A composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in vertical post-cast sections

Abstract

The present invention discloses a composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in vertical post-cast sections. A small-sized vertical post-cast section with a width equal to the wall thickness is provided at the connection position of the vertical and horizontal walls. Vertical steel bars with larger diameters are centrally arranged in the vertical post-cast section to ensure the bending resistance of the wall. Small-diameter vertical structural steel bars are arranged in the edge component area of ​​the prefabricated wall, and ordinary-sized vertical steel bars for the edge component are not arranged. Additional connecting steel bars or large-diameter vertical steel bars are arranged in the cavity to achieve the connection between the edge component areas of the upper and lower prefabricated walls. Stirrups or tie bars are respectively arranged in the vertical post-cast section and the edge component area of ​​the prefabricated wall to form zoning constraints on their concrete, thereby ensuring the elastic-plastic deformation capacity of the wall. Horizontal connecting steel bars are inserted between the two to achieve tensioning. After pouring post-cast concrete, an integral edge component is formed. The present invention can effectively solve the problems of large size of the vertical post-cast section at the connection node of the vertical and horizontal walls of the composite shear wall, difficulty in tying steel bars, and difficulty in vibrating concrete.

Description

Technical Field

[0001] The invention belongs to the field of building technology, relates to a composite shear wall, and in particular to a composite shear wall longitudinal and transverse wall connection node structure with concentrated reinforcement in a vertical post-cast section. Background Art

[0002] Existing prefabricated shear wall structures can be divided into fully prefabricated shear wall structures and composite shear wall structures based on the type of prefabricated wall used. Composite shear wall structures utilize prefabricated shear walls with internal cavities. Precast concrete wall panels on either side are connected to form a single unit via steel trusses, concrete longitudinal ribs, or flat welded steel mesh. Examples include double-sided composite shear walls, EVE prefabricated hollow wall panels, SPCS welded steel mesh composite shear walls, and longitudinal rib composite shear walls. Composite shear walls utilize indirect lap joints for vertical reinforcement, requiring less precision in processing and installation than fully prefabricated shear walls. This effectively reduces prefabricated wall connection costs and ensures controllable connection quality.

[0003] In actual structures, longitudinal and transverse precast walls are often connected through vertical post-cast sections. The L-shaped and T-shaped joints for longitudinal and transverse precast walls recommended in the current national standard "Technical Standard for Prefabricated Concrete Buildings" and other technical standards suffer from large vertical post-cast sections, heavy formwork, complex structures of vertical reinforcement, stirrups, and horizontal connecting reinforcement, difficulty in steel binding, and dense reinforcement, making vibrating the post-cast concrete difficult. In particular, the north and south facades of residential shear wall structures often have large window openings and short wall limbs on the sides of the window openings. When the wall limbs on the north and south facades are mostly edge members and directly connected to the precast wall in the opposite direction, the clear distance between the horizontal connecting steel bar skin in the existing joint structure is only 30mm, and the clear distance between the outer skin of the horizontal connecting steel bar and the inner side of the precast wall concrete slab is only 25mm. This space is very tight, making it impossible to vibrate the post-cast concrete in the cavity during on-site concrete pouring. The widespread use of self-compacting concrete in actual projects is costly. Summary of the Invention

[0004] In order to overcome the shortcomings of the above-mentioned existing composite shear wall vertical and horizontal wall connection node structure, the purpose of the present invention is to provide a composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement of the vertical post-cast section, comprehensively considering the reinforcement of the vertical post-cast sections and precast walls in the L-shaped and T-shaped node areas of the vertical and horizontal walls, and mainly configuring the vertical steel bars of the edge components of the node area in the vertical post-cast section, optimizing the structure of the precast wall edge component area, and zoning the different functional steel bars to ensure that the vertical post-cast section and the precast wall edge component area form an integral edge component to participate in the structural load. Compared with the existing structure, the present invention can significantly reduce the size of the vertical post-cast section of the composite shear wall vertical and horizontal wall connection node and reduce the formwork work of the vertical post-cast section. The vertical steel bars, stirrups and horizontal connecting steel bars of the vertical post-cast section are simple in structure and convenient for on-site binding. At the same time, the steel bar spacing is large, which is convenient for post-cast concrete vibration and quality control. It is an economical and efficient node connection structure.

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

[0006] A composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement of vertical post-cast sections mainly includes a vertical post-cast section 4 and a prefabricated wall edge component area 11 connected to the vertical post-cast section 4, characterized in that the vertical post-cast section 4 is arranged at the vertical and horizontal wall connection node position of the composite shear wall, and its width is equal to the wall thickness. The vertical post-cast section 4 is centrally configured with vertical steel bars 41 of the post-cast section edge component as the main load-bearing vertical steel bars in the edge component area of ​​the vertical and horizontal wall connection node to ensure the bending resistance of the wall; the prefabricated wall edge component area 11 is configured with a small diameter prefabricated wall edge component vertical structure that does not extend out of the prefabricated wall Rebar 111 is not provided with ordinary specification vertical stress-bearing reinforcement 117 of precast wall edge member; stirrups 42 of post-cast segment edge member are provided in vertical post-cast segment 4, and stirrups 112 or tension bars 113 of precast wall edge member are provided in precast wall edge member area 11, so as to form partition constraints on the concrete of vertical post-cast segment 4 and precast wall edge member area 11, thereby ensuring the elastic-plastic deformation capacity of the wall; horizontal connecting reinforcement 1 43 and horizontal connecting reinforcement 2 44 are passed through the vertical post-cast segment 4 and precast wall edge member area 11 to realize tensioning, and an integral edge member is formed after pouring post-cast concrete.

[0007] The precast wall edge component area 11 includes precast concrete wall panels 13 on both sides, and a cavity 14 is formed between the two precast concrete wall panels 13. When the precast wall edge component area 11 is adjacent to the precast wall body area 12, additional connecting steel bars are arranged at the floor position of the cavity 14 and overlapped with the vertical structural steel bars 111 of the precast wall edge components on the upper and lower layers. Considering the contribution of the vertical structural steel bars 111 of the precast wall edge components to the bending bearing capacity of the wall, the additional connecting steel bars are arranged in a single row or double rows, and the length meets the requirements of steel bar overlap, and do not pass through the cavity 14 from top to bottom; when the additional connecting steel bars are arranged in a single row, the single row of additional connecting steel bars 114 of the vertical structural steel bars of the precast wall edge components are arranged in a single row along the center line of the wall thickness, and the total area is not less than the precast wall edge components to which they are overlapped. The total area of ​​the vertical structural steel bars 111 of the edge member; when the additional connecting steel bars are arranged in double rows, the double-row additional connecting steel bars 115 of the vertical structural steel bars of the precast wall edge member are arranged on the inner side of the horizontal connecting steel bars 1 43 and the horizontal connecting steel bars 2 44, and overlap with the vertical structural steel bars 111 of the precast wall edge member one by one, and the diameter is not less than the diameter of the vertical structural steel bars 111 of the precast wall edge member; when the precast wall edge member area 11 is adjacent to the precast wall opening area 16 and the length is not more than 800mm, a single row of large-diameter edge member vertical stress-bearing steel bars 116 is arranged in the cavity 14 of the precast wall edge member area 11, and the large-diameter edge member vertical stress-bearing steel bars 116 pass through the cavity 14 from top to bottom and are arranged along the center line of the wall thickness, participating in the structural stress calculation.

[0008] The diameters of the vertical steel bars 41 of the post-cast section edge components and the vertical stress-bearing steel bars 116 of the large-diameter edge components are not less than 16 mm, and the diameter of the vertical structural steel bars 111 of the prefabricated wall edge components is not greater than 10 mm.

[0009] The precast wall edge member vertical structural steel bars 111 are arranged in the precast concrete wall panel 13, and the number of the steel bars is set according to the range of the precast wall edge member area 11; when the length of the precast wall edge member area 11 is not greater than 300 mm, 4 precast wall edge member vertical structural steel bars 111 are set; when the length of the precast wall edge member area 11 is between 300 and 600 mm, 6 precast wall edge member vertical structural steel bars 111 are set.

[0010] The vertical steel bars 41 of the post-cast edge members of the upper and lower walls are connected to the vertical stress-bearing steel bars 116 of the large-diameter edge members by means of steel bar joints 411, and the steel bar joints 411 are arranged at the same height or staggered at a certain distance; when the diameter of the steel bar is not greater than 16 mm, the vertical steel bars 41 of the post-cast edge members and the vertical stress-bearing steel bars 116 of the large-diameter edge members are connected by overlap; the total reinforcement area of ​​the vertical steel bars 41 of the post-cast edge members, the vertical structural steel bars 111 of the prefabricated wall edge members and the vertical stress-bearing steel bars 116 of the large-diameter edge members meet the requirements for the bending bearing capacity verification of the shear wall, or replace multiple vertical steel bars of the traditional shear wall according to the principle of equal area replacement of steel bars of the same strength grade, or meet the minimum reinforcement ratio requirements of the current specifications for the vertical steel bars of the edge members.

[0011] The nodes are L-shaped or T-shaped nodes of the vertical and horizontal walls. The vertical post-cast sections 4 and the prefabricated wall edge component area 11 together constitute the L-shaped or T-shaped node edge components, and their overall range meets the requirements of the current design specifications for the range of shear wall edge components.

[0012] When the T-shaped node edge member is designed as a structural edge member according to the current specifications, the precast wall 22 and the precast wall 33 are located in the same plane and perpendicular to the precast wall 11. The precast wall 22 and the precast wall 33 are not provided with the precast wall edge member area 11. The vertical distribution steel bars 122 of the precast walls 22 and the precast wall 33 of the upper and lower layers within the length range of the horizontal connecting steel bar 244 are overlapped and connected at the floor position using a single row of vertical distribution steel bars additional connecting steel bars 123 or a double row of vertical distribution steel bars additional connecting steel bars 124; the single row of vertical distribution steel bars additional connecting steel bars 123 are arranged in a single row along the center line of the wall thickness, and the area is not less than the total area of ​​the vertical distribution steel bars 122 to which they are overlapped and connected; the double row of vertical distribution steel bars additional connecting steel bars 124 are arranged on the inner side of the horizontal connecting steel bar 244, overlapped with the vertical distribution steel bars 122 one by one, and the diameter is not less than the diameter of the vertical distribution steel bars 122.

[0013] Within the full height of the wall, the horizontal connecting steel bars 2 44 between the precast wall 2 2 and the precast wall 3 3 of the wing walls on both sides of the T-shaped node of the longitudinal and transverse walls are straight steel bars arranged in double rows; within the full height of the vertical structural steel bar bottom overlap section 17 of the precast wall edge component and the vertical force-bearing steel bars 116 of the large-diameter edge component, the horizontal connecting steel bars 1 43 of the L-shaped or T-shaped node and the horizontal connecting steel bars 2 44 of the L-shaped node are U-shaped steel bars, the open ends of which extend into the cavity 14, and the closed ends are tied and positioned with the stirrups 42 of the post-cast section edge component; within the section 18 outside the bottom overlap of the vertical structural steel bars of the precast wall edge component, the horizontal connecting steel bars 1 43 of the L-shaped or T-shaped node and the horizontal connecting steel bars 2 44 of the L-shaped node are closed ring steel bars, U-shaped steel bars with hooks at the open ends, or U-shaped steel bars.

[0014] The horizontal connecting steel bars 1 43 and 2 44 are passed between the vertical post-cast section 4 and the prefabricated wall cavity 14, with a diameter not less than the diameter of the horizontal distribution steel bars 121 in the prefabricated wall, and a vertical spacing not greater than the spacing of the horizontal distribution steel bars 121 in the prefabricated wall; the stirrups of the post-cast section edge component and the horizontal connecting steel bars 1 43 and 2 44 are both served by one steel bar, and at this time the steel bar adopts a multi-fold line and open form, with one end closed in the vertical post-cast section 4 and one end open in the prefabricated wall edge component area 11.

[0015] The precast concrete wall panels 13 on both sides of the precast wall are connected by steel trusses 15, concrete longitudinal ribs or flat steel welded mesh, that is, the node structure is used for the vertical and horizontal wall connection nodes of existing double-sided composite shear walls, EVE precast hollow wall panels, SPCS steel welded mesh composite shear walls and longitudinal rib composite shear walls.

[0016] When the present invention is used for an L-shaped node, its on-site construction sequence includes the following steps: installing prefabricated walls on both sides of a vertical post-cast section, adjusting the verticality and horizontality of the prefabricated walls; tying vertical steel bars of edge components in the vertical post-cast section, completing steel bar joint connections, tying stirrups of edge components in the post-cast section, inserting horizontal connecting steel bars and tying them for positioning; supporting a formwork for the vertical post-cast section, laying vertical steel bars in the cavity of the prefabricated wall, pouring post-cast concrete in the cavity to achieve prefabricated wall connection, and performing maintenance and removing the formwork.

[0017] When the present invention is used for a T-shaped node, its on-site construction sequence includes the following steps: installing a web prefabricated wall and a prefabricated wall on one side of a wing wall, adjusting the verticality and horizontality of the prefabricated wall; tying vertical steel bars of edge components in a vertical post-casting section, completing steel bar joint connection, tying stirrups of edge components of the post-casting section, passing horizontal connecting steel bars of the web prefabricated wall and tying them for positioning, passing horizontal connecting steel bars of the wing wall prefabricated wall and ensuring that they do not expose the vertical post-casting section; installing the prefabricated wall on the other side of the wing wall, moving the horizontal connecting steel bars of the wing wall prefabricated wall to a designed position and tying them for positioning with stirrups of edge components of the post-casting section; supporting a formwork for the vertical post-casting section, laying vertical steel bars in a cavity of the prefabricated wall, pouring post-cast concrete in the cavity to achieve prefabricated wall connection, and performing maintenance and removing the formwork.

[0018] Compared with the prior art, the present invention has the following beneficial effects:

[0019] (1) The size of the vertical post-casting section of the present invention is greatly reduced compared with the existing structure, and the vertical steel bars, stirrups and horizontal connecting steel bars in the vertical post-casting section are simple in structure. The steel bar binding efficiency of the vertical post-casting section is high and the on-site formwork is small, which can greatly improve the on-site construction efficiency.

[0020] (2) In the present invention, only small-diameter vertical structural steel bars are arranged in the edge component area of ​​the prefabricated wall, which can achieve standardization of the prefabricated wall steel cage, help improve the production efficiency of the prefabricated wall, and facilitate quality control.

[0021] (3) The present invention has a large inner skin clearance of the horizontal connecting steel bars, which facilitates the vibration of the post-cast concrete in the cavity of the edge component area of ​​the precast wall. It can effectively solve the problem that the post-cast concrete in the edge component area cannot be vibrated when the precast wall has an opening on one side, which is beneficial to ensuring the construction quality of the post-cast concrete in the cavity and avoiding the large-scale use of self-compacting concrete.

[0022] (4) The present invention concentrates the vertical reinforcement of the edge members in the T-shaped and L-shaped node areas of the vertical and horizontal walls of the composite shear wall in the vertical post-cast section, and adopts mechanical connection of reinforcement. The connection technology is mature and has good force transmission performance, which can ensure the seismic performance of the wall under large deformation, and at the same time avoid indirect overlap of the vertical reinforcement of the edge members, which helps to control the amount of vertical reinforcement used in the edge members.

[0023] (5) In the vertical post-cast section of the present invention, a single row of steel bars can be arranged in the adjacent precast wall cavities. The steel bars are arranged in the center along the thickness direction of the wall and have a large net distance from the precast concrete wall panels. This can avoid the influence of the double row of steel bars in the existing structure on the installation accuracy of the precast wall, and help to improve the installation efficiency and installation accuracy of the precast wall.

[0024] (6) The node structure of the present invention is highly versatile and can be used for the vertical and horizontal L-shaped and T-shaped nodes of prefabricated composite shear walls such as existing double-sided composite shear walls, EVE prefabricated hollow wall panels, SPCS steel welded mesh composite shear walls and longitudinal rib composite shear walls. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] 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 a composite shear wall structure.

[0026] Figure 2 for Figure 1 The schematic diagram of the cross section AA of the bottom overlap section of the vertical structural reinforcement of the precast wall edge component of the L-shaped node is shown, wherein a single row of additional connecting steel bars of the vertical structural reinforcement of the precast wall edge component is arranged in the cavity.

[0027] 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.

[0028] Figure 4 for Figure 1 The schematic cross-sectional view of the bottom overlap section AA of the vertical structural reinforcement of the precast wall edge component of the L-shaped node is shown, wherein two rows of additional connecting steel bars of the vertical structural reinforcement of the precast wall edge component are arranged in the cavity.

[0029] Figure 5 for Figure 1 Schematic diagram of the construction of the horizontal joint in the precast edge component area, where two rows of additional connecting steel bars of the vertical structural steel bars of the precast wall edge components are arranged in the cavity.

[0030] Figure 6 for Figure 1 The diagram shows the BB section of the section outside the bottom lap joint of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement adopts ring-shaped closed reinforcement.

[0031] Figure 7 for Figure 1 The diagram shows the BB cross-section of the section outside the bottom overlap of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement is U-shaped reinforcement with a hook at the open end.

[0032] Figure 8 for Figure 1 The diagram shows the BB section of the section outside the bottom lap joint of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement is U-shaped reinforcement.

[0033] Figure 9 It is a schematic diagram of the structure of the horizontal joint in the wall area of ​​the precast wall of the present invention, wherein the vertical distributed steel bars in the precast concrete wall panel and the vertical distributed steel bars in the cavity are overlapped and connected with double rows of additional connecting steel bars.

[0034] Figure 10This is a schematic diagram of the structure of the T-shaped nodes of the vertical and horizontal walls of the composite shear wall used in the present invention, where the node area is designed as a structural edge member according to the current specifications, wherein the vertical distribution steel bars of the prefabricated wall within the range of the horizontal connecting steel bars of the wing wall are overlapped and connected using a single row of additional connecting steel bars.

[0035] Figure 11 for Figure 10 The diagram shows the construction of a T-shaped node in which the vertical distribution reinforcement of the precast wall within the range of the horizontal connection reinforcement of the wing wall is overlapped and connected using a single row of additional connection reinforcement.

[0036] Figure 12 This is a schematic diagram of the structure of the T-shaped nodes of the vertical and horizontal walls of the composite shear wall used in the present invention, where the node area is designed as a structural edge member according to the current specifications, wherein the vertical distribution steel bars of the prefabricated wall within the range of the horizontal connecting steel bars of the wing wall are overlapped and connected using double rows of additional connecting steel bars.

[0037] Figure 13 This is a schematic diagram of the structure of the T-shaped nodes of the vertical and horizontal walls of the composite shear wall used in the present invention, when the node area is designed as a constrained edge member according to the current specifications, wherein a single row of vertical structural steel bars of the prefabricated wall edge member with additional connecting steel bars is arranged in the cavity.

[0038] Figure 14 This is a schematic diagram of the structure of the T-shaped node of the vertical and horizontal walls of the composite shear wall used in the present invention, when the node area is designed as a constrained edge member according to the current specifications, wherein two rows of vertical structural steel bars of the prefabricated wall edge member and additional connecting steel bars are arranged in the cavity.

[0039] Figure 15 It is a three-dimensional schematic diagram of a typical structure in which the present invention is applied to an L-shaped node of a composite shear wall structure and one side of the prefabricated wall is a prefabricated wall with an opening.

[0040] Figure 16 for Figure 15 The cross-sectional diagram of the bottom overlap section CC of the vertical structural reinforcement of the precast wall edge component of the L-shaped node is shown, wherein a single row of additional connecting reinforcement of the vertical structural reinforcement of the precast wall edge component is arranged in the cavity.

[0041] Figure 17 for Figure 15 The cross-sectional diagram of the CC section of the bottom overlap section of the vertical structural reinforcement of the precast wall edge component of the L-shaped node is shown, in which two rows of additional connecting steel bars of the vertical structural reinforcement of the precast wall edge component are arranged in the cavity.

[0042] Figure 18 for Figure 15 The diagram shows the DD cross-section of the section outside the bottom overlap of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement adopts ring-shaped closed reinforcement.

[0043] Figure 19 for Figure 15 The diagram shows the DD cross-section of the section outside the bottom overlap of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement is U-shaped reinforcement with a hook at the open end.

[0044] Figure 20 for Figure 15 The diagram shows the DD cross-section of the section outside the bottom overlap of the vertical structural reinforcement of the edge component of the L-shaped node precast wall, where the horizontal connecting reinforcement is U-shaped reinforcement.

[0045] Figure 21 This is a schematic diagram of a typical structure of the present invention for a T-shaped node of a composite shear wall with vertical and horizontal walls, where the prefabricated walls on both sides are prefabricated walls with openings, wherein a single row of vertical structural steel bars of the prefabricated wall edge components and additional connecting steel bars are arranged in a cavity of the prefabricated wall.

[0046] Figure 22 This is a schematic diagram of a typical structure of the present invention for a T-shaped joint of a composite shear wall and a transverse wall, where the prefabricated walls on both sides are prefabricated walls with openings, wherein a double row of vertical structural steel bars of the prefabricated wall edge components and additional connecting steel bars are arranged in a cavity of the prefabricated wall.

[0047] Figure 23 To use a steel bar as Figure 2 Schematic diagram of the L-shaped node structure with stirrups and horizontal connecting steel bars at the edge members of the post-cast section of the node.

[0048] Figure 24 To use a steel bar as Figure 10 Schematic diagram of the T-shaped node structure with stirrups and horizontal connecting steel bars of the edge member of the post-cast section of the node.

[0049] Figure 25 To use a steel bar as Figure 13 Schematic diagram of the T-shaped node structure with stirrups and horizontal connecting steel bars of the edge member of the post-cast section of the node.

[0050] Figure 26 To use a steel bar as Figure 16 Schematic diagram of the L-shaped node structure with stirrups and horizontal connecting steel bars at the edge members of the post-cast section of the node.

[0051] Figure 27 To use a steel bar as Figure 21 Schematic diagram of the T-shaped node structure with stirrups and horizontal connecting steel bars of the edge member of the post-cast section of the node.

[0052] Figure 28 This is a schematic diagram of the L-shaped node structure of the vertical and horizontal walls of the composite shear wall recommended by the current specifications, that is, the comparative example 1 of the present invention.

[0053] Figure 29This is a schematic diagram of an existing structure in which an L-shaped node of a composite shear wall structure and one side of the prefabricated wall is a prefabricated wall with an opening, that is, comparative example 2 of the present invention.

[0054] In the figure: 1-precast wall 1; 2-precast wall 2; 3-precast wall 3; 4-vertical post-cast section; 11-precast wall edge component area; 12-precast wall body area; 13-precast concrete wall panel; 14-cavity; 15-reinforced truss; 16-precast wall opening area; 17-bottom lap section of vertical structural reinforcement of precast wall edge component; 18-section other than bottom lap of vertical structural reinforcement of precast wall edge component; 111-vertical structural reinforcement of precast wall edge component; 112-stirrups of precast wall edge component; 113-tension bars of precast wall edge component; 114-single-row additional connecting bars of vertical structural reinforcement of precast wall edge component; 115-double-row vertical structural reinforcement of precast wall edge component 116-vertical stress-bearing reinforcement for large-diameter edge members; 117-vertical stress-bearing reinforcement for precast wall edge members; 118-double-row additional connection reinforcement; 121-horizontal distribution reinforcement; 122-vertical distribution reinforcement; 123-single-row additional connection reinforcement for vertical distribution reinforcement; 124-double-row additional connection reinforcement for vertical distribution reinforcement; 41-vertical reinforcement for post-cast section edge members; 42-stirrups for post-cast section edge members; 43-horizontal connection reinforcement one; 44-horizontal connection reinforcement two; 45-installation joint; 46-tension reinforcement for post-cast section edge members; 411-rebar joint; 51-horizontal joint at the bottom of precast wall; 52-horizontal post-cast strip at the top of precast wall; 53-precast floor slab. DETAILED DESCRIPTION

[0055] The embodiments of the present invention are described in detail below with reference to the accompanying drawings and examples.

[0056] like Figures 1 to 27 As shown, the present invention provides a composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section, which mainly includes a vertical post-cast section 4 and a precast wall edge component area 11 connected to the vertical post-cast section 4. The present invention comprehensively considers the vertical post-cast section 4 and the reinforcement of the precast wall in the composite shear wall vertical and horizontal wall connection node area, and optimizes and improves the node structure. Specifically:

[0057] The precast wall edge component area 11 includes precast concrete wall panels 13 on both sides, and a cavity 14 is formed between the two precast concrete wall panels 13. The precast wall edge component area 11 is configured with small-diameter precast wall edge component vertical structural steel bars 111 that do not extend out of the precast wall, and is not configured with ordinary-sized precast wall edge component vertical stress-bearing steel bars 117.

[0058] The vertical post-cast section 4 is arranged at the connection node of the vertical and horizontal walls of the composite shear wall. The width is equal to the thickness of the wall. The vertical post-cast section 4 is relatively small in size. The vertical stress-bearing steel bars 117 of the prefabricated wall edge components that are currently configured in the prefabricated wall edge component area 11 are concentrated in the vertical post-cast section 4, that is, the vertical post-cast section edge component vertical steel bars 41 with larger diameters are concentrated in the vertical post-cast section 4 as the main stress-bearing vertical steel bars in the edge component area of ​​the vertical and horizontal wall connection nodes to ensure the bending resistance of the wall.

[0059] The vertical post-cast section 4 is provided with post-cast section edge member stirrups 42, and the precast wall edge member stirrups 112 or precast wall edge member tension bars 113 are provided in the precast wall edge member area 11, forming partition constraints on the concrete of the vertical post-cast section 4 and the precast wall edge member area 11 to ensure the elastic-plastic deformation capacity of the wall. The horizontal connecting steel bars 1 43 and the horizontal connecting steel bars 2 44 are passed through the vertical post-cast section 4 and the cavity 14 to achieve tensioning, and an integral edge member is formed after pouring the post-cast concrete.

[0060] After pouring the post-cast concrete in the cavity 14, the vertical post-cast section 4 and the precast wall edge component area 11 together form an integral edge component to participate in the structural load. The overall range should meet the provisions of the current specifications "Code for Seismic Design of Buildings" and "Technical Code for Concrete Structures of High-rise Buildings" on the range of shear wall edge components. The width of the vertical post-cast section 4 is basically the same as the wall thickness. The precast wall edge component area 11 should be determined based on the range of the overall edge component minus the range of the vertical post-cast section 4.

[0061] The precast concrete wall panels 13 on both sides of the precast wall can be connected by steel trusses 15, concrete longitudinal ribs or flat steel welded mesh, that is, the node structure can be used for the vertical and horizontal wall connection nodes of a large number of composite shear walls such as existing double-sided composite shear walls, EVE precast hollow wall panels, SPCS steel welded mesh composite shear walls and longitudinal rib composite shear walls.

[0062] The node described in the present invention is an L-shaped or T-shaped node between vertical and horizontal walls. The vertical post-cast section 4 and the precast wall edge member area 11 together form the L-shaped or T-shaped node edge member, and their overall scope meets the current design specifications for the scope of shear wall edge members. If it is an L-shaped node, it is formed by the vertical post-cast section 4, precast wall 1, and precast wall 2, which is perpendicular to precast wall 1. If it is a T-shaped node, it is formed by the vertical post-cast section 4, precast wall 1, precast wall 2, which is perpendicular to precast wall 1, and precast wall 3, which is coplanar with precast wall 2. Precast walls 2 and 3 serve as wing walls.

[0063] In the L-shaped node edge member, a horizontal connecting steel bar 1 43 is passed through between the vertical post-cast section 4 and the cavity 14 of the precast wall 1, and a horizontal connecting steel bar 2 44 is passed through between the vertical post-cast section 4 and the cavity 14 of the precast wall 2. After pouring the post-cast concrete, the connection between the precast walls is realized.

[0064] In the T-shaped node edge member, a horizontal connecting steel bar 1 43 is passed through between the vertical post-cast section 4 and the cavity 14 of the precast wall 1, and a horizontal connecting steel bar 2 44 is passed through between the cavities 14 of the precast wall 2 2 and the precast wall 3 3. The connection between the precast walls is achieved after pouring the post-cast concrete.

[0065] The diameter of the horizontal connecting steel bars 1 (43) and 2 (44) of the present invention should not be smaller than the diameter of the horizontal distribution steel bars 121 within the precast wall, and their vertical spacing should not be greater than the spacing of the horizontal distribution steel bars 121 within the precast wall. The stirrups 42 of the post-cast section edge member and the horizontal connecting steel bars 1 (43) and 2 (44) can be combined using a single steel bar. In this case, the steel bar adopts a multi-fold, open-ended design, with one end closed within the vertical post-cast section 4 and one end open within the precast wall edge member area 11. In this case, during on-site construction, the steel bar that serves as both the stirrups 42 and the horizontal connecting steel bar for the post-cast section edge member should be installed before the vertical steel bars 41 for the post-cast section edge member.

[0066] In the precast wall edge member area 11, the precast wall edge member vertical structural reinforcement 111, precast wall edge member stirrups 112, and precast wall edge member ties 113 together form a reinforcement skeleton. In the present invention, the diameter and structure of the post-cast section edge member stirrups 42, precast wall edge member stirrups 112, and precast wall edge member ties 113 should meet the relevant provisions of the current "Code for Seismic Design of Buildings" and "Technical Code for Concrete Structures of High-rise Buildings" to ensure their restraining effect on concrete. The post-cast section edge member stirrups 42 and precast wall edge member stirrups 112 should preferably use welded closed stirrups, or ordinary 135° bent hook stirrups can also be used.

[0067] In the present invention, the vertical structural steel bars 111 of the precast wall edge member need to be determined according to the specific situation. When the precast wall edge member area 11 is adjacent to the precast wall body area 12, additional connecting steel bars are arranged at the floor position of the cavity 14 to overlap and connect with the vertical structural steel bars 111 of the precast wall edge members of the upper and lower layers. The contribution of the vertical structural steel bars 111 of the precast wall edge member to the bending bearing capacity of the wall can be considered. The additional connecting steel bars are arranged in a single row or double row, and the length meets the requirements of steel bar overlap, and do not pass through the cavity 14 from top to bottom. When the additional connecting steel bars are arranged in a single row, the single row of additional connecting steel bars 114 of the vertical structural steel bars of the precast wall edge member are arranged in a single row along the center line of the wall thickness to avoid interfering with the horizontal connecting steel bars 43 and the horizontal connecting steel bars between the vertical post-cast section 4 and the precast wall. The total area of ​​the on-site penetration of the horizontal connecting steel bars 1 and 44 should not be less than the total area of ​​the vertical structural steel bars 111 of the precast wall edge components to which they are overlapped and connected. Four or six vertical structural steel bars 111 of the precast wall edge components can be overlapped and connected with one or two single-row additional connecting steel bars 114 of the vertical structural steel bars of the precast wall edge components respectively; when the additional connecting steel bars are arranged in double rows, the double-row additional connecting steel bars 115 of the vertical structural steel bars of the precast wall edge components are arranged on the inner sides of the horizontal connecting steel bars 1 and 43 and the horizontal connecting steel bars 2 and 44, and overlapped with the vertical structural steel bars 111 of the precast wall edge components one by one, and the diameter should not be less than the diameter of the vertical structural steel bars 111 of the precast wall edge components. A single row of additional connecting steel bars 114 of the vertical structural steel bars of the prefabricated wall edge components is arranged in the cavity 14, which can avoid mutual interference between the single row of additional connecting steel bars 114 of the vertical structural steel bars of the prefabricated wall edge components and the stirrups 112 and the tension bars 113 of the prefabricated wall edge components during the installation of the prefabricated wall, thereby helping to improve the installation efficiency of the prefabricated wall and ensure the installation accuracy of the prefabricated wall.

[0068] When the precast wall edge component area 11 is adjacent to the precast wall opening area 16 and the length is not greater than 800mm, the structure of the precast wall edge component area 11 can be consistent with the patent structure applied by the applicant, entitled "Compounded hidden column and precast wall with large diameter edge component vertical steel bars configured in the cavity" (the precast wall includes a compound hidden column area and a wall body area, the compound hidden column area adopts the compound hidden column, the precast concrete wall panels extend to form the wall body area, the compound hidden column includes precast concrete wall panels on both sides, and the two precast concrete walls A cavity is formed between the panels. Only small-diameter vertical structural reinforcement bars of the edge members are arranged in the precast concrete wall panels, along with edge member stirrups and edge member tension bars to form a hidden column reinforcement skeleton. The upper and lower ends of the vertical structural reinforcement bars of the edge members do not extend out of the precast concrete wall panels and do not participate in the structural force calculation. A single row of large-diameter vertical reinforcement bars is arranged in the cavity as the vertical stress reinforcement bars of the edge members and participates in the structural force calculation. The vertical stress reinforcement bars of the upper and lower layers of the edge members are directly connected in the cavity using reinforcement joints, and concrete is poured in the cavity on site. The on-site construction sequence can also be adjusted according to the on-site construction process recommended by the above-mentioned patent. A single row of large-diameter vertical stress reinforcement bars 116 of the edge members are arranged in the cavity 14 on the side of the precast wall edge member area 11 near the precast wall opening area 16. The large-diameter vertical stress reinforcement bars 116 of the edge members run vertically through the cavity 14 and are arranged along the centerline of the wall thickness and participate in the structural force calculation. When the reinforcement area required to meet the shear wall bending bearing capacity verification requirements is large, configuring two large-diameter edge member vertical stress-bearing steel bars 116 will result in a larger steel bar diameter. Three or more edge member vertical stress-bearing steel bars 116 can be configured in the cavity 14 to control their diameter.

[0069] In the present invention, the diameters of the vertical reinforcement bars 41 of the post-cast section edge members and the large-diameter vertical stress-bearing reinforcement bars 116 of the large-diameter edge members can be limited to no less than 16 mm, and the diameter of the vertical structural reinforcement bars 111 of the precast wall edge members can be limited to no more than 10 mm. Those skilled in the art will appreciate that similar parameter limits can be established based on the aforementioned functional requirements.

[0070] In the present invention, the vertical structural steel bars 111 of the precast wall edge member are arranged in the precast concrete wall panel 13 and do not extend out of the precast wall. The number of the vertical structural steel bars 111 is set according to the range of the precast wall edge member area 11. When the length of the precast wall edge member area 11 is not more than 300 mm, 4 vertical structural steel bars 111 of the precast wall edge member can be set; when the length of the precast wall edge member area 11 is between 300 and 600 mm, 6 vertical structural steel bars 111 of the precast wall edge member can be set.

[0071] In the present invention, the vertical reinforcement 41 of the edge member of the post-cast section of the upper and lower layers of the wall and the vertical stress-bearing reinforcement 116 of the large-diameter edge member should be mechanically connected by a reinforcement joint 411. The reinforcement joint 411 can be arranged at the same height, that is, the percentage of joints in the same connection section is 100%. At this time, the performance of the reinforcement joint 411 should meet the requirements of the current specifications; the reinforcement joint 411 can also be staggered at a certain distance to avoid 100% connection in the same connection section, which can reduce the requirements for the performance of the reinforcement joint 411. When the diameter of the vertical reinforcement 41 of the edge member of the post-cast section and the vertical stress-bearing reinforcement 116 of the large-diameter edge member is not greater than 16 mm, lap connection can also be used. Straight threaded joints should preferably be used as reinforcement joints 411. Under the premise of technical reliability, other forms of reinforcement joints can also be used.

[0072] The present invention concentrates the vertical steel bars that are arranged in the L-shaped and T-shaped nodes of the existing composite shear wall vertical and transverse walls in the prefabricated wall edge component area 11 in the vertical post-cast section 4. The diameter of the vertical steel bars 41 of the post-cast section edge component is increased compared with the existing structure. The total reinforcement area of ​​the vertical steel bars 41 of the post-cast section edge component, the vertical structural steel bars 111 of the prefabricated wall edge component and the large-diameter vertical force-bearing steel bars 116 of the edge component meet the requirements for the shear wall bending bearing capacity verification, or replace multiple vertical steel bars of the edge component of the traditional shear wall according to the principle of equal area replacement of steel bars of the same strength grade, or meet the minimum reinforcement ratio requirements of the current specifications for the vertical steel bars of the edge component.

[0073] When the T-shaped node edge member is designed as a structural edge member according to the current specifications, the precast wall 22 and the precast wall 33 are not provided with the precast wall edge member area 11, and the vertical distribution steel bars 122 of the upper and lower precast walls 22 and the precast wall 33 within the length range of the horizontal connecting steel bar 244 are overlapped and connected at the floor position using a single row of vertical distribution steel bars additional connecting steel bars 123 or a double row of vertical distribution steel bars additional connecting steel bars 124; the single row of vertical distribution steel bars additional connecting steel bars 123 are arranged in a single row along the center line of the wall thickness, and the area is not less than the total area of ​​the vertical distribution steel bars 122 to which they are overlapped and connected; the double row of vertical distribution steel bars additional connecting steel bars 124 are arranged on the inner side of the horizontal connecting steel bar 244, overlapped with the vertical distribution steel bars 122 one by one, and the diameter is not less than the diameter of the vertical distribution steel bars 122.

[0074] Within the full height of the wall, the horizontal connecting steel bars 2 44 between the precast wall 2 and precast wall 3 3 of the wing walls on both sides of the T-shaped node of the longitudinal and transverse walls should be straight steel bars arranged in double rows; within the full height of the vertical structural steel bar bottom overlap section 17 of the precast wall edge component and the vertical force-bearing steel bars 116 of the large-diameter edge component, the horizontal connecting steel bars 1 43 of the L-shaped or T-shaped node and the horizontal connecting steel bars 2 44 of the L-shaped node should be U-shaped steel bars, with the open ends extending into the cavity 14 and the closed ends tied and positioned with the stirrups 42 of the post-cast section edge component; within the section 18 outside the bottom overlap of the vertical structural steel bars of the precast wall edge component, the horizontal connecting steel bars 1 43 of the L-shaped or T-shaped node and the horizontal connecting steel bars 2 44 of the L-shaped node can be closed ring steel bars, U-shaped steel bars with hooks at the open ends, or U-shaped steel bars.

[0075] In the present invention, an installation seam 45 should be provided between adjacent prefabricated walls. The width of the installation seam 45 should not be less than 20 mm to ensure the installation efficiency and accuracy of the prefabricated walls and to be used for passing the formwork fixing tooling of the vertical post-casting section 4.

[0076] Figures 1 to 9 The figure shows a preferred embodiment of the present invention, first embodiment, for an L-shaped joint between vertical and horizontal walls. The precast wall edge component areas 11 of precast walls 1 and 2 on either side are adjacent to the precast wall body area 12. A small vertical post-cast section 4, with a width equal to the wall thickness, is installed between precast walls 1 and 2. An installation joint 45 is also provided to adjust the verticality and horizontality of the precast wall installation. The width of the installation joint 45 should not be less than 20 mm. Together with the precast wall edge component areas 11 of precast walls 1 and 2, these vertical post-cast sections 4 form the integral edge components of the L-shaped joint and participate in structural load-bearing. Figure 1 Six vertical structural steel bars 111 of the prefabricated wall edge components are provided.

[0077] Figure 2 、 Figure 3 A single row of additional connecting steel bars 114 of vertical structural steel bars of prefabricated wall edge components are arranged in the cavity 14. Figure 2 The six vertical structural steel bars 111 of the precast wall edge components are overlapped and connected with the two single-row additional vertical connecting steel bars 114 of the precast wall edge components. Figure 4 、 Figure 5 As shown, double rows of additional connecting steel bars 115 of vertical structural steel bars of prefabricated wall edge components can also be arranged in the cavity 14. Figure 2 、 Figure 3 , Figure 4 、 Figure 5The double-row additional connecting steel bars 115 of the vertical structural steel bars of the precast wall edge components are easy to interfere with the precast wall edge component stirrups 112 and precast wall edge component tie bars 113 during the installation of precast wall 1 and precast wall 2, which reduces the efficiency of precast wall installation and limits the adjustment range of precast wall installation accuracy. Therefore, it is recommended to use the connection of the vertical structural steel bars 111 of the upper and lower precast wall edge components. Figure 2 、 Figure 3 structure.

[0078] In order to facilitate the installation of the horizontal connecting steel bar 1 43 and the horizontal connecting steel bar 2 44 while taking into account the force transmission performance, the vertical structural steel bar bottom overlap section 17 of the prefabricated wall edge member is as follows: Figure 2 、 Figure 4 As shown, horizontal connecting steel bars 1 43 and 2 44 are preferably U-shaped steel bars, with the open ends extending into the precast wall cavity 14 and the closed ends tied to the stirrups 42 of the post-cast section edge member. In the section 18 outside the bottom overlap of the vertical structural steel bars of the precast wall edge member, there is no vertical steel bar interference in the cavity, such as Figures 6 to 8 As shown, the horizontal connecting steel bar 1 43 and the horizontal connecting steel bar 2 44 can be closed ring steel bars, U-shaped steel bars with hooks at the open ends, or U-shaped steel bars.

[0079] The horizontal joint structure of the prefabricated wall area 12 of the prefabricated wall 1 and the prefabricated wall 2 is the same as the horizontal joint structure of the existing composite shear wall, such as Figure 9 As shown, a double row of vertical distribution steel bars 124 are laid in the cavity 14 and are indirectly overlapped with the vertical distribution steel bars 122 in the precast wall concrete panel 13. The height of the horizontal joint 51 at the bottom of the precast wall should not be less than 50mm. The connection between the precast wall and the precast floor slabs 53 on both sides is achieved through the horizontal post-cast strip 52 at the top of the precast wall. In particular, in order to further improve the installation efficiency and installation accuracy of the precast wall, you can also refer to Figure 3 In the structure, a single row of additional connecting steel bars is arranged along the center line of the wall in the cavity and is indirectly overlapped with the vertical distribution steel bars 122.

[0080] The on-site construction process of the preferred embodiment 1 is as follows: install precast wall 1 and precast wall 2, and adjust their verticality and horizontality; tie the vertical steel bars 41 of the edge components of the post-cast section, complete the connection of the steel bar joints 441, tie the stirrups 42 of the edge components of the post-cast section, pass through the horizontal connecting steel bars 1 43 and the horizontal connecting steel bars 2 44, and tie and position them with the stirrups 42 of the edge components of the post-cast section; support the vertical post-cast section 4 formwork, and arrange the single row of additional connecting steel bars 114 of the vertical structural steel bars of the precast wall edge components or the double rows of additional connecting steel bars 115 of the vertical structural steel bars of the precast wall edge components at the corresponding position above the precast wall cavity 14; pour the post-cast concrete in the cavity 14 to achieve the connection between the precast wall 1 and the precast wall 2, and then maintain and remove the formwork.

[0081] Figures 10 to 12This is the second preferred embodiment of the present invention, used for T-shaped joints in vertical and horizontal walls. The joint area is designed as a structural edge member according to current standards. Precast wall 1 includes a precast wall edge member area 11, constructed similarly to the first preferred embodiment. Large-diameter post-cast segment edge member vertical reinforcement 41 is centrally located within the vertical post-cast segment 4, serving as the primary load-bearing vertical reinforcement in the T-shaped joint area and providing bending resistance to the edge member.

[0082] There is no precast wall edge component area 11 at one end of the precast wall 2 and precast wall 3 connected to the vertical post-cast section 4. The horizontal connecting steel bars 244 between the precast wall 2 and precast wall 3 on both sides should be straight steel bars arranged in double rows. The diameter should not be smaller than the diameter of the horizontal distribution steel bars 121 in the precast wall, and the vertical spacing should not be larger than the spacing of the horizontal distribution steel bars 121 in the precast wall. Figure 11 As shown, the vertical distribution steel bars 123 of the precast wall 2 and the precast wall 3 within the length of the horizontal connection steel bar 2 44 can be overlapped and connected at the floor position using a single row of vertical distribution steel bars and additional connection steel bars 123 to ensure that there is space for the horizontal connection steel bar 2 44 to pass through the overlap section 17 at the bottom of the vertical structural steel bars of the precast wall edge components. In particular, Figure 12 As shown, double rows of vertical distribution steel bars 124 can be used to overlap and connect with the vertical distribution steel bars 123 in the cavity. At this time, the double rows of vertical distribution steel bars 124 need to be arranged on the inner side of the horizontal connection steel bar 44, and attention should be paid to its interference with the horizontal connection steel bar 44.

[0083] The on-site construction process of the preferred embodiment 2 is as follows: install precast wall 1 and precast wall 2, adjust their verticality and horizontality; tie the vertical steel bars 41 of the edge member of the post-casting section, complete the connection of the steel bar joints 441, tie the stirrups 42 of the edge member of the post-casting section, penetrate the horizontal connecting steel bar 1 43 and tie it to the stirrups 42 of the edge member of the post-casting section; penetrate the horizontal connecting steel bar 2 44 and insert it into the cavity 14 of the precast wall 2, ensuring that its end does not exceed the range of the vertical post-casting section 4; install precast wall 3, adjust its verticality and horizontality, move the horizontal connecting steel bar 2 44 into the cavity 14 of the precast wall 3 3 to the designed position and tie it to the stirrups 42 of the edge member of the post-casting section; support the vertical post-casting section 4 formwork, and arrange the vertical steel bars in the cavity at the corresponding position above the precast wall cavity 14; pour the post-cast concrete in the cavity 14 to achieve the connection of the precast wall 1, precast wall 2 and precast wall 3, and maintain and remove the formwork.

[0084] Figures 13 and 14 This is the third preferred embodiment of the present invention, which is used for the T-shaped joints of vertical and horizontal walls. The joint area is designed as a constrained edge member according to the current specifications. At this time, the precast wall 1, precast wall 2 and precast wall 3 are all provided with a precast wall edge member area 11, and their structure is the same as that of the preferred embodiment 1. The vertical structural steel bars 111 of the upper and lower precast wall edge members should preferably be Figure 13 As shown, a single row of vertical structural steel bars 114 is used for the prefabricated wall edge member to be overlapped and connected. Figure 14 The vertical structural steel bars of the prefabricated wall edge components are double-rowed and connected by additional connecting steel bars 115. The on-site construction process of the preferred embodiment 3 is the same as that of the preferred embodiment 2.

[0085] Figures 15 to 20 This is the fourth preferred embodiment of the present invention, which is used for the L-shaped joint of the vertical and horizontal walls. The precast wall 2 has an opening area 16. The precast wall edge component area 11 and the vertical post-cast section 4 of the precast wall 1 are constructed in the same manner as in the first preferred embodiment. The vertical structural steel bars 111 of the upper and lower precast wall edge components should preferably be Figure 16 As shown, a single row of vertical structural steel bars 114 is used for the prefabricated wall edge member to be overlapped and connected. Figure 17 As shown, a double row of additional connecting steel bars 115 are used for lap connection of vertical structural steel bars of prefabricated wall edge components.

[0086] The precast wall edge member area 11 of the precast wall 2 is adjacent to the opening area 16 and is no longer than 800mm. Its structure is consistent with the structure of the aforementioned patent. A single row of large-diameter edge member vertical stress-bearing steel bars 116 is arranged in the cavity 14 on the side of the precast wall edge member area 11 close to the opening 16. The large-diameter edge member vertical stress-bearing steel bars 116 pass through the cavity 14 from top to bottom and are arranged along the center line of the wall thickness to participate in the structural stress calculation. When the calculated reinforcement area of ​​the edge member vertical reinforcement is large, the configuration of two large-diameter edge member vertical stress-bearing steel bars 116 will result in a larger steel bar diameter. Three or more edge member vertical stress-bearing steel bars 116 can be arranged in the cavity to control their diameter.

[0087] The large-diameter vertical reinforcement bars 116 within the precast wall edge member area 11 of precast wall 2 should meet the bending resistance requirements in their respective directions. Their total area should meet the requirements for shear wall bending capacity verification, or replace multiple vertical reinforcement bars in traditional shear walls based on the principle of equal area replacement of bars of the same strength grade, or meet the minimum reinforcement ratio requirements for vertical reinforcement in edge members as specified in current specifications. The large-diameter vertical reinforcement bars 116 of the upper and lower walls are directly connected using rebar connectors 441, ensuring reliable load-bearing and helping to control rebar usage.

[0088] like Figure 16 、 17 As shown, the horizontal connecting steel bar 1 43 in the bottom overlap section 17 of the vertical structural steel bar of the precast wall edge member and the horizontal connecting steel bar 2 44 in the full height range should be U-shaped steel bars, with the open end extending into the precast wall cavity 14 and the closed end tied to the stirrup 42 of the post-cast section edge member. The horizontal connecting steel bar 1 43 in the section 18 other than the bottom overlap of the vertical structural steel bar of the precast wall edge member can be Figures 18 to 20Use closed ring steel bars, U-shaped steel bars with hooks at the open ends, or U-shaped steel bars respectively.

[0089] The on-site construction process of the preferred embodiment 4 is as follows: the vertical stress-bearing steel bars 116 of the large-diameter edge members in the cavity 14 of the current layer of precast wall 2 are connected to the vertical stress-bearing steel bars 116 of the large-diameter edge members extending from the lower layer using steel bar joints 441; when installing precast wall 1 and precast wall 2, it is necessary to pay attention to controlling the position of the vertical stress-bearing steel bars 116 of the large-diameter edge members in the cavity 14 of the current layer to prevent them from interfering with the fall of precast wall 2, and adjusting the verticality and horizontality of the precast wall; tying the vertical steel bars 41 of the edge members of the post-cast section, completing the connection of the steel bar joints 441, tying the stirrups 42 of the edge members of the post-cast section, passing through the horizontal connecting steel bars 1 and 44, and tying them to the stirrups 42 of the edge members of the post-cast section for positioning; supporting the vertical post-cast section 4 formwork, and arranging the vertical connecting steel bars in the cavity at the corresponding position above the precast wall cavity 14; pouring the post-cast concrete in the cavity 14 to achieve the connection between precast wall 1 and precast wall 2, and curing and removing the formwork. The vertical stress-bearing steel bars 116 of the large-diameter edge members in the cavity 14 of this layer can also be installed after the installation of the prefabricated wall 2 is completed. At this time, the structure and construction sequence of the reserved installation holes at the bottom of the prefabricated wall 2 can refer to the aforementioned patent.

[0090] Figure 21 、 Figure 22 This is the fifth preferred embodiment of the present invention, which is used for the T-shaped joints of the vertical and horizontal walls. The wing wall precast wall 2 and precast wall 3 have opening areas 16. The precast wall edge component area 11 and the vertical post-cast section 4 of the precast wall 1 are constructed in the same manner as in the first preferred embodiment. The vertical structural steel bars 111 of the upper and lower precast wall edge components should preferably be Figure 21 As shown, a single row of vertical structural steel bars 114 is used for the prefabricated wall edge member to be overlapped and connected. Figure 22 The precast wall edge member vertical structural reinforcement is shown using double rows of additional connecting reinforcement 115 for lap connection. The precast wall edge member area 11 of the wing wall precast wall 2 and precast wall 3 is constructed in the same manner as in the fourth preferred embodiment. Horizontal connecting reinforcement 44 is arranged in double rows using straight steel bars throughout the entire height.

[0091] The on-site construction process of the preferred embodiment 5 is as follows: the vertical stress-bearing steel bars 116 of the large-diameter edge members in the cavity 14 of the precast wall 2 and the precast wall 3 are connected with the vertical stress-bearing steel bars 116 of the large-diameter edge members extending from the lower layer by using the steel bar joint 441; when installing the precast wall 1 and the precast wall 2, it is necessary to pay attention to controlling the position of the vertical stress-bearing steel bars 116 of the large-diameter edge members in the cavity 14 of the current layer to prevent them from interfering with the fall of the precast wall 2, and adjusting the verticality and horizontality of the precast wall; tying the vertical steel bars 41 of the edge members of the post-cast section, completing the connection of the steel bar joint 441, tying the stirrups 42 of the edge members of the post-cast section, and passing the horizontal connecting steel bar 1 43 and Tie and position it with the stirrups 42 of the post-cast section edge member; thread horizontal connecting steel bars 2 and insert them into the cavity 14 of precast wall 2, ensuring that their ends do not extend beyond the vertical post-cast section 4; install precast wall 3 3 according to the requirements of precast wall 2 2, adjust its verticality and horizontality, move horizontal connecting steel bars 2 44 into the cavity 14 of precast wall 3 3 to the designed position, and tie and position it with the stirrups 42 of the post-cast section edge member; support the vertical post-cast section 4 formwork, and lay the vertical steel bars in the cavity at the corresponding position above the precast wall cavity 14; pour post-cast concrete in cavity 14 to connect precast wall 1 1, precast wall 2 2, and precast wall 3 3, and then perform curing and remove the formwork. Large-diameter vertical stress-bearing steel bars 116 of the edge member in the cavity 14 of this layer can also be threaded after the installation of precast wall 2 2 and precast wall 3 3 is completed. In this case, the structure and construction sequence of the reserved installation holes at the bottom of precast wall 2 2 and precast wall 3 3 refer to the aforementioned patent.

[0092] Furthermore, if Figures 23 to 27 As shown, the stirrups 42 of the edge member of the post-cast section and the horizontal connecting steel bars 43 or 44 of the present invention can be made of one steel bar. In this case, the horizontal connecting steel bars 43 or 44 are in a multi-fold line and open form, with the open end extending into the prefabricated wall cavity 14 and the closed end being tied and positioned with the stirrups 42 of the edge member of the post-cast section. Figures 23 to 27 These are improved versions of the horizontal connecting bars of preferred embodiments 1 to 5, respectively. Their advantage is that they can further reduce the amount of vertical post-cast section reinforcement tied, controlling the amount of stirrups used. During on-site construction, the horizontal connecting bars 43 or 44, which serve as both stirrups and horizontal connecting bars for the post-cast section edge members, should be installed before the vertical reinforcement 41 for the post-cast section edge members.

[0093] Figure 28 、 Figure 29 The existing connection node structures corresponding to the preferred embodiment 1 and the preferred embodiment 4 of the present invention are respectively, that is, the comparative example 1 and the comparative example 2, the vertical post-casting section is larger in size, and the vertical steel bars 41 of the post-casting section edge member, the stirrups 42 of the post-casting section edge member, and the tie bars 46 of the post-casting section edge member are configured to form a steel skeleton. Figure 29Double rows of additional connecting steel bars 118 are arranged in the hollow cavity 14 and overlapped with the vertical steel bars 117 of the prefabricated wall edge members. Figure 28 The comparative example 1, the preferred embodiment 4 and Figure 29 The comparative example 2 is compared, see Table 1 and Table 2.

[0094] Table 1

[0095]

[0096] Table 2

[0097]

[0098]

[0099] In summary, the present invention separates and configures steel bars with different functions in the L-shaped and T-shaped nodes of the vertical and horizontal walls of the composite shear wall, concentrates the vertical steel bars of the shear wall edge components in the vertical post-cast section 4, and respectively sets stirrups or tension bars in the vertical post-cast section 4 and the prefabricated wall edge component area 11, thereby realizing the two structural functions of the shear wall edge components to provide bending bearing capacity and elastic-plastic deformation capacity. It can effectively solve the current problems of large size of the vertical post-cast sections of the connection nodes of the vertical and horizontal walls of the composite shear wall, difficulty in tying steel bars, and difficulty in vibrating concrete.

[0100] 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 composite shear wall longitudinal and transverse wall connection node structure with concentrated reinforcement in a vertical post-cast section, comprising a vertical post-cast section (4) and a prefabricated wall edge component area (11) connected to the vertical post-cast section (4), characterized in that: The vertical post-cast section (4) is arranged at the joint position of the vertical and horizontal walls of the composite shear wall, and its width is equal to the thickness of the wall. The vertical post-cast section (4) is centrally configured with post-cast section edge member vertical reinforcement (41) as the main load-bearing vertical reinforcement in the edge member area of ​​the vertical and horizontal wall joints to ensure the bending resistance of the wall. The prefabricated wall edge member area (11) is configured with small-diameter prefabricated wall edge member vertical structural reinforcement (111) that does not extend out of the prefabricated wall. The diameter of the prefabricated wall edge member vertical structural reinforcement (111) is not greater than 10 mm, and no ordinary specification of precast wall edge member vertical stress steel bars (117) are configured; the vertical post-cast section (4) is configured with post-cast section edge member stirrups (42), and the precast wall edge member area (11) is configured with precast wall edge member stirrups (112) or precast wall edge member tension bars (113), forming a partition constraint on the vertical post-cast section (4) and the precast wall edge member area (11) concrete, ensuring the elastic-plastic deformation capacity of the wall body, and the vertical post-cast section (4) and the precast wall edge member area (11) are penetrated with horizontal connecting steel bars 1 (43) and horizontal connecting steel bars 2 (44) to achieve tensioning, and after pouring the post-cast concrete, an integral edge member is formed, and the node is an L-shaped or T-shaped node of the vertical and horizontal walls, and the vertical post-cast section (4) and the precast wall edge member area (11) together form an L-shaped or T-shaped node edge member, and its overall range meets the provisions of the current design specifications on the range of shear wall edge members.

2. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1 is characterized in that: The precast wall edge component area (11) includes precast concrete wall panels (13) on both sides, and a cavity (14) is formed between the two precast concrete wall panels (13). When the precast wall edge component area (11) is adjacent to the precast wall body area (12), additional connecting steel bars are arranged at the floor position of the cavity (14) and overlapped with the vertical structural steel bars (111) of the precast wall edge components on the upper and lower layers. Considering the contribution of the vertical structural steel bars (111) of the precast wall edge components to the bending bearing capacity of the wall, the additional connecting steel bars are arranged in a single row or a double row, and the length meets the requirements of steel bar overlap, and do not pass through the cavity (14) from top to bottom. When the additional connecting steel bars are arranged in a single row, the precast wall edge component The single-row additional connecting steel bars (114) of the vertical structural steel bars are arranged in a single row along the center line of the wall thickness, and the total area thereof is not less than the total area of ​​the vertical structural steel bars (111) of the precast wall edge member to which they are overlapped; when the additional connecting steel bars are arranged in double rows, the double-row additional connecting steel bars (115) of the vertical structural steel bars of the precast wall edge member are arranged inside the horizontal connecting steel bar 1 (43) and the horizontal connecting steel bar 2 (44), overlapped with the vertical structural steel bars (111) of the precast wall edge member one by one, and the diameter is not less than the diameter of the vertical structural steel bars (111) of the precast wall edge member; when the precast wall edge member area (11) is adjacent to the precast wall opening area (16) and the length is not more than 800 When the thickness of the precast wall edge member is 0.01 mm, a single row of large-diameter edge member vertical stress-bearing steel bars (116) are arranged in the cavity (14) of the precast wall edge member region (11). The large-diameter edge member vertical stress-bearing steel bars (116) pass through the cavity (14) vertically and are arranged along the center line of the wall thickness, and participate in the structural stress calculation.

3. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 2 is characterized in that: The diameters of the vertical steel bars (41) of the post-casting section edge member and the vertical stress-bearing steel bars (116) of the large-diameter edge member are not less than 16 mm.

4. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1, 2 or 3, characterized in that: The precast wall edge member vertical structural steel bars (111) are arranged in the precast concrete wall panel (13), and the number of the steel bars is set according to the range of the precast wall edge member area (11); when the length of the precast wall edge member area (11) is not greater than 300 mm, four precast wall edge member vertical structural steel bars (111) are arranged; when the length of the precast wall edge member area (11) is between 300 and 600 mm, six precast wall edge member vertical structural steel bars (111) are arranged.

5. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 2 is characterized in that: The vertical reinforcement bars (41) of the post-cast edge members of the upper and lower layers of the wall are connected with the vertical stress-bearing reinforcement bars (116) of the large-diameter edge members by means of reinforcement joints (411), and the reinforcement joints (411) are arranged at the same height or staggered at a certain distance; when the diameter of the reinforcement bar is not greater than 16 mm, the vertical reinforcement bars (41) of the post-cast edge members and the vertical stress-bearing reinforcement bars (116) of the large-diameter edge members are connected by means of overlap; the total reinforcement area of ​​the vertical reinforcement bars (41) of the post-cast edge members, the vertical structural reinforcement bars (111) of the prefabricated wall edge members and the vertical stress-bearing reinforcement bars (116) of the large-diameter edge members meet the requirements for the bending bearing capacity verification of the shear wall, or replace multiple vertical reinforcement bars of the traditional shear wall according to the principle of equal area replacement of reinforcement bars of the same strength grade, or meet the minimum reinforcement ratio requirements of the vertical reinforcement bars of the edge members in the current specification.

6. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1 is characterized in that: When the T-shaped node edge member is designed as a structural edge member according to the current specification, the precast wall 2 (2) and precast wall 3 (3) of the two side wing walls are not provided with the precast wall edge member area (11), and the vertical distribution steel bars (122) within the length range of the horizontal connecting steel bar 2 (44) of the precast wall 2 (2) and precast wall 3 (3) of the upper and lower layers are overlapped and connected at the floor position using a single row of vertical distribution steel bar additional connecting steel bars (123) or a double row of vertical distribution steel bar additional connecting steel bars (124); the single row of vertical distribution steel bar additional connecting steel bars (123) are arranged in a single row along the center line of the wall thickness, and the area is not less than the total area of ​​the vertical distribution steel bars (122) overlapped and connected to it; the double row of vertical distribution steel bar additional connecting steel bars (124) are arranged on the inner side of the horizontal connecting steel bar 2 (44), overlapped with the vertical distribution steel bars (122) one by one, and the diameter is not less than the diameter of the vertical distribution steel bar (122).

7. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1 is characterized in that: Within the full height of the wall, the horizontal connecting steel bars (44) between the precast wall (2) and the precast wall (3) on both sides of the T-shaped joint of the longitudinal and transverse walls are straight steel bars arranged in double rows; within the full height of the vertical structural steel bar bottom overlap section (17) of the precast wall edge member and the vertical force-bearing steel bar (116) of the large-diameter edge member, the horizontal connecting steel bars (43) (43) of the L-shaped or T-shaped joint and the horizontal connecting steel bars (44) of the L-shaped joint are U-shaped steel bars, the open ends of which extend into the cavity (14) and the closed ends are tied and positioned with the stirrups (42) of the post-cast section edge member; within the section (18) other than the bottom overlap section of the vertical structural steel bar of the precast wall edge member, the horizontal connecting steel bars (43) (43) of the L-shaped or T-shaped joint and the horizontal connecting steel bars (44) of the L-shaped joint are closed ring steel bars, U-shaped steel bars with hooks at the open ends or U-shaped steel bars.

8. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1 is characterized in that: The horizontal connecting steel bar 1 (43) and the horizontal connecting steel bar 2 (44) are passed between the vertical post-cast section (4) and the precast wall cavity (14), and their diameters are not less than the diameters of the horizontal distribution steel bars (121) in the precast wall, and their vertical spacing is not greater than the spacing of the horizontal distribution steel bars (121) in the precast wall; the post-cast section edge component stirrups and the horizontal connecting steel bar 1 (43) and the horizontal connecting steel bar 2 (44) are combined using one steel bar, and the steel bar is in a multi-fold line and open form, with one end closed in the vertical post-cast section (4) and one end open in the precast wall edge component area (11).

9. The composite shear wall vertical and horizontal wall connection node structure with concentrated reinforcement in the vertical post-cast section according to claim 1 is characterized in that: The precast concrete wall panels (13) on both sides of the precast wall are connected by steel trusses (15), concrete longitudinal ribs or flat steel welded mesh, that is, the node structure is used for the vertical and horizontal wall connection nodes of existing double-sided composite shear walls, EVE precast hollow wall panels, SPCS steel welded mesh composite shear walls and longitudinal rib composite shear walls.

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