Prefabricated Hybrid Shear Wall System with Concrete-Filled Steel Tube Connection Nodes

Abstract

The present invention discloses an assembled hybrid shear wall system with a concrete-filled steel tube connection joint. It includes a precast wall unit structure, and steel components welded by strip steel plates, ribbed plates, stud bolts and ear plates are embedded at the upper and lower ends. The strip steel plates are welded to vertical steel bars and extend outwards. The horizontal steel bars extend out and are circularly closed, and the ends are spot-welded to the vertical steel bars. The precast wall unit is temporarily fixed by ear plates, and groove welds are used for connection at the upper and lower plate-out ends and the left and right plate-out ends at the floor. For the horizontal steel bar out-extension sections of adjacent precast wall units, open stirrups are placed and lapped or welded with the horizontal steel bars. After the precast wall units are installed, self-compacting concrete is poured around the precast wall units to form a complete assembled hybrid shear wall system. The assembled hybrid shear wall system of the present invention has excellent mechanical properties, convenient construction and reasonable economy, breaks through some technical bottlenecks encountered in the current engineering application of precast concrete shear walls, and has great market promotion value.

Description

Technical Field

[0001] The present invention relates to a precast shear wall system for construction engineering and its construction method, and particularly to a precast hybrid shear wall system with a concrete-filled steel tube connection joint. Background Art

[0002] The precast structure not only occupies a fundamental position in the precast building integration system but also plays a leading role like a "vanguard" in achieving the goal of building industrialization. At present, the precast structure system mainly consists of precast concrete structures and precast steel structures. Among them, the research and development investment in precast concrete structures started earlier and has made certain progress, but there is still a significant gap from the control goals such as quality, environmental protection, efficiency, and cost. In terms of the formulation of technical standards, the technical standards for precast concrete have more restrictions on the applicable scope of buildings, such as building height, seismic intensity, and key parts such as the bottom reinforcement zone of shear walls and core tubes, compared with cast-in-situ concrete structures, reflecting a more prudent scientific attitude towards the current precast concrete structure technology; in terms of engineering applications, at present, the precast concrete structure mainly uses a planar beam-slab system, and the vertical structure system, especially precast concrete shear walls, is less used, resulting in a low overall precast rate and assembly rate of the precast concrete structure.

[0003] The current precast concrete structure technology is generally developed around the technical path of "equivalent to cast-in-situ". In terms of structural performance, the current precast concrete structure can only be "infinitely close to cast-in-situ" theoretically, and according to the current technical standards, it is not easy to achieve "close to cast-in-situ" in engineering practice. Taking the assembled integral shear wall as an example, for the up and down connection of precast shear walls, the concrete part is jointly composed of a horizontal post-cast strip and grouting material filled at the slab joint, which puts forward higher requirements for the roughness of the concrete contact surface and the grouting process; its vertical steel bars adopt connection methods such as grouting sleeves, extrusion sleeves or grout-anchored lapping in a limited space, which puts forward strict requirements for the quality of the sleeves and the construction accuracy. As for the connection methods such as the partial broken-bar plum blossom arrangement or the full broken-bar with a single row of steel bars added in the middle of the precast shear wall, although the workload of out-of-bar connection can be reduced, the effective cross-section of the shear wall is weakened to a certain extent.

[0004] Double-sided composite shear walls, ring reinforcement buckle anchor shear walls and prefabricated shear walls with pre-insertion method have improved the upper and lower connection methods of the current assembled integral shear walls. The core idea is to solve the construction problem of vertical steel bar alignment connection by setting concrete post-casting strips, but there are still various shortcomings. The former not only needs to pour self-compacting concrete between the two layers of precast concrete slabs, the amount of cast-in-place concrete is relatively large, and because the vertical connection steel bars are in the cavity, the effective thickness of the shear wall section at the floor is greatly reduced; the latter two are because the vertical steel bars are anchored within the limited hidden beam height range instead of connected according to the seismic tensile lap length, the seismic stress performance of the vertical steel bars is greatly weakened compared with the cast-in-place shear wall. If the vertical steel bars are overlapped according to the seismic tensile length like the grout anchor overlap, a large amount of concrete needs to be poured on site, which is contrary to the original intention of the assembled structure. In addition, there are inevitably multiple exposed horizontal construction joints.

[0005] The existing prefabricated integral shear wall technology has problems such as complex connection nodes, difficult construction, and difficult detection of hidden projects, which will reduce the reliability of shear wall connections in engineering practice; although the improved prefabricated integral shear wall has reduced construction difficulty, the seismic stress resistance of the shear wall is weaker than that of the cast-in-place shear wall. At present, some problems encountered in the design, construction and quality inspection of prefabricated shear walls restrict their promotion and application. Only by breaking through the current technical bottleneck and developing high-performance and high-quality prefabricated shear walls can we get rid of the current market difficulties and promote the development of prefabricated buildings and even building industrialization. Summary of the invention

[0006] In order to solve the problems existing in the background technology, the purpose of the present invention is to provide an assembled integral shear wall system with superior structural stress performance and good economy, as well as a set of construction methods with mature technology, convenient installation and reliable connection, so as to solve the technical bottlenecks encountered in the design, construction and quality inspection of the current assembled shear walls; and promote the realization of control objectives such as quality, environmental protection, efficiency and cost of assembled concrete shear wall structures.

[0007] To achieve the above object, the present invention adopts the following technical solution:

[0008] The present invention is mainly composed of a starting layer prefabricated wall unit, a middle layer prefabricated wall unit and a top layer prefabricated wall unit arranged from bottom to top according to the wall surface; the starting layer prefabricated wall unit is located on the starting bottom floor wall surface, the top floor prefabricated wall unit is located on the top floor wall surface, and the middle layer prefabricated wall unit is located on any middle floor wall surface between the bottom floor and the top floor;

[0009] The prefabricated wall units of the starting layer, the prefabricated wall units of the middle layer and the prefabricated wall units of the top layer all adopt prefabricated wall unit structures, and the prefabricated wall unit structures of the upper and lower adjacent floors and the adjacent prefabricated wall unit structures on the same floor are all connected;

[0010] The described precast wall unit structure is mainly composed of upper and lower strip steel plates, a steel bar truss, and a middle concrete member. The concrete member is a concrete wall located in the middle of the precast wall unit structure. The steel bar truss includes two mesh steel bars embedded in the concrete member and arranged on both sides of the concrete member close to the two side walls. Each mesh steel bar is mainly composed of multiple vertically arranged steel bars spaced parallel to each other and multiple horizontally arranged steel bars spaced parallel to each other, which are vertically and crosswise arranged and welded. Two horizontal steel bars at the same horizontal height of the two mesh steel bars both horizontally extend out of the concrete member and bend towards each other for butt welding to form a circular steel bar, and an end vertical steel bar is arranged at the bending part of the circular steel bar. The end vertical steel bar is also vertically arranged parallel to the vertical steel bars, and the end vertical steel bar is welded to the bending part of the circular steel bar.

[0011] Two upper strip steel plates and two lower strip steel plates are respectively arranged at the upper and lower ends of the concrete member. The middle parts of the two upper strip steel plates / two lower strip steel plates are both buried inside the concrete member and respectively welded to the vertical steel bars of the two mesh steel bars. The two sides of the upper strip steel plate and the lower strip steel plate extend out of the concrete member and are then welded to the end vertical steel bars. The two upper strip steel plates at the upper end of the concrete member are arranged in parallel, and the two lower strip steel plates at the lower end of the concrete member are arranged in parallel. A plurality of horizontal stiffening ribs and a plurality of vertical stiffening ribs are arranged at intervals in the horizontal direction between the two upper strip steel plates and between the two lower strip steel plates. The horizontal ends of the horizontal stiffening ribs and the vertical stiffening ribs are respectively connected between the inner surfaces of the two upper strip steel plates / two lower strip steel plates, so that the two upper strip steel plates / two lower strip steel plates are connected into one body through the horizontal stiffening ribs and the vertical stiffening ribs. Studs are welded to the outer surface of the horizontal stiffening ribs.

[0012] One ear plate is provided on the outer surface of the two upper strip steel plates / two lower strip steel plates on both outer sides of each vertical stiffening rib. The ear plates on both sides and the corresponding vertical stiffening rib are located in the same vertical plane.

[0013] The precast wall unit structure of the starting layer precast wall unit is exactly the same as the precast wall unit structure of the middle layer precast wall unit. The difference between the precast wall unit structure of the top layer precast wall unit and the precast wall unit structure of the middle layer precast wall unit is that the outer upper strip steel plate on the side far from the top layer precast floor plate extends out and studs are additionally welded on the outer side surface, and the inner upper strip steel plate on the side close to the top layer precast floor plate does not extend out upwards.

[0014] The lower end of the starting layer precast wall unit is connected to the cast-in-place reinforced concrete shear wall and the cast-in-place reinforced concrete floor slab of the embedded layer under the bottom floor. The starting layer precast wall unit is connected to the middle layer precast floor slab of the middle floor between the starting layer precast wall unit and the middle layer precast wall unit, and between the middle layer precast wall units of adjacent upper and lower floors. The top layer precast wall unit is connected to the top layer precast floor slab of the top floor.

[0015] Two parallel slotted steel plates arranged at intervals are pre-embedded at the top of the cast-in-place reinforced concrete shear wall of the embedded layer, and are lap-welded to the vertical steel bars of the embedded layer inside the cast-in-place reinforced concrete shear wall of the embedded layer. A plurality of horizontal stiffening ribs and a plurality of vertical stiffening ribs are arranged at intervals in the horizontal direction between the two slotted steel plates, and the horizontal ends of the horizontal stiffening ribs and the vertical stiffening ribs are respectively connected between the two slotted steel plates; an ear plate is provided on the outer surface of the two slotted steel plates on the two outer sides of each vertical stiffening rib, and the ear plates on both sides and the corresponding vertical stiffening ribs are located on the same vertical plane;

[0016] The cast-in-place reinforced concrete floor slab of the embedded layer mainly consists of concrete and upper and lower steel meshes buried in the upper and lower parts of the concrete. The upper steel mesh is mainly composed of multiple upper steel bars of the embedded layer arranged in parallel and spaced intervals, and the upper steel mesh is mainly composed of multiple lower steel bars of the embedded layer arranged in parallel and spaced intervals. The upper steel bars of the embedded layer and the lower steel bars of the embedded layer are horizontally connected to the slotted steel plate and pass through the slots of the slotted steel plate and then bent and anchored. The slotted steel plate extends upward, and the embedded layer post-cast concrete is poured between the horizontally extending sections of the upper steel bars of the embedded layer and the lower steel bars of the embedded layer and the slotted steel plate.

[0017] The lower end of the lower strip steel plate of the prefabricated wall unit structure of the starting layer and the slotted steel plate of the cast-in-place reinforced concrete shear wall of the embedded layer are aligned parallel to each other and then welded through groove welds with a gap, and the plate exit section of the slotted steel plate of the cast-in-place reinforced concrete shear wall of the embedded layer and the lower strip steel plate of the prefabricated wall unit of the starting layer and the horizontal stiffening ribs of the prefabricated wall unit structure of the starting layer and the cast-in-place reinforced concrete shear wall of the embedded layer are used as a cavity, self-compacting concrete is poured in the cavity, and studs are welded to the horizontal stiffening ribs in the cavity on the surface facing the center of the cavity;

[0018] The upper end of the upper strip steel plate of the prefabricated wall unit structure of the starting layer and the lower end of the lower strip steel plate of the prefabricated wall unit structure of the middle layer are aligned parallel to each other and then welded by groove welds with a gap, and the plate exit sections of the upper strip steel plate of the prefabricated wall unit of the starting layer and the lower strip steel plate of the prefabricated wall unit of the middle layer and the horizontal stiffening ribs of the prefabricated wall unit structure of the starting layer and the middle layer are used as a cavity, self-compacting concrete is poured in the cavity, and studs are welded to the horizontal stiffening ribs in the cavity on the surface facing the center of the cavity;

[0019] The upper end of the upper strip steel plate of the precast wall unit structure of the middle layer of the lower floor and the lower end of the lower strip steel plate of the precast wall unit structure of the middle layer of the upper floor are aligned in parallel, and a gap is provided and welded by a groove weld. The space enclosed by the outboard sections of the upper strip steel plate of the precast wall unit of the middle layer of the lower floor and the lower strip steel plate of the precast wall unit of the middle layer of the upper floor, as well as the horizontal stiffeners of the two middle layer precast wall units of the upper and lower adjacent floors, is used as a cavity. Self-compacting concrete is poured into the cavity, and stud bolts are welded on the surfaces of the horizontal stiffeners in the cavity facing the center of the cavity.

[0020] The upper end of the upper strip steel plate of the precast wall unit structure of the middle layer and the lower end of the lower strip steel plate of the precast wall unit structure of the top floor are aligned in parallel, and a gap is provided and welded by a groove weld. The space enclosed by the outboard sections of the upper strip steel plate of the precast wall unit of the middle layer and the lower strip steel plate of the precast wall unit of the top floor, as well as the horizontal stiffeners of the precast wall unit of the middle layer and the top floor, is used as a cavity. Self-compacting concrete is poured into the cavity, and stud bolts are welded on the surfaces of the horizontal stiffeners in the cavity facing the center of the cavity.

[0021] The starting layer precast wall units, the middle layer precast wall units, and the top layer precast wall units on the same floor are all connected by open stirrups. Specifically, they are connected by open stirrups between the horizontal steel bars of the adjacent precast wall unit structures. The two ends of the open stirrups are respectively lapped or welded with the two horizontal steel bars of the adjacent precast wall unit structures. Self-compacting concrete is poured into the space of the outboard sections of the horizontal steel bars of the starting layer precast wall units, the middle layer precast wall units, and the top layer precast wall units.

[0022] The top of each intermediate-layer precast wall unit is connected to the intermediate-layer precast floor slab. The intermediate-layer precast floor slab is mainly composed of concrete, and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple upper steel bars arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple intermediate-layer lower steel bars arranged in parallel at intervals. The intermediate-layer upper steel bars and the intermediate-layer lower steel bars are horizontally extended and connected to the outer side of the upper strip steel plate of the intermediate-layer precast floor slab and are annularly closed. Intermediate-layer post-cast concrete is poured between the horizontal extended sections of the intermediate-layer upper steel bars and the intermediate-layer lower steel bars and the upper strip steel plate, and a detachable hanging formwork is suspended and installed below the horizontal extended sections of the intermediate-layer upper steel bars and the intermediate-layer lower steel bars; the top of each top-layer precast wall unit is connected to the top-layer precast floor slab. The top-layer precast floor slab is mainly composed of concrete, and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple top-layer upper steel bars arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple top-layer lower steel bars arranged in parallel at intervals. The top-layer upper steel bars and the top-layer lower steel bars are horizontally extended and connected to the outer side of the upper strip steel plate of the top-layer precast floor slab and are annularly closed. Top-layer post-cast concrete is poured between the horizontal extended sections of the top-layer upper steel bars and the top-layer lower steel bars and the upper strip steel plate, and a detachable hanging formwork is suspended and installed below the horizontal extended sections of the top-layer upper steel bars and the top-layer lower steel bars.

[0023] Before construction, the ear plates at the lower end of the starting-layer precast wall unit and the ear plates of the cast-in-place reinforced concrete shear wall of the embedded layer, the ear plates at the upper end of the starting-layer precast wall unit and the ear plates at the lower end of the intermediate-layer precast wall unit, the ear plates between adjacent intermediate-layer precast wall units, and the ear plates at the upper end of the intermediate-layer precast wall unit and the lower end of the precast wall unit structure of the top-layer precast wall unit are all fixedly connected by installation bolts and ear plate connecting plates.

[0024] In the assembled hybrid shear wall system of the present invention, the vertical connection of the precast units and the horizontal connection at the floor are both steel tube concrete composite structures, and the mechanical properties are superior to those of steel structures or reinforced concrete structures; compared with the current assembled concrete shear wall technology, the construction of this assembled hybrid shear wall system does not require supports, does not require calibration of steel bars, and there are no connection processes such as sleeve grouting, grout anchor lapping, and joint grouting. The installation is convenient and fast. The steel structure welding, concrete pouring, and quality inspection all follow the existing standards, and the technology is mature and reliable; compared with the assembled steel structure, only the upper and lower ends of the precast wall unit contain partial steel components, and the rest are ordinary reinforced concrete, resulting in a significant reduction in the steel consumption. At the same time, due to the small exposed surface of the steel components, the painting workload for anti-corrosion and fire protection is small.

[0025] The assembled hybrid shear wall system of the present invention has superior mechanical properties, convenient construction, and reasonable economy. It breaks through some technical bottlenecks encountered in the engineering application of the current assembled concrete shear wall and has great market promotion value.

[0026] Compared with the prior art, the present invention has the following features and beneficial effects:

[0027] Guided by the steel-concrete composite structure theory, especially the concrete-filled steel tube theory, the present invention breaks new ground in the vertical connection problem of precast concrete shear walls and creatively introduces concrete-filled steel tube connection joints, breaking through the technical bottleneck of the current precast concrete shear walls.

[0028] The present invention is a precast hybrid shear wall system with concrete-filled steel tube connection joints (hereinafter referred to as the precast hybrid shear wall), which is applicable to the current precast concrete structures, such as precast shear wall structures, precast frame-shear wall structures, etc.; it can also be used in super high-rise buildings such as precast concrete frame-core tube structures, precast tube-in-tube structures, and precast steel frame-concrete core tube structures. The reason for its general applicability to various structural forms is that the structural performance of the precast hybrid shear wall of the present invention can be "superior to that of cast-in-place".

[0029] According to the steel-concrete composite structure theory, through reasonable combination and matching, the composite structure can give full play to the mechanical properties of the two materials and achieve more excellent structural performance; as a branch of the composite structure, the concrete-filled steel tube structure, especially in vertical members, the two materials of the steel tube and the concrete interact with each other during the stress process, that is, the restraint effect of the steel tube on its core concrete, making the concrete in a complex stress state, thereby improving the strength of the concrete and the plastic and ductility properties; at the same time, due to the presence of the concrete, the premature local yielding of the steel tube can be delayed or avoided, so that the full play of its material properties can be ensured. The two materials in the vertical member of the concrete-filled steel tube complement each other's weaknesses and give full play to each other's strengths, so that the vertical member of the concrete-filled steel tube has a high bearing capacity, generally higher than the sum of the individual bearing capacities of the steel tube and the core concrete that make up the concrete-filled steel tube. The concrete-filled steel tube structure theory has been verified through a large number of structural tests and widely used in engineering practice.

[0030] According to the theory of concrete-filled steel tube structures, the connections at the upper and lower ends of the precast hybrid shear walls of the present invention adopt a composite structure similar to that of concrete-filled steel tubes. The steel tube part of the composite structure is composed of two strip steel plates, several horizontal stiffeners and vertical stiffeners welded together. After the upper and lower strip steel plates are butt-welded, self-compacting concrete is poured into the steel member cavity enclosed by the steel plate members, thus forming a composite structure with steel plates on the outside and core concrete on the inside. At the same time, the construction joints at the interface between the new and old concretes are offset from the butt welds of the strip steel plates, that is, there is a whole steel plate outside the concrete construction joint, and there is a monolithic concrete inside the butt weld of the steel plate, which can make up for the construction defects of each other and strengthen the reliability of the connection. In addition, the composite structure is similar to a box-shaped concrete-filled steel tube composite beam in the length direction and replaces the concealed beam of the shear wall. Therefore, both in theory and in practice, it can be ensured that the connection performance at the upper and lower ends of the precast hybrid shear wall can be higher than that of the cast-in-place reinforced concrete shear wall.

[0031] The precast wall units of the precast hybrid shear wall are connected at the floor according to the composite structure, that is, a box-shaped concrete-filled steel tube composite beam; the connections outside the floor are of reinforced concrete structure, but some improvements are made. Key grooves are made on the concrete on both sides of the precast wall unit. The horizontal steel bars of the precast wall unit are symmetrically extended and form a circular closed hoop. Vertical steel bars are arranged at the corners of the hoop and spot-welded to the horizontal steel bars and welded to the upper and lower strip steel plates to form a stable steel bar truss. Open stirrups are placed one by one on the extended sections of the horizontal steel bars. The opening directions of the open stirrups alternate and overlap or are welded to the horizontal steel bars to ensure the continuity of the horizontal steel bars. Self-compacting concrete is poured into the extended sections of the horizontal steel bars. The left-right connection method of the precast hybrid shear wall at the same floor is equivalent to an enhanced version of the construction post-cast strip reserved for the cast-in-place reinforced concrete shear wall.

[0032] Since the connection between the upper and lower layers of the precast hybrid shear wall is stronger than that of the cast-in-place reinforced concrete shear wall, and the left-right connection at the same floor is not weaker than that of the cast-in-place reinforced concrete shear wall, the structural performance of the precast hybrid shear wall can generally be higher than that of the cast-in-place reinforced concrete shear wall, achieving the goal of "stronger than cast-in-place".

[0033] Another important advantage of the present invention is reflected in the construction of the precast hybrid shear wall. From the factory production of the shear wall precast units, the on-site hoisting and splicing of the shear wall precast units to the formation of the precast hybrid shear wall system and other processes, conventional construction techniques and conventional quality inspection means are adopted to ensure the construction quality of the precast hybrid shear wall system.

[0034] For the welding of the upper and lower steel components of the precast shear wall unit, the double-sided or single-sided welding of vertical steel bars and strip steel plates, the binding and spot welding of the steel bar skeletons within the precast unit, formwork erection, and concrete pouring, there are very mature construction technologies and inspection methods; for the on-site hoisting and splicing of the precast shear wall unit, multiple ear plates are used for temporary fixing, and the upper and lower strip steel plates are butt-welded with bevel groove, which is a common construction method for steel columns; the construction of pouring concrete in the steel bar protruding section and the cavity of the composite structure is similar to the post-cast strip construction of the cast-in-place structure; therefore, the whole set of construction technology of the prefabricated hybrid shear wall is mature, simple, even plain, with very strong controllability and high reliability. Compared with the current precast concrete shear wall technology, it does not require supports, does not require calibration of steel bars, nor does it have complex connection processes such as sleeve grouting, grout-anchored lapping, and joint grouting.

[0035] The prefabricated hybrid shear wall is constructed quickly. The plate length and the steel bar protruding length of the precast shear wall unit are the same, so that the hoisting of the precast shear wall units does not interfere with each other, and there is no problem of avoiding steel bar protrusions; the horizontal steel bar protruding sections on both sides of the precast shear wall unit enclose a steel bar truss, which can reduce the possible deviation or damage during the transportation of the precast unit; open stirrups are placed on the horizontal steel bar protruding sections on both sides of the precast shear wall unit, and the open stirrups can be inserted into the protruding sections as long as they are properly opened at a certain angle to achieve the lapping or welding of the horizontal steel bars; these structural measures can greatly improve the construction efficiency. In addition, the factory production and on-site installation of the precast shear wall unit can be carried out simultaneously. If the project is in urgent need, the strip steel plate can also be thickened and the installation ear plates can be strengthened to provide vertical support, and the steel bar protruding sections of each floor of the precast floor slab can be strengthened and welded to the strip steel plate to provide horizontal support; first complete the splicing and welding of the precast shear wall units from bottom to top, and finally pour the concrete of each floor and cut off the ear plates, without waiting for the lower post-cast concrete to reach the age before carrying out the construction of the upper layer, which can greatly shorten the construction period.

[0036] The prefabricated hybrid shear wall has good economy and higher comprehensive cost performance. Compared with the current assembled integral shear wall, since the prefabricated hybrid shear wall contains some concrete-filled steel tube composite connection joints, the steel consumption will increase. From the theory of concrete-filled steel tubes, under the condition of meeting the same performance goals, the concrete-filled steel tubes use the least materials; specifically for the prefabricated hybrid shear wall of the present invention, there is no need for supports, nor complex connection processes such as sleeve grouting, grout-anchored lapping, and joint grouting, which can save a part of materials and construction costs. Especially for the shorter construction period and higher construction efficiency, a large amount of financial costs and labor costs can be saved; considering the price influencing factors such as material use, labor, and construction period comprehensively, the prefabricated hybrid shear wall can obtain a higher cost performance than the current assembled integral shear wall.

[0037] Compared with the current assembled steel structures, the precast units of the precast hybrid shear walls only contain partial steel components at the upper and lower ends, and the rest are ordinary reinforced concrete. The steel consumption is greatly reduced. At the same time, the exposed surface of the steel components is small, and the painting work for anti-corrosion and fire protection is small, with obvious economic index advantages. Description of the Drawings

[0038] Figure 1 It is a schematic diagram of the precast wall unit structure of the precast hybrid shear wall.

[0039] Figure 2 It is Figure 1 the A-A sectional view of.

[0040] Figure 3 It is Figure 1 the B-B sectional view of.

[0041] Figure 4 It is Figure 1 the C-C sectional view of.

[0042] Figure 5 is the front view of the precast hybrid shear wall system structure.

[0043] Figure 5 (a) is the front view of the upper part of the precast hybrid shear wall system structure.

[0044] Figure 5 (b) is the front view of the middle part of the precast hybrid shear wall system structure.

[0045] Figure 5 (c) is the front view of the lower part of the precast hybrid shear wall system structure.

[0046] Figure 5 (a), Figure 5 (b), and Figure 5 (c) are jointly spliced to form the complete Figure 5.

[0047] Figure 6 is the D-D side view of the precast hybrid shear wall system structure.

[0048] Figure 6 (a) is the D-D side view of the upper part of the precast hybrid shear wall system structure.

[0049] Figure 6 (b) is the D-D side view of the middle part of the precast hybrid shear wall system structure.

[0050] Figure 6 (c) is the D-D side view of the lower part of the precast hybrid shear wall system structure.

[0051] Figure 6 (a), Figure 6 (b), and Figure 6 (c) are jointly spliced to form the complete Figure 6.

[0052] Figure 7 It is the E-E sectional view of Figure 5 (c).

[0053] Figure 8 It is the F-F sectional view of Figure 5 (a), Figure 5 (b), and Figure 5 (c).

[0054] Figure 9 It is the G-G sectional view of Fig. 5(a), Fig. 5(b), and Fig. 5(c).

[0055] Reference numerals: 1 - Cast-in-place reinforced concrete shear wall of the embedded layer; 2 - Prefabricated wall unit of the starting layer; 3 - Prefabricated wall unit of the intermediate layer; 4 - Prefabricated wall unit of the top layer; 5 - Cast-in-place reinforced concrete floor slab of the embedded layer; 6 - Prefabricated floor slab of the intermediate layer; 7 - Prefabricated floor slab of the top layer; 8 - Slotted steel plate; 9 - Lower end strip steel plate; 10 - Horizontal stiffener; 11 - Stud; 12 - Vertical stiffener; 13 - Ear plate; 14 - Installation bolt; 15 - Ear plate connecting plate; 16 - Groove weld; 17 - Self-compacting concrete; 18 - Upper end strip steel plate; 19 - Outer upper end strip steel plate; 20 - Inner upper end strip steel plate; 21 - Open stirrup; 22 - Demountable formwork for hoisting; 1.1 - Vertical reinforcement of the embedded layer; 2.1 - Vertical reinforcement of the starting layer; 3.1 - Vertical reinforcement; 4.1 - Vertical reinforcement of the top layer; 1.2 - Horizontal reinforcement of the embedded layer; 2.2 - Horizontal reinforcement of the starting layer; 3.2 - Horizontal reinforcement; 4.2 - Horizontal reinforcement of the top layer; 2.3 - End vertical reinforcement of the starting layer; 3.3 - End vertical reinforcement; 4.3 - End vertical reinforcement of the top layer; 5.1 - Upper reinforcement of the embedded layer; 5.2 - Lower reinforcement of the embedded layer; 5.3 - Post-cast concrete of the embedded layer; 6.1 - Upper reinforcement of the intermediate layer; 6.2 - Lower reinforcement of the intermediate layer; 6.3 - Post-cast concrete of the intermediate layer; 7.1 - Upper reinforcement of the top layer; 7.2 - Lower reinforcement of the top layer; 7.3 - Post-cast concrete of the top layer. Detailed implementation manners

[0056] The present invention will be further described below in conjunction with the accompanying drawings and specific embodiments.

[0057] The specific implementation of the present invention mainly consists of the prefabricated wall unit 2 of the starting layer, the prefabricated wall unit 3 of the intermediate layer, and the prefabricated wall unit 4 of the top layer, which are arranged from bottom to top along the wall surface; the prefabricated wall unit 2 of the starting layer is located on the wall surface of the starting bottom floor, the prefabricated wall unit 4 of the top layer is located on the wall surface of the top floor, and the prefabricated wall unit 3 of the intermediate layer is located on the wall surface of any intermediate floor between the bottom floor and the top floor; both the prefabricated wall unit 2 of the starting layer and the prefabricated wall unit 4 of the top layer have only one layer, and the prefabricated wall unit 3 of the intermediate layer can have at least one layer or be zero.

[0058] The prefabricated wall unit 2 of the starting layer, the prefabricated wall unit 3 of the intermediate layer, and the prefabricated wall unit 4 of the top layer all adopt the prefabricated wall unit structure, and the connections between the upper and lower, left and right of the prefabricated wall units, as well as the connections between the prefabricated wall unit structures of adjacent upper and lower floors and between adjacent prefabricated wall unit structures on the same floor, are all connected;

[0059] Taking the prefabricated wall unit 3 of the intermediate layer of the assembled hybrid shear wall as an example, see Figures 1 to 4As shown, the middle-layer precast wall unit 3 is jointly composed of steel components at the upper and lower ends, steel bar trusses at the left and right ends, and a large area of reinforced concrete components in the middle.

[0060] The precast wall unit structure is mainly composed of an upper strip steel plate 18, a lower strip steel plate 9, steel bar trusses, and a large area of concrete components in the middle. The concrete component is a concrete wall located in the middle of the precast wall unit structure and is formed by pouring concrete.

[0061] The steel bar truss includes two mesh-shaped steel bars buried in the concrete component and respectively arranged on both side walls close to the concrete component. The two mesh-shaped steel bars have the same structure. Each mesh-shaped steel bar is mainly composed of multiple vertically arranged steel bars 3.1 arranged in parallel at intervals and multiple horizontally arranged steel bars 3.2 arranged in parallel at intervals, which are vertically and crosswise arranged and welded. The vertically arranged steel bars 3.1 do not extend out of the concrete component. Two horizontally arranged steel bars 3.2 at the same horizontal height of the two mesh-shaped steel bars both horizontally extend out of the concrete component and bend towards each other and butt to form a ring-shaped steel bar, and an end vertical steel bar 3.3 is arranged at the bending part of the ring-shaped steel bar. The end vertical steel bar 3.3 is also vertically arranged parallel to the vertically arranged steel bars 3.1, and the end vertical steel bar 3.3 is welded to the bending part of the ring-shaped steel bar.

[0062] Two upper strip steel plates 18 and two lower strip steel plates 9 are respectively arranged at the upper and lower ends of the concrete component. The two upper strip steel plates 18 are arranged opposite to each other in parallel at intervals, and the two lower strip steel plates 9 are arranged opposite to each other in parallel at intervals. The middle parts of the two upper strip steel plates 18 / two lower strip steel plates 9 are both buried inside the concrete component and respectively welded to the vertically arranged steel bars 3.1 of the two mesh-shaped steel bars to ensure the continuity of the vertically arranged steel bars. The two sides of the upper strip steel plate 18 and the lower strip steel plate 9 extend out of the concrete component and are then welded to the corresponding end vertical steel bar 3.3 on one side to form a stable steel bar truss; the two upper strip steel plates 18 at the upper end of the concrete component are arranged in parallel, and the two lower strip steel plates 9 at the lower end of the concrete component are arranged in parallel. A plurality of horizontal stiffeners 10 and a plurality of vertical stiffeners 12 are arranged at intervals in the horizontal direction between the two upper strip steel plates 18 and between the two lower strip steel plates 9. The horizontal stiffeners 10 and the vertical stiffeners 12 are arranged in a staggered manner to improve the anchoring force of the steel component. The horizontal two ends of the horizontal stiffeners 10 and the vertical stiffeners 12 are respectively connected between the inner surfaces of the two upper strip steel plates 18 / two lower strip steel plates 9, so that the two upper strip steel plates 18 / two lower strip steel plates 9 are connected into one body through the horizontal stiffeners 10 and the vertical stiffeners 12; the inner surface of the horizontal stiffener 10 fits the outer surface of the concrete component, and studs 10 are welded on the outer surface of the horizontal stiffener 10, which plays a dual role of improving the bond strength between new and old concrete and improving the composite effect of the concrete-filled steel tube structure, as shown in Figs. 5~ Figure 8 as shown in;

[0063] On the outer surfaces of the two upper strip steel plates 18 / two lower strip steel plates 9 on both outer sides of each vertical stiffener 12, there is an ear plate 13. The ear plates 13 on both sides are symmetrically arranged, and the ear plates 13 on both sides and the corresponding vertical stiffeners 12 are located in the same vertical plane.

[0064] The lower strip steel plates 9 extend outwards downwards, to the left and right. The horizontal steel bars 3.2 extend out, while the vertical steel bars 3.1 do not extend out, that is, out of the wall of the concrete component. Between the two lower strip steel plates 9, a horizontal stiffener 10 with stud 11 and a vertical stiffener 12 are welded. The strip steel plates 9 are anchored into the precast wall unit structure and welded to the vertical steel bars 3.1 in the precast wall unit structure. On the outer side surface of the lower strip steel plates 9, several ear plates 13 are welded. The number of ear plates 13 is the same as that of the vertical stiffeners 12 and their positions correspond.

[0065] The structure of the upper strip steel plate 18 is basically similar to that of the lower strip steel plate 9. In specific implementation, studs 11 for connecting to the floor slab are welded on the outer side surface of one of the upper strip steel plates 18, and horizontal stiffeners 10 are connected between the anchoring ends where the upper strip steel plates 18 are anchored into the precast wall unit structure, thus increasing the horizontal stiffeners 10.

[0066] On both side surfaces of the concrete component in the precast wall unit structure, key grooves are evenly distributed at intervals in the vertical direction. The length of the extended part of the horizontal steel bars 3.2 is the same as the horizontal extended length of the lower strip steel plates 9 and the upper strip steel plates 18. The ends of the extended sections of the horizontal steel bars 3.2 are made into circular closures. The end vertical steel bars 3.3 and the horizontal steel bars 3.2 are spot-welded at the intersections. The upper and lower ends of the end vertical steel bars 3.3 are respectively welded to the lower strip steel plates 9 and the upper strip steel plates 18.

[0067] In the above description, the reference numerals of the vertical steel bars 3.1, horizontal steel bars 3.2 and end vertical steel bars 3.3 are for the middle - layer precast wall unit 3. The same is true for the starting - layer precast wall unit 2 and the top - layer precast wall unit 4. The starting - layer precast wall unit 2 has starting - layer vertical steel bars 2.1, starting - layer horizontal steel bars 2.2 and starting - layer end vertical steel bars 2.3, and the top - layer precast wall unit 4 has top - layer vertical steel bars 4.1, top - layer horizontal steel bars 4.2 and top - layer end vertical steel bars 4.3.

[0068] In the precast hybrid shear wall system with concrete-filled steel tube connection joints, in specific implementation, the precast wall unit structure of the top-floor precast wall unit 4 can be different from that of the starting-floor precast wall unit 2 and the intermediate-floor precast wall unit 3. The precast wall unit structures of the starting-floor precast wall unit 2 and the intermediate-floor precast wall unit 3 are exactly the same. The difference between the precast wall unit structure of the top-floor precast wall unit 4 and that of the intermediate-floor precast wall unit 3 is that the strip steel plate 19 at the upper outer side away from the top-floor precast floor slab 7 extends out of the plate and stud welds 11 are added on the outer side, and the strip steel plate 20 at the upper inner side close to the top-floor precast floor slab 7 does not extend out of the plate upwards.

[0069] For the embodiments in which the precast wall units form a complete shear wall system through effective connection, see Figures 5 to Figure 9 As shown, a precast hybrid shear wall system with concrete-filled steel tube connection joints includes a starting-floor precast wall unit 2, an intermediate-floor precast wall unit 3, a top-floor precast wall unit 4, and the connections between the lower end of the starting-floor precast wall unit 2 and the cast-in-place reinforced concrete shear wall 1 and the cast-in-place reinforced concrete floor slab 5 of the embedded layer, the connections between the precast wall units vertically, horizontally and with each other, and the connections between the precast wall units and the intermediate-floor precast floor slab 6 and the top-floor precast floor slab 7.

[0070] Specifically, the lower end of the starting-floor precast wall unit 2 is connected to the cast-in-place reinforced concrete shear wall 1 and the cast-in-place reinforced concrete floor slab 5 of the embedded layer below the bottom floor. The cast-in-place reinforced concrete shear wall 1 and the cast-in-place reinforced concrete floor slab 5 are located below the ground and serve as the wall surface and floor slab of the basement. The starting-floor precast wall unit 2 is connected to the intermediate-floor precast floor slab 6 of the intermediate floor, and the intermediate-floor precast wall units 3 between adjacent upper and lower floors are also connected to the intermediate-floor precast floor slab 6 of the intermediate floor. The top-floor precast wall unit 4 is connected to the top-floor precast floor slab 7 of the top floor.

[0071] The precast wall unit structures on the same floor are connected by open stirrups 21.

[0072] The embedded layer cast-in-place reinforced concrete shear wall 1 is an embedded layer cast-in-place reinforced concrete shear wall, and two parallel slotted steel plates 8 arranged at intervals are pre-embedded on the top. The embedded layer cast-in-place reinforced concrete shear wall 1 is also provided with embedded layer vertical steel bars 1.1 and embedded layer horizontal steel bars 1.2 having the same structure as the prefabricated wall unit structure, and the embedded layer vertical steel bars 1.1 and embedded layer horizontal steel bars 1.2 are lap-welded to the embedded layer cast-in-place reinforced concrete shear wall 1. A plurality of water-reinforced steel bars are arranged at intervals in the horizontal direction between the two slotted steel plates 8. The horizontal stiffening ribs 10 and the plurality of vertical stiffening ribs 12 are respectively connected at the horizontal ends of the horizontal stiffening ribs 10 and the vertical stiffening ribs 12 between the two slotted steel plates 8; the inner surface of the horizontal stiffening ribs 10 also fits the outer surface of the concrete part of the cast-in-place reinforced concrete shear wall 1 of the embedded layer; the outer surfaces of the two slotted steel plates 8 on the two outer sides of each vertical stiffening rib 12 are provided with an ear plate 13, the ear plates 13 on both sides are symmetrically arranged, and the ear plates 13 on both sides and the corresponding vertical stiffening ribs 12 are located on the same vertical plane;

[0073] The cast-in-place reinforced concrete floor slab 5 of the embedded layer is a cast-in-place slab, which is mainly composed of concrete and upper and lower steel meshes buried in the upper and lower parts of the concrete. The upper steel mesh is mainly composed of a plurality of upper steel bars 5.1 of the embedded layer arranged in parallel and spaced relation, and the upper steel mesh is mainly composed of a plurality of lower steel bars 5.2 of the embedded layer arranged in parallel and spaced relation. The upper steel bars 5.1 of the embedded layer and the lower steel bars 5.2 of the embedded layer are horizontally connected to the slotted steel plate 8 and are bent and anchored after passing through the slots of the slotted steel plate 8. The range of the cast-in-place concrete of the embedded layer is shown in the oblique lined part in Figures 5 and 6. The slotted steel plate 8 is extended upward, and the post-cast concrete 5.3 of the embedded layer is poured between the horizontally extended sections of the upper steel bars 5.1 of the embedded layer and the lower steel bars 5.2 of the embedded layer and the slotted steel plate 8.

[0074] The lower end of the prefabricated wall unit structure of the starting layer prefabricated wall unit 2 is respectively connected to the cast-in-place reinforced concrete shear wall 1 of the embedded layer and the cast-in-place reinforced concrete floor slab 5 of the embedded layer, the upper end of the prefabricated wall unit structure of the starting layer prefabricated wall unit 2 is connected to the lower end of the prefabricated wall unit structure of the lowest intermediate layer prefabricated wall unit 3, the prefabricated wall unit structures of adjacent intermediate layers of prefabricated wall units 3 are connected, and the upper end of the prefabricated wall unit structure of the uppermost intermediate layer prefabricated wall unit 3 is connected to the lower end of the prefabricated wall unit structure of the top prefabricated wall unit 4. All of them adopt a steel tube concrete composite structure. Specifically:

[0075] The lower end of the strip steel plate 9 at the lower end of the precast wall unit structure of the starting layer precast wall unit 2 and the grooved steel plate 8 of the cast-in-place reinforced concrete shear wall 1 of the embedded layer are arranged in parallel alignment with a gap therebetween and welded by a bevel groove weld 16. And the space enclosed by the grooved steel plate 8 of the cast-in-place reinforced concrete shear wall 1 of the embedded layer, the plate outlet section of the strip steel plate 9 at the lower end of the starting layer precast wall unit 2, and the horizontal stiffening ribs 10 of the precast wall unit structure of the starting layer precast wall unit 2 and the cast-in-place reinforced concrete shear wall 1 of the embedded layer is used as a cavity. Self-compacting concrete 17 is poured into the cavity, and stud bolts 11 are welded on the surfaces of the horizontal stiffening ribs in the cavity facing the center of the cavity.

[0076] The upper end of the strip steel plate 18 at the upper end of the precast wall unit structure of the starting layer precast wall unit 2 and the lower end of the strip steel plate 9 at the lower end of the precast wall unit structure of the lowermost intermediate layer precast wall unit 3 are arranged in parallel alignment with a gap therebetween and welded by a bevel groove weld 16. And the space enclosed by the strip steel plate 18 at the upper end of the starting layer precast wall unit 2, the plate outlet section of the strip steel plate 9 at the lower end of the intermediate layer precast wall unit 3, and the horizontal stiffening ribs 10 of the precast wall unit structures of the starting layer precast wall unit 2 and the intermediate layer precast wall unit 3 is used as a cavity. Self-compacting concrete 17 is poured into the cavity, and stud bolts 11 are welded on the surfaces of the horizontal stiffening ribs in the cavity facing the center of the cavity;

[0077] The upper end of the strip steel plate 18 at the upper end of the precast wall unit structure of the intermediate layer precast wall unit 3 on the lower floor and the lower end of the strip steel plate 9 at the lower end of the precast wall unit structure of the intermediate layer precast wall unit 3 on the upper floor are arranged in parallel alignment with a gap therebetween and welded by a bevel groove weld 16. And the space enclosed by the strip steel plate 18 at the upper end of the intermediate layer precast wall unit 3 on the lower floor, the plate outlet section of the strip steel plate 9 at the lower end of the intermediate layer precast wall unit 3 on the upper floor, and the horizontal stiffening ribs 10 of the two intermediate layer precast wall units 3 on the upper and lower adjacent floors is used as a cavity. Self-compacting concrete 17 is poured into the cavity, and stud bolts 11 are welded on the surfaces of the horizontal stiffening ribs in the cavity facing the center of the cavity;

[0078] The upper end of the strip steel plate 18 at the upper end of the precast wall unit structure of the uppermost intermediate layer precast wall unit 3 and the lower end of the strip steel plate 9 at the lower end of the precast wall unit structure of the top layer precast wall unit 4 are arranged in parallel alignment with a gap therebetween and welded by a bevel groove weld 16. And the space enclosed by the strip steel plate 18 at the upper end of the intermediate layer precast wall unit 3 and the plate outlet section of the strip steel plate 9 at the lower end of the top layer precast wall unit 4, and the horizontal stiffening ribs 10 of the intermediate layer precast wall unit 3 and the top layer precast wall unit 4 is used as a cavity. Self-compacting concrete 17 is poured into the cavity, and stud bolts 11 are welded on the surfaces of the horizontal stiffening ribs in the cavity facing the center of the cavity.

[0079] The connection between precast wall unit structures between floors is a concrete-filled steel tube composite structure, that is, welded groove welds 16 are used for connection at the horizontal plate-out ends of strip steel plates 8, 9, and 18, and self-compacting concrete 17 is poured in the plate-out section.

[0080] Between the starting-layer precast wall units 2 on the same floor, between the middle-layer precast wall units 3, and between the top-layer precast wall units 4, they are all connected by open stirrups 21. Specifically, they are connected by open stirrups 21 between the horizontal steel bars 3.2 of adjacent precast wall unit structures, and the opening directions alternate. Both ends of the open stirrups 21 are lapped or welded to two horizontal steel bars 3.2 of adjacent precast wall unit structures respectively; self-compacting concrete 17 is poured in the space of the out-bar section of the horizontal steel bars 3.2 of the starting-layer precast wall units 2, middle-layer precast wall units 3, and top-layer precast wall units 4.

[0081] At the top of each middle-layer precast wall unit 3, it is connected to the middle-layer precast floor slab 6 on the indoor side of the floor. The middle-layer precast floor slab 6 is mainly composed of concrete, and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple middle-layer upper steel bars 6.1 arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple middle-layer lower steel bars 6.2 arranged in parallel at intervals. The middle-layer upper steel bars 6.1 and the middle-layer lower steel bars 6.2 are horizontally out-bar connected to the outer side of the upper strip steel plate 18 of the middle-layer precast floor slab 6 and are annularly closed. Middle-layer post-cast concrete 6.3 is poured between the horizontal out-bar sections of the middle-layer upper steel bars 6.1 and the lower steel bars 6.2 and the upper strip steel plate 18, and a detachable hanging formwork 22 is suspended and installed at the lower part of the out-bar sections of the middle-layer upper steel bars 6.1 and the middle-layer lower steel bars 6.2.

[0082] At the top of each top-layer precast wall unit 4, it is connected to the top-layer precast floor slab 7 on the indoor side of the floor. The top-layer precast floor slab 7 is mainly composed of concrete, and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple top-layer upper steel bars 7.1 arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple top-layer lower steel bars 7.2 arranged in parallel at intervals. The top-layer upper steel bars 7.1 and the top-layer lower steel bars 7.2 are horizontally out-bar connected to the outer side of the upper strip steel plate 18 of the top-layer precast floor slab 7 and are annularly closed. Top-layer post-cast concrete 7.3 is poured between the horizontal out-bar sections of the top-layer upper steel bars 7.1 and the top-layer lower steel bars 7.2 and the upper strip steel plate 18, and a detachable hanging formwork 22 is suspended and installed at the lower part of the out-bar sections of the top-layer upper steel bars 7.1 and the top-layer lower steel bars 7.2.

[0083] Before construction, the ear plate 13 at the lower end of the prefabricated wall unit 2 of the starting layer and the ear plate 13 of the cast-in-place reinforced concrete shear wall 1 of the embedded layer, the ear plate 13 at the upper end of the prefabricated wall unit 2 of the starting layer and the ear plate 13 at the lower end of the prefabricated wall unit 3 of the lowest intermediate layer, the ear plates 13 of the adjacent intermediate layer prefabricated wall units 3, and the ear plate 13 at the upper end of the prefabricated wall unit 3 of the highest intermediate layer and the lower end of the prefabricated wall unit structure of the top prefabricated wall unit 4 are all fixedly connected by installing bolts 14 and ear plate connecting plates 15.

[0084] After the connecting ear plate 13 is installed, the groove weld 16 is welded and the self-compacting concrete 17 is poured.

[0085] In specific implementation, the construction process of each prefabricated wall unit structure is the same. Taking the middle layer prefabricated wall unit 3 as an example, the factory production process of the prefabricated wall unit structure is as follows:

[0086] Step 1: Weld the horizontal stiffening ribs 10, the vertical stiffening ribs 12 and the ear plates 13 on the lower strip steel plate 9 and the upper strip steel plate 18 respectively to form steel components, thereby obtaining upper and lower steel components;

[0087] Step 2: Classify the finished upper and lower steel components and place them for later use;

[0088] Step 3: Bind the horizontal steel bars 3.2, the vertical steel bars 3.1, the end vertical steel bars 3.3 and the tie bars to form a mesh steel bar, and splice the two mesh steel bars to form a steel bar skeleton;

[0089] Step 4: insert the upper and lower steel components into the two ends of the steel bar skeleton, weld the vertical steel bars 3.1 and the end vertical steel bars 3.3 to the lower strip steel plate 9 and the upper strip steel plate 18 respectively, and fix the end vertical steel bars 3.3 to the horizontal steel bars 3.2 by spot welding;

[0090] Step 5: supporting a matching steel formwork for casting the middle layer prefabricated wall unit 3, and the matching steel formwork performs key groove or roughness treatment on the left and right end surfaces of the wall unit;

[0091] Step 6: pouring concrete in the middle of the middle layer prefabricated wall unit 3 and vibrating it to make it dense;

[0092] Step 7, demoulding after the middle layer prefabricated wall unit 3 is formed and cured;

[0093] Step eight, welding the studs 11 to the horizontal stiffening ribs 10 and the upper strip steel plate 18 to complete the prefabrication process of the middle layer prefabricated wall unit 3;

[0094] The prefabrication processes of the starting - layer precast wall unit 2 and the top - layer precast wall unit 4 are basically similar. Among them, for the starting - layer precast wall unit 2 which is the starting layer, the steel assembly with the grooved steel plate 8 as the main component and the horizontal stiffeners 10, vertical stiffeners 12, ear plates 13 and stud bolts 11 as accessories should be completed in the factory for docking with it.

[0095] In the specific implementation, the on - site construction process of the precast wall unit structure for constructing an assembled hybrid shear wall is as follows:

[0096] Step 1, as shown in Figures 5~ Figure 7 As shown, in the cast - in - place reinforced concrete shear wall 1 and the cast - in - place reinforced concrete floor slab 5 of the embedded layer, first embed the steel assembly with the grooved steel plate 8 as the main component and the horizontal stiffeners 10, vertical stiffeners 12, ear plates 13 and stud bolts 11 as accessories to complete the construction of the two cast - in - place embedded layers.

[0097] Step 2, the finished products of the precast wall units can be transported to the construction site in batches from bottom to top and wait for installation.

[0098] Step 3, lift the starting - layer precast wall unit 2 and temporarily fix it to the cast - in - place reinforced concrete shear wall 1 and the cast - in - place reinforced concrete floor slab 5 of the embedded layer through the ear plates 13, ear - plate connecting plates 15 and installation bolts 14.

[0099] Step 4, the out - plate end of the strip - shaped steel plate 9 at the lower end of the starting - layer precast wall unit 2 is vertically connected to the out - plate end of the grooved steel plate 8 in the cast - in - place embedded layer by a groove weld 16.

[0100] Step 5, repeat Steps 3 and 4 to complete the vertical installation of adjacent starting - layer precast wall units 2.

[0101] Step 6, the horizontal out - plate ends between the strip - shaped steel plates 9 at the lower ends of adjacent starting - layer precast wall units 2 and the horizontal out - plate ends between the strip - shaped steel plates 18 at the upper ends are horizontally connected by groove welds 16.

[0102] Step 7, on the out - bar section of the starting - layer horizontal steel bars 2.2 of the starting - layer precast wall unit 2, place the open stirrups 21 with the opening directions alternating, and lap or weld them with the starting - layer horizontal steel bars 2.2.

[0103] Step 8, formwork the out - bar section of the starting - layer horizontal steel bars 2.2 of the starting - layer precast wall unit 2, pour self - compacting concrete 17 to near the upper - layer horizontal stiffener 10 of the starting - layer precast wall unit 2; hoist the intermediate - layer precast floor slab 6, extend the out - bar ends of the floor steel bars 6.1 and 6.2 to the side of the upper - layer strip - shaped steel plate 18, suspend the detachable formwork 22 at the lower part of the out - bar section of the floor slab, and pour concrete 6.3 to connect with the precast wall unit 2.

[0104] Step 9: Hoist the middle-layer precast floor slab 6. Extend the out-bar ends of the floor slab steel bars 6.1 and 6.2 to the outer side of the upper strip steel plate 18 of the middle-layer precast wall unit 3. Suspend the detachable formwork 22 below the out-bar section of the floor slab, pour the concrete 6.3, and connect it to the starting-layer precast wall unit 2.

[0105] Step 10: When the self-compacting concrete 17 and the concrete 6.3 reach 70% of the designed strength, the detachable formwork 22 can be demoulded.

[0106] Step 11: Lift the precast middle-layer precast wall unit 3. The object connected to the lower end is changed from the cast-in-place structure composed of the embedded-layer cast-in-place reinforced concrete shear wall 1 and the embedded-layer cast-in-place reinforced concrete floor slab 5 to the integral prefabricated structure composed of the starting-layer precast wall unit 2 and the middle-layer precast floor slab 6. Repeat Steps 3 to 10; the same applies to the top-layer precast wall unit 4.

[0107] Step 12: Remove the installation bolts 14 and the ear plate connecting plates 15, and cut off the ear plates 13; complete the on-site construction process of the entire prefabricated hybrid shear wall system with concrete-filled steel tube connection nodes.

[0108] In specific implementation, to significantly shorten the construction period, the strip steel plate can also be thickened and the installation ear plates can be strengthened to provide vertical support; strengthen the welding of the out-bar sections of the precast floor slabs of each layer to the strip steel plate to provide horizontal support; first complete the assembly and welding of the precast wall units from bottom to top, and finally pour the concrete and cut off the ear plates.

[0109] From the implementation and tests, it can be seen that the prefabricated hybrid shear wall system of the present invention has excellent mechanical properties, convenient construction, and reasonable economy. It breaks through some technical bottlenecks encountered in the current engineering application of precast concrete shear walls and has great market promotion value.

Claims

1. An assembled hybrid shear wall system with concrete-filled steel tube connection joints, characterized in that: It is mainly composed of a starting layer precast wall unit (2), a middle layer precast wall unit (3) and a top layer precast wall unit (4) arranged from bottom to top along the wall surface. Each of the above units adopts a precast wall unit structure; The precast wall unit structure mainly consists of an upper strip steel plate (18), a lower strip steel plate (9), a steel bar truss and a middle concrete member. Two parallel upper strip steel plates (18) and two parallel lower strip steel plates (9) are respectively arranged at the upper and lower ends of the concrete member. The middle parts of the two upper strip steel plates (18) / the two lower strip steel plates (9) are buried inside the concrete member and welded to the vertical steel bars of two mesh steels respectively. The two sides of the upper strip steel plate (18) and the lower strip steel plate (9) extend out of the concrete member and are welded to the end vertical steel bars; A plurality of horizontal stiffeners (10) and a plurality of vertical stiffeners (12) are arranged at intervals in the horizontal direction between the two upper strip steel plates (18) and between the two lower strip steel plates (9). The horizontal stiffeners (10) and the vertical stiffeners (12) are arranged at intervals and are staggeredly arranged; The horizontal ends of the horizontal stiffeners (10) and the vertical stiffeners (12) are respectively connected between the inner surfaces of the two upper strip steel plates (18) / the two lower strip steel plates (9), so that the two upper strip steel plates (18) / the two lower strip steel plates (9) are connected into one body through the horizontal stiffeners (10) and the vertical stiffeners (12); Studs (11) are welded to the outer surface of the horizontal stiffeners (10); The upper ends of the upper strip steel plates (18) of the precast wall unit structures of each precast wall unit and the lower ends of the lower strip steel plates (9) of the precast wall unit structures of the upper layer precast wall units are aligned in parallel and a gap is provided therebetween and welded by a groove weld (16). And the space enclosed by the outboard sections of the upper strip steel plate (18) and the lower strip steel plate (9) and the horizontal stiffeners (10) therebetween is used as a cavity, and self-compacting concrete (17) is poured into the cavity. Studs (11) are welded to the surfaces of the horizontal stiffeners in the cavity facing the center of the cavity.

2. The assembled hybrid shear wall system with concrete-filled steel tube connection joints according to claim 1, characterized in that: The precast wall unit structure of the starting layer precast wall unit (2) is exactly the same as the precast wall unit structure of the middle layer precast wall unit (3). The difference between the precast wall unit structure of the top layer precast wall unit (4) and the precast wall unit structure of the middle layer precast wall unit (3) is that the outer upper strip steel plate (19) on the side far from the top precast floor slab (7) extends out of the plate and studs (11) are welded to the outer side surface, and the inner upper strip steel plate (20) on the side close to the top precast floor slab (7) does not extend out of the plate upwards.

3. The assembled hybrid shear wall system with concrete-filled steel tube connection joints according to claim 1, characterized in that: The lower end of the starting layer prefabricated wall unit (2) is connected to the embedded layer cast-in-place reinforced concrete shear wall (1) and the embedded layer cast-in-place reinforced concrete floor slab (5) below the bottom floor; the starting layer prefabricated wall unit (2) and the middle layer prefabricated wall unit (3) and the middle layer prefabricated wall units (3) of the upper and lower adjacent floors are connected to the middle layer prefabricated floor slab (6) of the middle floor; the top layer prefabricated wall unit (4) is connected to the top layer prefabricated floor slab (7) of the top floor.

4. The assembled hybrid shear wall system with steel tube concrete connection nodes according to claim 1, Features: The concrete component is a concrete wall located in the middle of the prefabricated wall unit structure. The steel truss includes two mesh steel bars embedded in the concrete component and respectively arranged near the wall surfaces on both sides of the concrete component. Each mesh steel bar is mainly composed of a plurality of parallel and spaced vertical steel bars (3.1) and a plurality of parallel and spaced horizontal steel bars (3.2) arranged vertically and cross-arranged and welded. Two horizontal steel bars (3.2) at the same level of the two mesh steel bars are horizontally extended out of the concrete component and bent toward each other to form a ring steel bar. An end vertical steel bar (3.3) is arranged at the bend of the ring steel bar. The end vertical steel bar (3.3) is parallel to the vertical steel bar (3.1) and is also arranged vertically. The bend of the end vertical steel bar (3.3) and the ring steel bar is welded.

5. The assembled hybrid shear wall system with steel tube concrete connection nodes according to claim 4, Features: An ear plate (13) is provided on the outer surfaces of the two upper strip steel plates (18) / two lower strip steel plates (9) on the outer sides of each vertical stiffening rib (12), and the ear plates (13) on both sides and the corresponding vertical stiffening rib (12) are located on the same vertical plane.

6. The assembled hybrid shear wall system with steel tube concrete connection nodes according to claim 5, Features: Two parallel slotted steel plates (8) are pre-embedded at the top of the cast-in-place reinforced concrete shear wall (1) and are arranged at intervals. The slotted steel plates (8) are lap-welded to the vertical steel bars (1.1) of the embedded layer inside the cast-in-place reinforced concrete shear wall (1). A plurality of horizontal stiffening ribs (10) and a plurality of vertical stiffening ribs (12) are arranged at intervals in the horizontal direction between the two slotted steel plates (8). The horizontal ends of the horizontal stiffening ribs (10) and the vertical stiffening ribs (12) are respectively connected between the two slotted steel plates (8). An ear plate (13) is provided on the outer surface of the two slotted steel plates (8) on the outer sides of each vertical stiffening rib (12). The ear plates (13) on both sides and the corresponding vertical stiffening ribs (12) are located on the same vertical plane. The cast-in-place reinforced concrete floor slab (5) of the embedded layer is mainly composed of concrete, and upper and lower steel bar meshes embedded in the upper and lower parts of the concrete. The upper steel bar mesh is mainly composed of multiple upper embedded layer steel bars (5.1) arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple lower embedded layer steel bars (5.2) arranged in parallel at intervals. The upper embedded layer steel bars (5.1) and the lower embedded layer steel bars (5.2) are horizontally extended and connected to the grooved steel plate (8), and after passing through the notch of the grooved steel plate (8), they are bent and anchored. The grooved steel plate (8) protrudes upward from the slab, and the post-cast concrete (5.3) of the embedded layer is poured between the horizontally extended sections of the upper embedded layer steel bars (5.1) and the lower embedded layer steel bars (5.2) and the grooved steel plate (8).

7. A precast hybrid shear wall system with a concrete-filled steel tube connection joint according to claim 6, characterized in that: A gap is provided and welded by a groove weld (16) after the lower end of the strip steel plate (9) at the lower end of the precast wall unit structure of the starting layer precast wall unit (2) and the grooved steel plate (8) of the cast-in-place reinforced concrete shear wall (1) of the embedded layer are aligned in parallel. And the space enclosed by the grooved steel plate (8) of the cast-in-place reinforced concrete shear wall (1) of the embedded layer, the plate-protruding section of the lower strip steel plate (9) of the starting layer precast wall unit (2), and the horizontal stiffeners (10) of the precast wall unit structure of the starting layer precast wall unit (2) and the cast-in-place reinforced concrete shear wall (1) of the embedded layer is used as a cavity, and self-compacting concrete (17) is poured into the cavity. Studs (11) are welded on the surfaces of the horizontal stiffeners in the cavity facing the center of the cavity.

8. A precast hybrid shear wall system with a concrete-filled steel tube connection joint according to claim 6, characterized in that: The starting layer precast wall units (2), the intermediate layer precast wall units (3), and the top layer precast wall units (4) on the same floor are all connected by open stirrups (21). Specifically, they are connected by open stirrups (21) between the horizontal steel bars (3.2) of adjacent precast wall unit structures. The two ends of the open stirrups (21) are respectively lapped or welded to the two horizontal steel bars (3.2) of adjacent precast wall unit structures. Self-compacting concrete (17) is poured into the space of the extended sections of the horizontal steel bars (3.2) of the starting layer precast wall units (2), the intermediate layer precast wall units (3), and the top layer precast wall units (4).

9. A precast hybrid shear wall system with a concrete-filled steel tube connection joint according to claim 6, characterized in that: At the top of each middle - layer precast wall unit (3), it is connected to the middle - layer precast floor slab (6). The middle - layer precast floor slab (6) is mainly composed of concrete and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple middle - layer upper steel bars (6.1) arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple middle - layer lower steel bars (6.2) arranged in parallel at intervals. The middle - layer upper steel bars (6.1) and the middle - layer lower steel bars (6.2) extend horizontally and are connected to the outer side of the upper strip steel plate (18) of the middle - layer precast floor slab (6) and are annularly closed. Middle - layer post - cast concrete (6.3) is poured between the horizontal extension sections of the middle - layer upper steel bars (6.1) and the lower steel bars (6.2) and the upper strip steel plate (18). And a detachable hanging formwork (22) is suspended and installed below the extension sections of the middle - layer upper steel bars (6.1) and the middle - layer lower steel bars (6.2). At the top of each top - layer precast wall unit (4), it is connected to the top - layer precast floor slab (7). The top - layer precast floor slab (7) is mainly composed of concrete and upper and lower steel bar meshes embedded in the concrete. The upper steel bar mesh is mainly composed of multiple top - layer upper steel bars (7.1) arranged in parallel at intervals, and the lower steel bar mesh is mainly composed of multiple top - layer lower steel bars (7.2) arranged in parallel at intervals. The top - layer upper steel bars (7.1) and the top - layer lower steel bars (7.2) extend horizontally and are connected to the outer side of the upper strip steel plate (18) of the top - layer precast floor slab (7) and are annularly closed. Top - layer post - cast concrete (7.3) is poured between the horizontal extension sections of the top - layer upper steel bars (7.1) and the top - layer lower steel bars (7.2) and the upper strip steel plate (18). And a detachable hanging formwork (22) is suspended and installed below the extension sections of the top - layer upper steel bars (7.1) and the top - layer lower steel bars (7.2).

10. A prefabricated hybrid shear wall system with a concrete - filled steel tube connection joint according to claim 6, characterized in that: Before construction, between the ear plates (13) at the lower end of the starting - layer precast wall unit (2) and the ear plates (13) of the cast - in - place reinforced concrete shear wall (1) of the embedded layer, between the ear plates (13) at the upper end of the starting - layer precast wall unit (2) and the ear plates (13) at the lower end of the middle - layer precast wall unit (3), between the ear plates (13) of adjacent middle - layer precast wall units (3), and between the ear plates (13) at the upper end of the middle - layer precast wall unit (3) and the lower end of the precast wall unit structure of the top - layer precast wall unit (4), they are all fixedly connected by installation bolts (14) and ear - plate connecting plates (15).

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