On-site formwork-free vertical and horizontal wall connection structure and construction technology for composite shear walls

Abstract

The invention is a formwork-free on-site vertical and horizontal wall connection structure and construction process for composite shear walls. The precast concrete wall panels of the precast wall extend to the node position to form a closed cavity. A vertical post-cast section is set in the closed cavity, and horizontal connecting steel bars are pre-threaded. The horizontal connecting steel bars in the cavity are moved as a whole to the designed position with the help of a special shift rod, and the post-cast concrete is poured to achieve the connection of the vertical and horizontal precast walls. The present invention can realize the formwork-free construction site of the vertical post-cast section at the connection node position of the vertical and horizontal precast walls of the composite shear wall structure, which can significantly improve the on-site construction efficiency. At the same time, an edge component area with a hoop reinforcement constraint effect basically equivalent to that of a cast-in-place shear wall can be formed at the connection node position. The length of the horizontal connecting steel bar extending into the precast wall cavity can meet the overlap force transmission requirements, and the connection integrity is strong. It is suitable for high-rise composite shear wall structures with high seismic fortification requirements.

Description

Technical Field

[0001] The invention belongs to the field of building technology, relates to a composite shear wall, and in particular to an on-site formwork-free vertical and horizontal wall connection structure and a construction process for the composite shear wall. Background Art

[0002] The precast walls of a composite shear wall structure consist of two precast concrete panels with a cavity between them. These panels are connected by steel trusses, concrete longitudinal ribs, or a flat welded steel mesh. During on-site construction, the precast concrete panels also serve as formwork for the post-cast concrete within the cavity, eliminating the need for on-site formwork. This improves on-site construction efficiency and ensures high quality.

[0003] However, in actual composite shear wall structures, the vertical and horizontal precast walls are mostly connected through vertical post-cast sections, which still require local formwork support, and cannot maximize the advantages of prefabricated construction. Existing vertical and horizontal wall formwork-free connection structures (see the China Association for Engineering Construction Standardization standard "Technical Specification for Prefabricated Integral Steel Welded Mesh Composite Concrete Structures" T / CECS579-2019) do not have stirrups and tension bars in the precast walls. The area of ​​stirrups constraining concrete in the edge component area is small or there are no stirrups constraining concrete, which cannot guarantee the compressive performance of the concrete in the edge component area. At the same time, the length of the horizontal connecting bars extending into the precast wall is short, which cannot meet the overlap force transmission requirements of the horizontal connecting bars and the horizontal distributed steel bars in the precast wall. As a result, its applicable height is limited. It is generally only used in multi-story residential buildings with no more than six floors and cannot be applied to high-rise residential buildings. Summary of the Invention

[0004] In order to overcome the shortcomings of the above-mentioned existing composite shear wall vertical and horizontal wall connection structure, the purpose of the present invention is to provide an on-site formwork-free vertical and horizontal wall connection structure and construction process for composite shear walls, extending the precast concrete wall panels of the precast wall to the vertical post-casting section position as the vertical post-casting section formwork, and at the same time optimizing the structure of the horizontal connecting steel bars and the on-site construction process of the connection nodes. Compared with the existing structure, the present invention can not only achieve on-site formwork-free construction of the vertical post-casting section of the vertical and horizontal wall connection nodes, but also form an edge component area at the connection node position with a hoop reinforcement constraint effect that is basically equivalent to that of cast-in-place. The length of the horizontal connecting steel bars extending into the precast wall cavity can meet the overlap force transmission requirements, and the connection integrity is strong, which is suitable for high-rise composite shear wall structures with high seismic protection requirements.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is:

[0006] A formwork-free on-site vertical and horizontal wall connection structure for composite shear walls mainly includes vertical and horizontal precast walls and a vertical post-cast section 1 at the connection between the vertical and horizontal precast walls. The vertical and horizontal precast walls are composed of an A-side precast concrete wall panel 21, a B-side precast concrete wall panel 22 and a cavity 23 therebetween. The vertical and horizontal precast walls are connected to form an L-shaped or T-shaped connection node, which is characterized in that the A-side precast concrete wall panel 21 of the vertical and horizontal precast walls extends toward the vertical post-cast section 1 and forms a closed cavity around the vertical post-cast section 1. A horizontal connecting steel bar 15 is passed between the vertical post-cast section 1 and the cavity 23 of the longitudinal precast wall, and a horizontal connecting steel bar 26 is passed between the vertical post-cast section 1 and the cavity 23 of the transverse precast wall. Post-cast concrete is poured to complete the connection between the vertical and horizontal precast walls, thereby realizing formwork-free construction at the vertical post-cast section 1 at the connection position of the vertical and horizontal precast walls.

[0007] The overall range of the vertical post-cast section 1 and the precast wall edge component area 25 is determined with reference to the shear wall edge component range recommended by the current specifications; the precast wall edge component area 25 is only equipped with precast wall edge component vertical structural steel bars 31 with a diameter not greater than 10 mm that do not protrude from the precast wall, and vertical post-cast section edge component vertical steel bars 11 with a diameter not less than 16 mm are arranged in the vertical post-cast section 1 to ensure the bending resistance of the shear wall; vertical post-cast section stirrups 12 are arranged in the vertical post-cast section 1, and precast wall edge component stirrups 32 and precast wall edge component tension bars 33 are arranged in the precast wall edge component area 25, respectively forming stirrup restraint effects on the concrete of the vertical post-cast section 1 and the precast wall edge component area 25, thereby ensuring the elastic-plastic deformation capacity of the shear wall.

[0008] The vertical structural steel bars 31 of the upper and lower precast wall edge members are overlapped and connected by a single row of additional connecting steel bars 34 of the precast wall edge members. The single row of additional connecting steel bars 34 of the precast wall edge members are arranged at the floor position of the cavity 23, arranged in a single row along the centerline of the wall thickness, and extending into the precast wall to meet the overlap force transmission requirements. Their total area is not less than the total area of ​​the vertical structural steel bars 31 of the precast wall edge members to which they are overlapped and connected; the vertical steel bars 11 of the upper and lower vertical post-cast section edge members are connected by steel bar joints 111, and the steel bar joints 111 are arranged at the same height or staggered a certain distance; the total area of ​​the vertical steel bars 11 of the vertical post-cast section edge members and the single row of additional connecting steel bars 34 of the vertical structural steel bars of the precast wall edge members must meet the requirements for the shear wall bending bearing capacity verification, or meet the minimum reinforcement ratio requirements for the vertical steel bars of the shear wall edge members in the current specifications.

[0009] An installation seam 13 is provided between adjacent prefabricated walls to adjust the installation accuracy of the prefabricated walls. The width of the installation seam 13 is 10 to 20 mm.

[0010] Except for the horizontal connecting steel bar 15 in the bottom overlap section 27 of the vertical distribution steel bars of the T-shaped connection node, which uses straight steel bars, the horizontal connecting steel bars 15 in other positions use U-shaped steel bars; the horizontal connecting steel bars 16 of the L-shaped and T-shaped connection nodes use U-shaped steel bars, the closed end of which extends into the cavity 23, and the open end extends into the vertical post-cast section 1 and is provided with a 45° hook at the end to prevent the horizontal connecting steel bar 16 from being stuck with other steel bars during movement; the closed end of the horizontal connecting steel bar 16 is welded with a transverse steel bar 17, and the horizontal connecting steel bar 16 is followed by the transverse steel bar 17 during the movement of the shift rod 5. The transverse steel bar 17 is in contact with the positioning steel bars 18 in the cavity 23 to ensure that the horizontal connecting steel bar 16 does not shift during the pouring of post-cast concrete; the diameters of the horizontal connecting steel bars 15 and the horizontal connecting steel bars 16 are not less than the diameter of the horizontal distribution steel bars 35 in the precast wall, and the spacing between them is not greater than the spacing between the horizontal distribution steel bars 35.

[0011] When used for L-shaped connection nodes, the longitudinal precast wall is precast wall 1 2, the transverse precast wall is precast wall 2 3, and an extended stirrup 321 is set at one end of the precast wall 1 close to the vertical post-cast section 1 to overlap and connect with the horizontal distribution steel bar 35 in the precast wall 1. The extended stirrup 321 extends from the inner side of the precast concrete wall panel 21 on the A side and extends from the end of the precast concrete wall panel 22 on the B side through the cavity 23, and extends into the vertical post-cast section 1 to realize the connection between the precast wall 2 and the vertical post-cast section 1. At this time, there is no need to arrange the horizontal connecting steel bar 15; when used for T-shaped connection nodes, the longitudinal precast wall is precast wall 2, the transverse precast wall is precast wall 3, and the horizontal connection steel bar 15 is no longer needed. Wall 23, the horizontal precast wall is precast wall 14, and when precast wall 12 and precast wall 23 do not have precast wall edge component area 25, tie bars 38 are set at the end of the precast wall near the end of the vertical post-cast section 1 to tie the precast concrete wall panel 21 on the A side and the precast concrete wall panel 22 on the B side, to assist the ends of the precast concrete wall panel 21 on the A side and the precast concrete wall panel 22 on the B side to resist the side form pressure of the post-cast concrete pouring in the cavity 23, to ensure that the outermost steel truss 24 of precast wall 12 and precast wall 23 is not less than 450mm away from the end of the precast wall, so as to facilitate the insertion of horizontal connecting steel bars 15.

[0012] When used in a T-shaped connection node, the upper and lower layers of vertical distribution steel bars 36 within the moving range of the horizontal connecting steel bar 15 are overlapped and connected by a single row of additional connecting steel bars 39 of vertical distribution steel bars. The single row of additional connecting steel bars 39 of vertical distribution steel bars are arranged in a single row along the center line of the wall thickness and the length of the vertical distribution steel bars extending into the prefabricated wall meets the overlap force transmission requirements. The area thereof is not less than the total area of ​​the vertical distribution steel bars 36 overlapped and connected; the upper and lower layers of vertical distribution steel bars 36 in other areas are overlapped and connected by a double row of additional connecting steel bars 37 of vertical distribution steel bars. The diameter of the double row of additional connecting steel bars 37 of vertical distribution steel bars is not less than the diameter of the vertical distribution steel bars 36.

[0013] The present invention also provides a construction process for the on-site formwork-free vertical and horizontal wall connection structure for the composite shear wall, wherein the precast concrete wall panels of the vertical and horizontal precast walls are extended to the vertical post-cast section 1 and a closed cavity is formed outside the vertical post-cast section 1, a horizontal connecting steel bar 15 is passed between the vertical post-cast section 1 and the cavity 23 of the longitudinal precast wall, and a horizontal connecting steel bar 216 is passed between the vertical post-cast section 1 and the cavity 23 of the transverse precast wall, the horizontal connecting steel bar 216 is moved as a whole to the designed position by using the shift rod 5, and the post-cast concrete is poured to complete the connection of the vertical and horizontal precast walls, thereby realizing the formwork-free construction site of the vertical post-cast section 1 at the connection position of the vertical and horizontal precast walls.

[0014] Specifically, when used for L-shaped connection nodes, the longitudinal prefabricated wall is prefabricated wall 12, and the transverse prefabricated wall is prefabricated wall 23. The prefabricated concrete wall panels 21 on the A sides of prefabricated wall 12 and prefabricated wall 23 both extend to the vertical post-casting section 1. The on-site construction process is: install prefabricated wall 12, lay out the vertical post-casting section edge member vertical steel bars 11 and complete the steel bar joint 111 connection construction, and tie the vertical post-casting section stirrups 12; penetrate the horizontal connecting steel bars 15 at the corresponding height of the horizontal distribution steel bars 35 in the cavity 23 of prefabricated wall 12, and tie and position them with the vertical post-casting section stirrups 12; penetrate the horizontal connecting steel bars 21 at the corresponding height of the horizontal distribution steel bars 35 in the cavity 23 of prefabricated wall 23, and ensure that the horizontal connecting steel bars 216 are not exposed The precast concrete wall panel 22 on the B side of the precast wall 23 is connected in series with the horizontal connecting steel bars 216 in the cavity 23 by passing the shift rod 5 through the top of the precast wall 23. The shift rod 5 is temporarily fixed to the precast wall 23 to ensure that there is no significant shaking during the lifting process; the precast wall 23 is lifted to the designed position, and the shift rod 5 is moved from the top of the precast wall 23 and the horizontal joint 14 at the bottom of the precast wall to the vertical post-cast section 1 at the same time to move the horizontal connecting steel bars 216 as a whole to the designed position; the shift rod 5 is taken out, the positioning steel bars 18 are passed through and tied with other steel bars to ensure that the horizontal connecting steel bars 216 do not shift during the pouring of post-cast concrete, and other steel bars are tied. The vertical post-cast section 1 and the post-cast concrete in the cavity 23 are poured to complete the node connection.

[0015] Specifically, when used for T-shaped connection nodes, the longitudinal precast walls are precast wall 1 2 and precast wall 2 3, which are located on both side wings, and the transverse precast wall is precast wall 1 4. The precast concrete wall panels 21 on the A side of precast wall 1 2 and precast wall 2 3 both extend to the vertical post-cast section 1. The on-site construction process is: install precast wall 1 2, lay out the vertical post-cast section edge member vertical steel bars 11 and complete the steel bar joint 111 connection construction, and tie the vertical post-cast section stirrups 12; horizontally distribute the steel bars 35 in the cavity 23 of precast wall 1 2 and pass the horizontal connecting steel bars 15 at the corresponding height to ensure that the horizontal connecting steel bars 15 are close to the end of the precast wall 2 3 and do not expose the vertical post-cast section 1; hoist the precast wall 2 3 to the designed position, move the horizontal connecting steel bars 15 into the cavity 23 of the precast wall 2 3 to the designed position on the side of the opening of the vertical post-cast section 1, and tie it with the vertical post-cast section stirrups 12 Tie and position; horizontally distribute the steel bars 35 in the cavity 23 of the precast wall three 4 and pass the horizontal connecting steel bars 16 at a corresponding height to ensure that the horizontal connecting steel bars 16 do not expose the precast wall three 4. In the cavity 23, a shift rod 5 is passed through the top of the precast wall three 4 to connect the horizontal connecting steel bars 16 in series up and down as a whole. The shift rod 5 is temporarily fixed to the precast wall three 4 to ensure that there is no significant shaking during the lifting process; lift the precast wall three 4 to the designed position, and move the shift rod 5 from the top of the precast wall three 4 and the horizontal joint 14 at the bottom of the precast wall to the vertical post-cast section 1 at the same time to move the horizontal connecting steel bars 16 as a whole to the designed position; take out the shift rod 5, pass the positioning steel bars 18 and tie them with other steel bars to ensure that the horizontal connecting steel bars 16 do not shift during the pouring of post-cast concrete, tie other steel bars, pour the vertical post-cast section 1 and the post-cast concrete in the cavity 23 to complete the node connection.

[0016] The displacement rod 5 consists of a vertical rod 51 and a horizontal rod 52, which can be made by welding rectangular steel pipes. The vertical rod 51 is inserted into the closed loop formed by the closed end of the horizontal connecting steel bar 16 and the transverse steel bar 17. The horizontal rod 52 is placed on the top of the prefabricated wall and temporarily fixed to the prefabricated wall. Compared with the existing technology, the present invention has the following advantages:

[0017] (1) The present invention utilizes precast concrete slabs of precast walls as templates for vertical post-cast sections, which can achieve on-site formwork-free construction of vertical post-cast sections at the connection nodes of vertical and horizontal walls, thereby greatly improving on-site construction efficiency.

[0018] (2) The present invention can form stirrups at the connection node position with a constraint effect that is basically equivalent to the cast-in-place edge component area. The length of the horizontal connecting steel bars extending into the prefabricated wall cavity can meet the overlap force transmission requirements. The connection integrity is strong and is suitable for high-rise composite shear wall structures with high seismic protection requirements.

[0019] (3) The present invention utilizes a shift rod to realize the insertion and overall displacement of the horizontal connecting steel bars in the closed cavity, which has high on-site construction efficiency. Combined with the positioning steel bars, it can ensure that the horizontal connecting steel bars do not shift during the subsequent pouring of concrete, ensure that their position is at the design requirement position, and ensure the safety of the structure.

[0020] (4) The node structure of the present invention is highly versatile and can be used for the L-shaped and T-shaped nodes of the longitudinal and transverse walls of prefabricated composite shear walls such as existing double-sided composite shear walls and SPCS steel welded mesh composite shear walls. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a three-dimensional schematic diagram of a typical structure of the present invention applied to the L-shaped node position of the vertical and horizontal walls.

[0022] Figure 2 for Figure 1 Schematic diagram of the AA section.

[0023] Figure 3 for Figure 1 Schematic diagram of the construction of the horizontal joint in the precast edge component area, where a single row of additional connecting steel bars of the vertical structural steel bars of the precast wall edge component are arranged in the cavity.

[0024] Figure 4 for Figure 1 The three-dimensional schematic diagram of the first step of on-site construction of the L-shaped node is shown.

[0025] Figure 5 for Figure 1 The three-dimensional schematic diagram of the second step of on-site construction of the L-shaped node is shown.

[0026] Figure 6 for Figure 1 The three-dimensional schematic diagram of the third step of on-site construction of the L-shaped node is shown.

[0027] Figure 7 for Figure 1 The three-dimensional schematic diagram of the fourth step of on-site construction of the L-shaped node is shown.

[0028] Figure 8 Schematic diagram of the structure of the shift rod of the present invention.

[0029] Figure 9 Schematic diagram of the relationship between the displacement rod and the second horizontal connecting steel bar of the present invention.

[0030] Figure 10 A three-dimensional schematic diagram of an improved version of prefabricated wall 1 is shown.

[0031] Figure 11 for Figure 10 Schematic diagram of the middle BB cross section.

[0032] Figure 12 for Figure 1 The shown L-shaped node is a schematic diagram of an improved version using prefabricated wall.

[0033] Figure 13 It is a three-dimensional schematic diagram of a typical structure of the present invention for T-shaped nodes of vertical and horizontal walls when the node area is designed as a structural edge member according to current specifications.

[0034] Figure 14 for Figure 13 Schematic diagram of the CC cross section.

[0035] Figure 15 for Figure 13 Schematic diagram of the middle DD cross section.

[0036] Figure 16 for Figure 13 Three-dimensional schematic diagram of precast wall 1 and precast wall 2.

[0037] Figure 17 for Figure 16 Schematic diagram of the EE cross section.

[0038] Figure 18 for Figure 13 The three-dimensional schematic diagram of the first step of on-site construction of the T-shaped node is shown.

[0039] Figure 19 for Figure 13 The three-dimensional schematic diagram of the second step of on-site construction of the T-shaped node is shown.

[0040] Figure 20 for Figure 13 The three-dimensional schematic diagram of the third step of on-site construction of the T-shaped node is shown.

[0041] Figure 21 for Figure 13 The three-dimensional schematic diagram of the fourth step of on-site construction of the T-shaped node is shown.

[0042] Figure 22 for Figure 13 The three-dimensional schematic diagram of the fifth step of on-site construction of the T-shaped node is shown.

[0043] Figure 23 It is a three-dimensional schematic diagram of a typical structure of the present invention for a T-shaped node of a vertical and horizontal wall, when the node area is designed as a constrained edge member according to current specifications.

[0044] Figure 24 for Figure 23 Schematic diagram of the FF cross section.

[0045] Figure 25 for Figure 23 Schematic diagram of the GG cross section.

[0046] In the figure: 1-vertical post-cast section; 2-precast wall 1; 3-precast wall 2; 4-precast wall 3; 5-shift rod; 11-vertical post-cast section edge member vertical reinforcement; 111-rebar joint; 12-vertical post-cast section stirrups; 13-installation joint; 14-horizontal joint at the bottom of the precast wall; 15-horizontal connecting reinforcement 1; 16-horizontal connecting reinforcement 2; 17-transverse reinforcement; 18-positioning reinforcement; 21-precast concrete wall panel on the A side; 22-precast concrete wall panel on the B side; 23-cavity; 24-rebar truss; 25-precast wall edge member area; 26-precast Wall body area; 27-bottom lap section of vertical distribution steel bars; 28-section outside bottom lap of vertical distribution steel bars; 31-vertical structural steel bars of precast wall edge components; 32-stirrups of precast wall edge components; 321-extending stirrups; 33-tension bars of precast wall edge components; 34-single-row additional connecting steel bars of vertical structural steel bars of precast wall edge components; 35-horizontal distribution steel bars; 36-vertical distribution steel bars; 37-double-row additional connecting steel bars of vertical distribution steel bars; 38-tie bars; 39-single-row additional connecting steel bars of vertical distribution steel bars; 51-vertical bars; 52-horizontal bars. DETAILED DESCRIPTION

[0047] The embodiments of the present invention are described in detail below with reference to the accompanying drawings and examples.

[0048] The present invention provides an on-site formwork-free vertical and horizontal wall connection structure for composite shear walls and its corresponding construction process. Figures 1 to 25 As shown, it mainly includes longitudinal and transverse precast walls and a vertical post-cast section 1 at the connection between the longitudinal and transverse precast walls. The longitudinal and transverse precast walls are composed of precast concrete wall panels 21 on the A side, precast concrete wall panels 22 on the B side, and a cavity 23 between them. The present invention comprehensively considers the on-site construction of the vertical post-cast section and the integrity of the node connection, and optimizes and improves the node structure. Specifically:

[0049] At the L-shaped or T-shaped node position where the longitudinal and transverse precast walls are connected, the precast concrete wall panels of the longitudinal and transverse precast walls extend toward the vertical post-cast section 1 and form a closed cavity outside the vertical post-cast section 1, which also serves as a template for the vertical post-cast section 1. The vertical post-cast section 1 is arranged in the closed cavity. A horizontal connecting steel bar 15 is passed between the vertical post-cast section 1 and the cavity 23 of the longitudinal precast wall. A horizontal connecting steel bar 26 is passed between the vertical post-cast section 1 and the cavity 23 of the transverse precast wall. A special shift rod 5 is used to move the horizontal connecting steel bar 26 in the cavity 23 to the designed position as a whole. The post-cast concrete is poured to complete the connection of the longitudinal and transverse precast walls, thereby realizing the vertical post-cast section 1 at the connection position of the longitudinal and transverse precast walls without formwork on the construction site.

[0050] In the present invention, an installation seam 13 may be provided between adjacent prefabricated walls to adjust the installation accuracy of the prefabricated walls. The width of the installation seam 13 is preferably 10 to 20 mm.

[0051] The horizontal distribution steel bars 35 in the prefabricated wall are connected by overlapping with the horizontal connecting steel bars 15 and the horizontal connecting steel bars 2 16 to achieve a reliable connection between the prefabricated wall and the vertical post-cast section 1, and between the longitudinal and transverse prefabricated walls. To ensure that the prefabricated wall fully exerts its oblique section shear capacity, the diameter of the horizontal connecting steel bars 15 and the horizontal connecting steel bars 2 16 should not be smaller than the diameter of the horizontal distribution steel bars 35, and the spacing between them should not be greater than the spacing between the horizontal distribution steel bars 35. The length extending into the prefabricated wall cavity 23 should meet the overlapping force transmission requirements.

[0052] In particular, the horizontal connecting steel bar 216 should preferably be a U-shaped steel bar, with its closed end extending into the cavity 23 of the horizontal precast wall and the open end extending into the vertical post-cast section 1 and provided with a 45° hook at the end. The 45° hook is perpendicular to the plane where the horizontal connecting steel bar 216 is located, forming an arc on the horizontal connecting steel bar 216 to prevent the horizontal connecting steel bar 216 from colliding with or getting stuck with other steel bars during its movement. The horizontal connecting steel bar 216 needs to be moved in the cavity 23 with the help of a shift rod 5. A transverse steel bar 17 is welded to the inside of the closed end of the horizontal connecting steel bar 216. During the movement of the shift rod 5, the horizontal connecting steel bar 216 is moved along by the transverse steel bar 17. At the same time, the transverse steel bar 17 contacts the vertical positioning steel bar 18 in the cavity 23 to ensure that the horizontal connecting steel bar 216 does not shift during the pouring of post-cast concrete.

[0053] In the present invention, after post-cast concrete is poured into cavity 23, the vertical post-cast section 1 and precast wall edge member area 25 together form an integral edge member that participates in structural load-bearing. The overall range of this edge member is determined by reference to the provisions for shear wall edge members in the current standards, "Code for Seismic Design of Buildings" and "Technical Code for Concrete Structures of High-Rise Buildings." Precast wall edge member area 25 is equipped only with precast wall edge member vertical structural reinforcement 31, with a diameter no greater than 10mm, that does not extend beyond the precast wall. Vertical post-cast section edge member vertical reinforcement 11, with a diameter no less than 16mm, is installed within vertical post-cast section 1 as the primary load-bearing vertical reinforcement for the edge member, providing bending resistance for the shear wall.

[0054] Vertical post-cast section stirrups 12 are arranged in the vertical post-cast section 1, and precast wall edge component stirrups 32 and precast wall edge component tension bars 33 are arranged in the precast wall edge component area 25. The diameters and structures of the vertical post-cast section stirrups 12, the precast wall edge component stirrups 32 and the precast wall edge component tension bars 33 should meet the structural requirements of the current specifications for shear wall edge component stirrups and tension bars, so as to form stirrup restraint effects on the concrete of the vertical post-cast section 1 and the precast wall edge component area 25, respectively, and ensure the elastic-plastic deformation capacity of the shear wall.

[0055] In the present invention, the vertical structural steel bars 31 of the upper and lower layers of prefabricated wall edge components are overlapped and connected by a single row of additional connecting steel bars 34 of the vertical structural steel bars of the prefabricated wall edge components. The single row of additional connecting steel bars 34 of the vertical structural steel bars of the prefabricated wall edge components are arranged at the floor position of the cavity 23, arranged in a single row along the center line of the wall thickness, and the length extending into the prefabricated wall meets the overlap force transmission requirements, and its total area is not less than the total area of ​​the vertical structural steel bars 31 of the prefabricated wall edge components to which it is overlapped and connected.

[0056] In the present invention, the vertical reinforcement bars 11 of the edge members of the upper and lower vertical post-cast sections are connected using reinforcement joints 111. Reinforcement joints 111 are arranged at the same height, i.e., the percentage of joints within the same connection section is 100%. In this case, the performance of reinforcement joints 111 should meet the requirements of current specifications. Reinforcement joints 111 can also be staggered a certain distance to avoid 100% connection within the same connection section, which can reduce the performance requirements of reinforcement joints 111. Straight threaded joints are preferably used for reinforcement joints 111, but other types of reinforcement joints may also be used if the technology is reliable.

[0057] To ensure the bending capacity of the shear wall, the total area of ​​the vertical steel bars 11 of the vertical post-cast edge members and the single row of additional connecting steel bars 34 of the vertical structural steel bars of the precast wall edge members must meet the requirements for the shear wall bending bearing capacity verification, or meet the minimum reinforcement ratio requirements of the current specifications for the vertical steel bars of the shear wall edge members.

[0058] Figure 1 A typical structure of the present invention applied to L-shaped joints between vertical and horizontal walls is provided. The longitudinal precast wall is precast wall 1 2, and the transverse precast wall is precast wall 2 3. Precast concrete panels 21 on the A side of Precast Wall 1 2 and Precast Wall 2 3 extend toward the vertical post-cast section 1, forming a closed cavity around the periphery of the vertical post-cast section 1 and also serving as the formwork for the vertical post-cast section 1. Precast concrete panels 22 on the B side extend to the inner edge of the vertical post-cast section 1. An installation gap 13 with a width of approximately 10 to 20 mm is provided between the precast concrete panels 21 on the A side and the precast concrete panels 22 on the B side of Precast Wall 1 2 and Precast Wall 2 3 to facilitate adjustment of the installation accuracy of Precast Wall 1 2 and Precast Wall 2 3 during on-site construction.

[0059] A vertical post-cast section 1 is provided within the enclosed cavity. Horizontal connecting steel bars 15 are provided between the vertical post-cast section 1 and the longitudinal precast wall, and horizontal connecting steel bars 16 are provided between the vertical post-cast section 1 and the transverse precast wall. Horizontal connecting steel bars 15 and 16 are provided at heights corresponding to the horizontal distribution steel bars 35 of the precast wall. One end of the horizontal connecting steel bars 15 and 16 extends into the precast wall cavity 23, where they overlap and connect with the horizontal distribution steel bars 35. The other end of the horizontal connecting steel bars 1 is reliably anchored within the vertical post-cast section 1. After pouring post-cast concrete, a reliable connection is achieved between the precast walls 1 and 2, and the vertical post-cast section 1. The diameters of the horizontal connecting steel bars 15 and 16 should not be smaller than the diameters of the horizontal distribution steel bars 35, and the spacing between them should not be greater than the spacing between the horizontal distribution steel bars 35. The length of the horizontal connecting steel bars 15 and 16 extending into the precast wall cavity 23 should meet the requirements for overlap force transmission.

[0060] The horizontal connecting steel bar 15 preferably adopts U-shaped steel bar, and the closed end of the U-shaped steel bar is located in the vertical post-cast section 1.

[0061] Precast wall 1 and precast wall 2 are required to be provided with a precast wall edge component area 25 near one end of the vertical post-cast section 1. In order to facilitate the on-site installation of the horizontal connecting steel bars 15 and 16, and to ensure the vibration space of the post-cast concrete in the cavity 23 of the precast wall edge component area 25, the structure adopted by the precast wall edge component area 25 is consistent with the patent applied for by me, entitled "A composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement of vertical post-cast sections" (mainly including a vertical post-cast section and a precast wall edge component area connected to the vertical post-cast section, the vertical post-cast section is set at the vertical and horizontal wall connection node of the composite shear wall, the width is equal to the wall thickness, and the vertical steel bars of the post-cast section edge components are concentrated in the vertical post-cast section as the main reinforcement of the edge component area of ​​the vertical and horizontal wall connection node). The vertical force reinforcement is used to ensure the bending resistance of the wall; the precast wall edge component area is equipped with small-diameter precast wall edge component vertical structural reinforcement that does not extend out of the precast wall, and no ordinary specification precast wall edge component vertical force reinforcement is configured; the vertical post-cast section edge component stirrups are configured in the vertical post-cast section, and the precast wall edge component stirrups or precast wall edge component tension bars are configured in the precast wall edge component area to form a partition constraint on the concrete in the vertical post-cast section and the precast wall edge component area to ensure the elastic-plastic deformation capacity of the wall; the horizontal connecting steel bars 1 and 2 are passed through the vertical post-cast section and the precast wall edge component area to achieve tensioning, and the integral edge component is formed after pouring the post-cast concrete). Figures 1 to 3As shown, precast wall edge member area 25 is configured only with precast wall edge member vertical structural steel bars 31, with a diameter no greater than 10 mm, that do not extend beyond the precast wall. A single row of additional connecting steel bars 34 is arranged at the floor level of cavity 23, overlapping and connecting the upper and lower layers of precast wall edge member vertical structural steel bars 31. The single row of additional connecting steel bars 34 is discontinuous vertically within cavity 23, extending into the precast wall to meet the overlap force transmission requirements, and its total area is no less than the total area of ​​the precast wall edge member vertical structural steel bars 34 it overlaps. The single row of additional connecting steel bars 34 is arranged in a single row along the midline of the wall thickness, avoiding interference with the insertion and movement of horizontal connecting bars 15 and 16 within cavity 23.

[0062] Precast wall edge member stirrups 32 and precast wall edge member ties 33 are arranged in the precast wall edge member area 25. Their diameter and structure should meet the structural requirements of the current specifications for stirrups and ties of shear wall edge members, form a stirrup restraint effect on the concrete in the precast wall edge member area 25, improve the compressive performance of the concrete in the precast wall edge member area 25, and jointly ensure the elastic-plastic deformation capacity of the shear wall with the vertical post-cast section 1.

[0063] The vertical reinforcement bars 11 of the vertical post-casting edge members with a diameter of not less than 16mm are arranged in the vertical post-casting section 1 as the main load-bearing vertical reinforcement bars of the edge members to provide bending resistance for the shear wall. The vertical reinforcement bars 11 of the upper and lower vertical post-casting edge members are connected by reinforcement joints 111. The reinforcement joints 111 can be Figure 1 As shown, staggering the height by a certain distance avoids 100% connection in the same connection section, which can reduce the performance requirements for steel bar joints 111. Straight threaded joints are preferred for steel bar joints 111; other types of steel bar joints may also be used if the technology is reliable. To ensure the bending capacity of the shear wall, the total area of ​​the vertical reinforcement 11 in the vertical post-cast edge members and the single-row additional connecting reinforcement 34 in the vertical structural reinforcement of the precast wall edge members must meet the requirements for the shear wall's bending bearing capacity verification or meet the minimum reinforcement ratio requirements for vertical reinforcement in shear wall edge members as specified in current specifications.

[0064] Figures 4 to 7 Shown step by step Figure 1 The on-site construction process of the L-shaped node of the vertical and horizontal walls is shown, specifically:

[0065] like Figure 4 As shown in step 1, install the prefabricated wall 2 and adjust its installation accuracy, lay out the vertical steel bars 11 of the vertical post-casting section edge member and complete the connection construction of the steel bar joint 111, tie the vertical post-casting section stirrups 12, and pay attention to the corresponding relationship between the vertical post-casting section stirrups 12 and the prefabricated wall edge member stirrups 32 in the wall height direction.

[0066] like Figure 5 In step 2, horizontal connecting steel bars 15 are inserted at a height corresponding to the horizontal distribution steel bars 35 in the cavity 23 of the precast wall 2. The horizontal connecting steel bars 15 are U-shaped steel bars with the open end extending into the cavity 23. One limb of the U-shaped steel bar is located between the precast concrete wall panel 21 on the A side of the precast wall 2 and the vertical steel bars 11 of the vertical post-cast section. The U-shaped steel bars are inserted one by one from the vertical post-cast section 1 to the cavity 23 of the precast wall 2, and are tied to the vertical post-cast section stirrups 12 to be positioned after being inserted to the designed position.

[0067] like Figure 6 In step three, before hoisting the precast wall 23, horizontal connecting bars 16 are installed at a height corresponding to the horizontal distribution bars 35 within the cavity 23 of the precast wall 23. The horizontal connecting bars 16 are U-shaped bars, with their closed ends extending into the cavity 23 of the precast wall and transverse bars 17 welded to the inside of the ends. A 45-degree hook is provided at the open end, perpendicular to the plane of the horizontal connecting bars 16. This creates an arc around the horizontal connecting bars 16 to prevent them from colliding or becoming stuck with other bars during movement. The horizontal connecting steel bars 16 do not expose the precast concrete wall panel 22 on the B side of the precast wall 3. The shift rod 5 is inserted from top to bottom into the closed area formed by the closed end of the horizontal connecting steel bars 16 and the transverse steel bars 17 from the top of the precast wall 3 in the cavity 23. The horizontal connecting steel bars 16 in the cavity 23 are connected in series as a whole. The shift rod 5 and the precast wall 3 are temporarily fixed to ensure that there is no significant shaking during the lifting process, thereby preventing the horizontal connecting steel bars 16 from shifting and interfering with the installation of the precast wall 3.

[0068] like Figure 7 In step 4, the precast wall 2 3 is hoisted to the designed position, and the shift rod 5 is moved from the top of the precast wall 2 3 and the horizontal joint 14 at the bottom of the precast wall to the vertical post-cast section 1 at the same time. The shift rod 5 drives the horizontal connecting steel bar 2 16 through the transverse steel bar 17, and moves the horizontal connecting steel bar 2 16 as a whole to the designed position.

[0069] Step 5: Take out the shift rod 5, insert the positioning steel bar 18 from the top of the precast wall 2 3 downwards, tie the positioning steel bar 18 with other nearby steel bars at the horizontal joint 14 at the top of the precast wall 2 3 and the bottom of the precast wall, and clamp the horizontal steel bar 18 to the transverse steel bar 17 to ensure that the horizontal connecting steel bar 2 16 does not shift during the pouring of the post-cast concrete. Tie other steel bars, pour the vertical post-cast section 1, and the post-cast concrete in the cavity 23 to complete the node connection.

[0070] Figure 8 、 Figure 9A schematic diagram of the structure of the displacement rod 5 and its relationship to the horizontal connecting reinforcement bar 16 is provided. The displacement rod 5 consists of a vertical rod 51 and a horizontal rod 52, which can be made by welding rectangular steel pipes. The vertical rod 51 is inserted into the closed loop formed by the closed end of the horizontal connecting reinforcement bar 16 and the transverse reinforcement bar 17. The horizontal rod 52 is placed on the top of the precast wall and temporarily fixed to the precast wall.

[0071] Further, if Figure 10 、 Figure 11 As shown, Figure 1 Improvements have been made to the precast wall 2, with extended stirrups 321 installed at one end of the precast wall 2 near the vertical post-cast section 1. The extended stirrups 321 are overlapped and connected to the horizontal distribution steel bars 35 inside the precast wall 2. The extended stirrups 321 extend from the A-side precast concrete panel 21 through the inner side of the A-side precast concrete panel 21 and from the inner side of the end of the B-side precast concrete panel 22 through the cavity 23, thereby avoiding openings in the side molds of the precast wall 2 during the production stage. Figure 12 As shown, the protruding stirrups 321 of the prefabricated wall 1 2 are directly extended into the vertical post-casting section 1 to achieve the connection between the prefabricated wall 1 2 and the vertical post-casting section 1, without the need for laying Figure 2 In order to ensure the bearing performance, the diameter of the extended stirrups 321 should not be less than the diameter of the horizontal distribution steel bars 35, and they correspond one to one with the horizontal distribution steel bars 35 in the prefabricated wall 2. Figure 12 The on-site construction technology of the L-shaped node shown is Figure 1 The L-shaped node shown is similar, except that there is no step two. In step one, the vertical post-casting section stirrups 12 should be placed between the protruding stirrups 321, and then the vertical post-casting section edge member vertical steel bars 11 should be passed through and the steel bar joint 111 connection construction should be completed. The vertical post-casting section stirrups 12 placed between the protruding stirrups 321 should be moved to the designed position and tied to the vertical post-casting section edge member vertical steel bars 11 for positioning.

[0072] Figures 13 to 15 The present invention provides a typical structure for T-shaped joints between vertical and horizontal walls, wherein the joint area is designed as a structural edge member according to current specifications. The longitudinal precast walls are precast wall 1 2 and precast wall 2 3, and the transverse precast wall is precast wall 1 4. Precast concrete panels 21 on the A side of precast wall 1 2 and precast wall 2 3, serving as wing walls, extend toward the vertical post-cast section 1, forming a closed cavity around the periphery of the vertical post-cast section 1 and also serving as the formwork for the vertical post-cast section 1. Precast concrete panels 22 on the B side of precast wall 1 2, precast wall 2 3, and precast wall 3 4, and precast concrete panels 21 on the A side of precast wall 3 4, extend to the inner edge of the vertical post-cast section 1. An installation joint 13 with a width of approximately 10 to 20 mm is required between adjacent precast concrete panels of precast wall 1 2, precast wall 2 3, and precast wall 3 4 to facilitate adjustment of the installation accuracy of precast wall 1 2, precast wall 2 3, and precast wall 3 4 during on-site construction.

[0073] A vertical post-casting section 1 is provided in the closed cavity, and the vertical steel bars 11 of the vertical post-casting section edge member and the vertical post-casting section stirrups 12 are constructed in the same manner. Figure 1 The L-shaped joint shown. Horizontal connecting bars 15 and 16 are installed between the vertical post-cast section 1 and the precast wall cavity 23. These bars are positioned at the same height as the horizontal distribution bars 35 of the precast wall. The diameters of these bars should not be smaller than the diameters of the horizontal distribution bars 35, and their spacing should not be greater than the spacing between the bars. The length of these bars extending into the precast wall cavity 23 should meet the requirements for lap joint force transmission.

[0074] The structure of horizontal connecting steel bar 216 is the same as Figure 1 One end of the precast wall 3 is extended into the cavity 23 of the precast wall 3 and is overlapped with the horizontal distribution steel bar 35, and one end of the precast wall 3 is extended into the vertical post-cast section 1 and is reliably anchored in the vertical post-cast section. After pouring the post-cast concrete, a reliable connection between the precast wall 3 and the vertical post-cast section 1 is achieved.

[0075] like Figure 14 As shown, the horizontal connecting steel bars 15 in the bottom overlap section 27 of the vertical distribution steel bars should be straight steel bars, and the horizontal connecting steel bars 15 in other positions can be Figure 15 U-shaped steel bars are preferably used, with the closed ends positioned within the cavity 23 of precast wall 2 (3). Horizontal connecting steel bars (15) extend into the cavities 23 of precast walls (2) and (3) and overlap with the horizontal distribution steel bars (35) of precast walls (2) and (3). The horizontal distribution steel bars (35) of precast walls (2) and (3) transmit force through the horizontal connecting steel bars (15).

[0076] In particular, in order to prevent the steel bars in the cavity 23 from interfering with the movement of the horizontal connecting steel bars 15 in the cavity 23 of the precast wall 1 2 and the precast wall 2 3, as shown in FIG. Figure 13 、 Figure 14 As shown, the upper and lower layers of vertical distribution steel bars 36 within the range of movement of horizontal connecting steel bar 15 should be overlapped and connected using a single row of additional connecting steel bars 39 to avoid interfering with the movement of horizontal connecting steel bar 15 within the cavity 23 of precast wall 1 and precast wall 2. The single row of additional connecting steel bars 39 for vertical distribution steel bars are arranged in a single row along the centerline of the wall thickness and extend into the precast wall to meet the overlap force transmission requirements. Their area should not be less than the total area of ​​the vertical distribution steel bars 36 they overlap. For upper and lower layers of vertical distribution steel bars 36 in other areas, refer to existing structures and overlap and connect using double rows of additional connecting steel bars 37 for vertical distribution steel bars. The diameter of the double rows of additional connecting steel bars 37 for vertical distribution steel bars should not be less than the diameter of the vertical distribution steel bars 36. Alternatively, refer to the upper and lower layers of vertical distribution steel bars 36 within the range of movement of horizontal connecting steel bar 15 and use a single row of additional steel bars to facilitate adjustment of the installation precision of the precast wall.

[0077] The precast wall 3 4 is provided with a precast wall edge member area 25 at one end close to the vertical post-casting section 1. Figure 1 When the T-shaped node edge member is designed as a structural edge member according to the current specification, the precast wall 1 2 and precast wall 2 3 as the wing wall do not need to be provided with a precast wall edge member area 25, and only the precast wall body area 26 exists. Figure 17 、 Figure 18 As shown, tie bars 38 should be installed at the end of the precast wall near the end of the vertical post-cast section 1 to tie the precast concrete wall panels 21 and 22 on the A side and assist the ends of the precast concrete wall panels 21 and 22 on the B side to resist the pressure of the side formwork during the post-cast concrete pouring in the cavity 23. The spacing of the tie bars 38 should not be less than the spacing of the horizontal distribution steel bars 35, and the diameter should not be less than 6mm. Through this structure, the distance between the outermost steel trusses 24 of precast wall 1 2 and precast wall 2 3 and the end of the precast wall can be increased to no less than 450mm, preventing the steel trusses 24 from interfering with the on-site installation of the horizontal connecting steel bars 15, thereby improving on-site construction efficiency.

[0078] Figures 18 to 22 Shown step by step Figure 13 The on-site construction process of the T-shaped node of the vertical and horizontal walls is shown, specifically:

[0079] like Figure 18 As shown in step 1, install the prefabricated wall 2 and adjust its installation accuracy, lay out the vertical steel bars 11 of the vertical post-casting section edge member and complete the connection construction of the steel bar joint 111, tie the vertical post-casting section stirrups 12, and pay attention to the corresponding relationship between the vertical post-casting section stirrups 12 and the prefabricated wall edge member stirrups 32 in the wall height direction.

[0080] like Figure 19 In step 2, horizontal connecting bars 15 are installed at the corresponding height within the cavity 23 of precast wall 1 (2) above the horizontal distribution bars 35. The horizontal connecting bars 15 in the section 28 outside the overlapped bottom of the vertical distribution bars are U-shaped, with the open end extending into the cavity 23. One leg of the U-shaped bar is positioned between the precast concrete panel 21 on the A side of precast wall 1 (2) and the vertical bars 11 in the vertical post-cast section. The horizontal connecting bars 15 are first moved into the cavity 23 of precast wall 1 (2), ensuring that the end of the horizontal connecting bars 15 near precast wall 2 (3) does not protrude from the vertical post-cast section 1.

[0081] like Figure 20 In step three, the prefabricated wall 2 3 is hoisted to the designed position and its installation accuracy is adjusted.

[0082] like Figure 21In step 4, horizontal connecting rebar 15 is moved into cavity 23 of precast wall 2 (3) on the open side of vertical post-cast section 1 to the designed position and tied to vertical post-cast section stirrups 12 to position it. To ensure the length of horizontal connecting rebar 15 extending into precast walls 1 (2) and 2 (3), a prominent paint mark can be sprayed at the intersection of horizontal connecting rebar 15 and vertical post-cast section 1. On-site, horizontal connecting rebar 15 is moved until the paint mark exposes cavity 23 of precast wall 2, indicating that horizontal connecting rebar 15 has reached the designed position.

[0083] like Figure 22 Step 5 shown, refer to Figure 6 The L-shaped node construction process shown is to insert the horizontal connecting steel bar 2 16 into the cavity 23 of the prefabricated wall 3 4 in advance, and use the shift rod 5 to connect the horizontal connecting steel bar 2 16 in series as a whole, and hoist the prefabricated wall 3 4, the horizontal connecting steel bar 2 16 and the shift rod 5 as a whole to the designed position, and adjust the installation accuracy of the prefabricated wall 3 4.

[0084] Step 6, Reference Figure 7 The L-shaped node construction process shown is to move the shift rod 5 from the top of the precast wall 3 4 and the horizontal joint 14 at the bottom of the precast wall to the vertical post-cast section 1 at the same time. The shift rod 5 drives the horizontal connecting steel bar 2 16 through the transverse steel bar 17, and moves the horizontal connecting steel bar 2 16 as a whole to the designed position.

[0085] Step seven, take out the shift rod 5, and insert the positioning steel bar 18 from the top of the precast wall three 4 downwards. Tie the positioning steel bar 18 with other nearby steel bars at the horizontal joint 14 at the top of the precast wall three 4 and the bottom of the precast wall. The positioning steel bar 18 clamps the transverse steel bar 17 to ensure that the horizontal connecting steel bar 2 16 does not shift during the pouring of the post-cast concrete. Tie other steel bars, pour the vertical post-cast section 1, and the post-cast concrete in the cavity 23 to complete the node connection.

[0086] Figures 23 to 25 The present invention provides a typical structure of T-shaped nodes applied to vertical and horizontal walls, where the node area is designed as a constrained edge member according to current specifications. Figures 13 to 15 The T-shaped node shown is similar, except that the precast wall 1 2 and the precast wall 2 3 serving as wing walls need to be provided with a precast wall edge component area 25 near one end of the vertical post-cast section 1, and the structure thereof is the same as that of the precast wall 3 4.

[0087] In the present invention, the precast concrete wall panels 21 on the A side and the precast concrete wall panels 22 on the B side of the precast wall can be connected by steel trusses 24, or by concrete longitudinal ribs or flat steel welded mesh. That is, the present invention can be used for the longitudinal and transverse wall connection nodes of existing double-sided composite shear walls, SPCS steel welded mesh composite shear walls and other types of composite shear walls.

[0088] In summary, the present invention can achieve on-site formwork-free construction of the vertical post-cast sections at the connection nodes of the longitudinal and transverse prefabricated walls of the composite shear wall structure, which can significantly improve on-site construction efficiency; at the same time, an edge component area with a stirrup constraint effect basically equivalent to that of a cast-in-place shear wall can be formed at the connection node position, and the length of the horizontal connecting steel bars extending into the prefabricated wall cavity can meet the lap force transmission requirements, and the connection integrity is strong, which is suitable for high-rise composite shear wall structures with high seismic protection requirements.

[0089] The above are merely preferred embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes and substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. A vertical and horizontal wall connection structure for composite shear walls without on-site formwork, comprising vertical and horizontal precast walls and a vertical post-cast section (1) at the connection between the vertical and horizontal precast walls, wherein the vertical and horizontal precast walls are composed of a precast concrete wall panel (21) on the A side, a precast concrete wall panel (22) on the B side, and a cavity (23) therebetween, and the vertical and horizontal precast walls are connected to form an L-shaped or T-shaped connection node, characterized in that: The precast concrete wall panels (21) on the A side of the longitudinal and transverse precast walls extend toward the vertical post-cast section (1) and form a closed cavity around the vertical post-cast section (1). A horizontal connecting steel bar (15) is provided between the vertical post-cast section (1) and the cavity (23) of the longitudinal precast wall. ) A second horizontal connecting steel bar (16) is passed through the wall, and the post-cast concrete is poured to complete the connection of the longitudinal and transverse precast walls, thereby achieving the construction site free formwork of the vertical post-cast section (1) at the connection position of the longitudinal and transverse precast walls; The overall range of the vertical post-cast section (1) and the precast wall edge member area (25) is determined with reference to the shear wall edge member range recommended by the current specification; the precast wall edge member area (25) is only provided with precast wall edge member vertical structural steel bars (31) with a diameter not greater than 10 mm that do not extend out of the precast wall, and vertical post-cast section edge member vertical steel bars (11) with a diameter not less than 16 mm are provided in the vertical post-cast section (1) to ensure the bending resistance of the shear wall; vertical post-cast section stirrups (12) are provided in the vertical post-cast section (1), and precast wall edge member stirrups (32) and precast wall edge member tension bars (33) are provided in the precast wall edge member area (25), respectively forming stirrup restraint effects on the concrete of the vertical post-cast section (1) and the precast wall edge member area (25), thereby ensuring the elastic-plastic deformation capacity of the shear wall; The upper and lower layers of prefabricated wall edge member vertical structural steel bars (31) are overlapped and connected by a single row of additional connecting steel bars (34) for the prefabricated wall edge member vertical structural steel bars. The single row of additional connecting steel bars (34) for the prefabricated wall edge member vertical structural steel bars are arranged at the floor position of the cavity (23) and arranged in a single row along the center line of the wall thickness. The length of the single row of additional connecting steel bars (34) of the vertical structural steel bars of the prefabricated wall edge components extending into the prefabricated wall meets the overlap force transmission requirements, the vertical steel bars (11) of the edge components of the upper and lower vertical post-cast sections are connected by steel bar joints (111), and installation joints (13) are provided between adjacent prefabricated walls to adjust the installation accuracy of the prefabricated walls.

2. The on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: The total area of ​​the single-row additional connecting steel bars (34) of the vertical structural steel bars of the precast wall edge member is not less than the total area of ​​the vertical structural steel bars (31) of the precast wall edge member to which it is overlapped; the steel bar joints (111) are arranged at the same height or staggered at a certain distance; the total area of ​​the vertical steel bars (11) of the vertical post-cast section edge member and the single-row additional connecting steel bars (34) of the vertical structural steel bars of the precast wall edge member must meet the requirements for the shear wall bending bearing capacity verification, or meet the minimum reinforcement ratio requirements of the current specifications for the vertical steel bars of the shear wall edge member.

3. The on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: The width of the installation seam (13) is 10-20 mm.

4. The on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: Except for the horizontal connecting steel bar 1 (15) in the bottom overlap section (27) of the vertical distribution steel bar of the T-shaped connecting node, which adopts straight steel bars, the horizontal connecting steel bar 1 (15) in other positions adopts U-shaped steel bars; the horizontal connecting steel bar 2 (16) of the L-shaped and T-shaped connecting nodes adopts U-shaped steel bars, the closed end of which extends into the cavity (23) and the open end extends into the vertical post-casting section (1) and a 45° hook is set at the end to prevent the horizontal connecting steel bar 2 (16) from being stuck with other steel bars during movement; the closed end of the horizontal connecting steel bar 2 (16) is welded with a transverse steel bar (17), and the transverse steel bar (17) contacts the positioning steel bar (18) in the cavity (23) to ensure that the horizontal connecting steel bar 2 (16) does not shift during the pouring of post-cast concrete; the diameter of the horizontal connecting steel bar 1 (15) and the horizontal connecting steel bar 2 (16) is not less than the diameter of the horizontal distribution steel bar (35) in the precast wall, and the spacing is not greater than the spacing of the horizontal distribution steel bars (35).

5. The on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: When used for L-shaped connection nodes, the longitudinal precast wall is precast wall 1 (2), and the transverse precast wall is precast wall 2 (3). The precast wall 1 (2) is provided with a protruding stirrup (321) at one end close to the vertical post-casting section (1) and is overlapped and connected with the horizontal distribution steel bar (35) at the precast wall 1 (2). The protruding stirrup (321) extends from the inner side of the precast concrete wall panel (21) on the A side and extends from the end of the precast concrete wall panel (22) on the B side through the cavity (23) and extends into the vertical post-casting section (1) to realize the connection between the precast wall 1 (2) and the vertical post-casting section (1). In this case, there is no need to arrange the horizontal connecting steel bar 1 (15); when used for T-shaped connection nodes, the longitudinal precast wall is Precast wall 1 (2), precast wall 2 (3), the transverse precast wall is precast wall 1 (4), when precast wall 1 (2), precast wall 2 (3) do not have precast wall edge component area (25), tie bars (38) are set at the end of the precast wall near the end of the vertical post-cast section (1) to tie the A-side precast concrete wall panel (21) and the B-side precast concrete wall panel (22), to assist the ends of the A-side precast concrete wall panel (21) and the B-side precast concrete wall panel (22) to resist the side mold pressure of the post-cast concrete in the cavity (23), to ensure that the outermost steel truss (24) of the precast wall 1 (2) and the precast wall 2 (3) is not less than 450 mm away from the end of the precast wall, so as to facilitate the installation of the horizontal connecting steel bar 1 (15).

6. The on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: When used in a T-shaped connection node, the upper and lower layers of vertical distribution steel bars (36) within the moving range of the horizontal connection steel bar (15) are overlapped and connected by a single row of additional connecting steel bars (39) of vertical distribution steel bars. The single row of additional connecting steel bars (39) of vertical distribution steel bars are arranged in a single row along the center line of the wall thickness and the length of the vertical distribution steel bars extending into the prefabricated wall meets the overlap force transmission requirements. The area thereof is not less than the total area of ​​the vertical distribution steel bars (36) overlapped and connected; the upper and lower layers of vertical distribution steel bars (36) in other areas are overlapped and connected by a double row of additional connecting steel bars (37) of vertical distribution steel bars. The diameter of the double row of additional connecting steel bars (37) of vertical distribution steel bars is not less than the diameter of the vertical distribution steel bars (36).

7. The construction process of the on-site formwork-free vertical and horizontal wall connection structure for composite shear walls according to claim 1, characterized in that: The precast concrete wall panels of the longitudinal and transverse precast walls are extended to the vertical post-cast section (1) and a closed cavity is formed outside the vertical post-cast section (1); a horizontal connecting steel bar (15) is passed between the vertical post-cast section (1) and the cavity (23) of the longitudinal precast wall; a horizontal connecting steel bar (16) is passed between the vertical post-cast section (1) and the cavity (23) of the transverse precast wall; the horizontal connecting steel bar (16) is moved as a whole to the designed position by using a shift rod (5); and post-cast concrete is poured to complete the connection of the longitudinal and transverse precast walls, thereby realizing the construction site free of formwork of the vertical post-cast section (1) at the connection position of the longitudinal and transverse precast walls.

8. The construction process according to claim 7, characterized in that: When used for L-shaped connection nodes, the longitudinal precast wall is the precast wall 1 (2), and the transverse precast wall is the precast wall 2 (3). The precast concrete wall panels (21) on the A side of the precast wall 1 (2) and the precast wall 2 (3) are extended to the vertical post-cast section (1). The on-site construction process is as follows: install the precast wall 1 (2), lay the vertical steel bars (11) of the edge components of the vertical post-cast section and complete the steel bar joint (111) connection construction, and tie the vertical post-cast section stirrups (12); insert the horizontal connecting steel bars 1 (15) at the corresponding height of the horizontal distribution steel bars (35) in the cavity (23) of the precast wall 1 (2), and tie them together with the vertical post-cast section stirrups (12) for positioning; insert the horizontal connecting steel bars 2 (16) at the corresponding height of the horizontal distribution steel bars (35) in the cavity (23) of the precast wall 2 (3), and ensure that the horizontal connecting steel bars 2 (16) do not expose the precast wall. The B-side precast concrete wall panel (22) of the precast wall (3) is connected in series with the horizontal connecting steel bar (16) in the cavity (23) by passing the displacement rod (5) through the top of the precast wall (3) to form a whole. The displacement rod (5) is temporarily fixed to the precast wall (3) to ensure that it does not shake significantly during the hoisting process. The precast wall (3) is hoisted to the designed position. The displacement rod (5) is moved from the horizontal joint (14) of the top of the precast wall (3) and the bottom of the precast wall to the vertical post-cast section (1) at the same time to move the horizontal connecting steel bar (16) to the designed position as a whole. The displacement rod (5) is taken out, and the positioning steel bar (18) is passed through and tied with other steel bars to ensure that the horizontal connecting steel bar (16) does not shift during the pouring of the post-cast concrete. Other steel bars are tied and the vertical post-cast section (1) and the post-cast concrete in the cavity (23) are poured to complete the node connection.

9. The construction process according to claim 7, characterized in that: When used for T-shaped connection nodes, the longitudinal precast walls are precast wall 1 (2) and precast wall 2 (3), which are located on both sides, and the transverse precast walls are precast wall 1 (4). The precast concrete wall panels (21) on the A side of the precast wall 1 (2) and precast wall 2 (3) are extended to the vertical post-casting section (1). The on-site construction process is as follows: install the precast wall 1 (2), lay the vertical steel bars (11) of the edge components of the vertical post-casting section and complete the steel bar joint (111) connection construction, tie the vertical post-casting section stirrups (12 ); a horizontal connecting steel bar (15) is inserted at a height corresponding to the horizontal distribution steel bar (35) in the cavity (23) of the precast wall (2), ensuring that the horizontal connecting steel bar (15) is close to one end of the precast wall (3) and does not expose the vertical post-casting section (1); the precast wall (3) is hoisted to the designed position, and the horizontal connecting steel bar (15) is moved to the designed position in the cavity (23) of the precast wall (3) on the side of the opening of the vertical post-casting section (1), and is tied with the vertical post-casting section stirrup (12). Positioning; in the cavity (23) of the precast wall three (4), the horizontal distribution steel bar (35) is passed through the horizontal connecting steel bar two (16) at the corresponding height to ensure that the horizontal connecting steel bar two (16) does not expose the precast wall three (4); in the cavity (23), the shift rod (5) is passed through the top of the precast wall three (4) to connect the horizontal connecting steel bar two (16) in series up and down as a whole; the shift rod (5) and the precast wall three (4) are temporarily fixed to ensure that there is no significant shaking during the hoisting process; hoist the precast wall three (4) to the designed position The displacement rod (5) is moved from the top of the precast wall 3 (4) and the horizontal joint (14) at the bottom of the precast wall to the vertical post-cast section (1) at the same time, and the horizontal connecting steel bar 2 (16) is moved as a whole to the designed position; the displacement rod (5) is taken out, and the positioning steel bar (18) is inserted and tied with other steel bars to ensure that the horizontal connecting steel bar 2 (16) does not shift during the pouring of the post-cast concrete, and the other steel bars are tied, and the post-cast concrete is poured in the vertical post-cast section (1) and the cavity (23) to complete the node connection.

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