is selected from any of the following: corrugated pipe, metal sleeve, composite sleeve, or polymer connecting pipe.

10. A construction method for a prefabricated shear wall composite connection system, characterized in that, The prefabricated shear wall composite connection system according to any one of claims 1-9 includes the following steps: S1: Install the lower precast wall panels; S2: Hoist the upper precast wall panel above the lower precast wall panel and adjust it into place; S3: Perform vertical grouting operation into the vertical grouting channel to form a vertical connection between the upper and lower precast wall panels; S4: Overlap the first annular flexible closure member and the second annular flexible closure member at the joint, and insert the through member through all overlapping areas to lock the two together to form a horizontal closed force ring; S5: Inject grout into the joint; S6: Seal the outside of the joint; Among them, steps S3 and S4 overlap at least partially in time, and the construction of step S4 does not interrupt the static curing of the grouting material in step S3.

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