CN212562027U - On-site formwork-free longitudinal and transverse wall connecting structure for superposed shear wall - Google Patents

Abstract

The utility model provides a vertical post-cast section that is used for on-spot formwork free vertical and horizontal wall joint construction of superimposed shear wall, mainly include vertical horizontal prefabricated wall and the vertical post-cast section of vertical and horizontal prefabricated wall junction, vertical and horizontal prefabricated wall all comprises A face precast concrete wallboard, B face precast concrete wallboard and cavity between, vertical and horizontal prefabricated wall connects and forms L shape or T shape connected node, A face precast concrete wallboard all extends to vertical post-cast section and forms closed cavity in vertical post-cast section periphery, wear to establish horizontal connecting reinforcement one, horizontal connecting reinforcement two between the cavity of vertical post-cast section and vertical and horizontal prefabricated wall, pour the post-cast concrete and accomplish the connection of vertical and horizontal prefabricated wall, realize that vertical post-cast section construction site of vertical and horizontal prefabricated wall hookup location exempts from the formwork. The invention can form the edge component area with the stirrup constraint effect basically equal to that of a cast-in-place shear wall at the position of the connecting node, and the horizontal connecting steel bars have strong connection integrity and are suitable for high-rise superimposed shear wall structures with high requirements on earthquake fortification.

Description

On-site formwork-free longitudinal and transverse wall connecting structure for superposed shear wall

Technical Field

The invention belongs to the technical field of buildings, relates to a superposed shear wall, and particularly relates to a field formwork-free longitudinal and transverse wall connecting structure for the superposed shear wall.

Background

The superposed shear wall structure is an assembled concrete structure system conforming to the current situation of China, and a prefabricated wall of the superposed shear wall structure consists of prefabricated concrete wall plates on two sides and a cavity between the prefabricated concrete wall plates, wherein the prefabricated concrete wall plates on the two sides are connected into a whole through a steel bar truss, a concrete longitudinal rib or a plane steel bar welding net. During site construction, the precast concrete wall plate is also used as a template for post-cast concrete in the cavity, so that the on-site formwork-supporting-free shear wall can be realized, the on-site construction efficiency is high, no on-site formwork supporting is required, and the construction quality is easy to ensure.

However, in the actual superimposed shear wall structure, the longitudinal and transverse prefabricated walls are connected through the vertical post-pouring sections, and the vertical post-pouring sections still need to be partially provided with templates, so that the advantages of the assembly type construction cannot be exerted to the greatest extent. The existing longitudinal and transverse wall formwork-free connecting structure (see the standard of China engineering construction standardization association, the technical specification of an assembled integral type reinforcement welded mesh laminated concrete structure, T/CECS 579 and 2019) is not provided with stirrups and tie bars in a prefabricated wall, the range of the stirrups in the edge component area for restraining concrete is small or no stirrups for restraining concrete is provided, the compression performance of the concrete in the edge component area cannot be ensured, meanwhile, the length of the horizontal connecting bars extending into the prefabricated wall is short, the lap joint force transmission requirement of the horizontal connecting bars and the horizontally distributed reinforcements in the prefabricated wall cannot be met, the applicable height of the prefabricated wall is limited, and the prefabricated wall formwork-free connecting structure is generally only used for a multi-storey residential building with the number of layers not more than six layers and cannot.

Disclosure of Invention

In order to overcome the defects of the existing longitudinal and transverse wall connecting structure of the laminated shear wall, the invention aims to provide the on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall. Compared with the existing structure, the invention not only can realize the construction site free formwork of the vertical post-cast section of the longitudinal and transverse wall connecting node, but also can form the edge component area with the stirrup constraint effect basically equal to the cast-in-place at the connecting node, the length of the horizontal connecting steel bar extending into the cavity of the prefabricated wall can meet the requirement of lap joint force transmission, the connection integrity is strong, and the invention is suitable for the high-rise stacked shear wall structure with higher requirement of earthquake fortification.

In order to achieve the purpose, the invention adopts the technical scheme that:

a field formwork-free longitudinal and transverse wall connecting structure for a superposed shear wall mainly comprises a longitudinal and transverse prefabricated wall and a vertical post-pouring section 1 at the connecting part of the longitudinal and transverse prefabricated wall, wherein the longitudinal and transverse prefabricated wall consists of an A-surface prefabricated concrete wall plate 21, a B-surface prefabricated concrete wall plate 22 and a cavity 23 between the A-surface prefabricated concrete wall plate and the B-surface prefabricated concrete wall plate, the longitudinal and transverse prefabricated wall is connected to form an L-shaped or T-shaped connecting node, it is characterized in that the A-surface precast concrete wallboards 21 of the longitudinal and transverse precast walls extend towards the vertical post-cast section 1 and form a closed cavity at the periphery of the vertical post-cast section 1, a first horizontal connecting steel bar 15 is arranged between the vertical post-cast section 1 and the cavity 23 of the longitudinal precast wall in a penetrating way, and a second horizontal connecting reinforcing steel bar 16 is arranged between the vertical post-cast section 1 and the cavity 23 of the transverse prefabricated wall in a penetrating mode, post-cast concrete is poured to complete connection of the longitudinal and transverse prefabricated walls, and formwork support free in the construction site of the vertical post-cast section 1 at the connecting position of the longitudinal and transverse prefabricated walls is achieved.

The whole range of the vertical post-cast section 1 and the prefabricated wall edge component area 25 is determined by referring to the range of the shear wall edge component suggested by the current specification; only the vertical constructional steel bars 31 of the edge member of the prefabricated wall, which do not extend out of the prefabricated wall and have the diameter not larger than 10mm, are arranged in the edge member area 25 of the prefabricated wall, and the vertical post-pouring section 1 is internally provided with the vertical constructional steel bars 11 of the edge member of the vertical post-pouring section, which have the diameter not smaller than 16mm, so that the bending resistance of the shear wall is ensured; the vertical post-cast section stirrups 12 are arranged in the vertical post-cast section 1, the prefabricated wall edge component stirrups 32 and the prefabricated wall edge component tie bars 33 are arranged in the prefabricated wall edge component area 25, and the stirrups restraining effect is respectively formed on the concrete in the vertical post-cast section 1 and the prefabricated wall edge component area 25, so that the elastic-plastic deformation capacity of the shear wall is ensured.

The vertical constructional steel bars 31 of the edge components of the prefabricated wall on the upper layer and the lower layer are in lap joint through single-row additional connecting steel bars 34 of the vertical constructional steel bars of the edge components of the prefabricated wall, the single-row additional connecting steel bars 34 of the vertical constructional steel bars of the edge components of the prefabricated wall are arranged at the floor position of the cavity 23, the length of the single-row additional connecting steel bars 34 of the vertical constructional steel bars of the edge components of the prefabricated wall, which are arranged along the thickness center line of the wall body and extend into the prefabricated wall, meets the requirement of lap joint force transfer; the vertical steel bars 11 of the edge components of the upper and lower layers of vertical post-cast sections are connected by steel bar joints 111, and the steel bar joints 111 are arranged at the same height or staggered by a certain distance; the total area of the vertical reinforcing steel bars 11 of the edge member of the vertical post-cast section and the single-row additional connecting reinforcing steel bars 34 of the vertical structure of the edge member of the prefabricated wall needs to meet the calculation requirement of the bending resistance bearing capacity of the shear wall or the requirement of the current specification on the minimum reinforcement ratio of the vertical reinforcing steel bars of the edge member of the shear wall.

Set up between the adjacent prefabricated wall installation seam 13 and be used for adjusting the installation accuracy of prefabricated wall, the width of installation seam 13 is 10 ~ 20 mm.

The horizontal connecting steel bars I15 in the T-shaped connecting node vertically distributed steel bar bottom lap joint section 27 are straight steel bars, and the horizontal connecting steel bars I15 at other positions are U-shaped steel bars; the second horizontal connecting steel bar 16 of the L-shaped and T-shaped connecting nodes adopts a U-shaped steel bar, the closed end extends into the cavity 23, the open end extends into the vertical post-pouring section 1, and a 45-degree hook is arranged at the end part, so that the second horizontal connecting steel bar 16 is prevented from being clamped with other steel bars in the moving process; the closed end of the second horizontal connecting steel bar 16 is welded with a transverse steel bar 17, the second horizontal connecting steel bar 16 moves along with the transverse steel bar 17 in the process of moving the shift rod 5, and the transverse steel bar 17 is in mutual contact with a positioning steel bar 18 in the cavity 23 to ensure that the second horizontal connecting steel bar 16 does not move in the process of pouring concrete after pouring; the diameters of the first horizontal connecting reinforcing steel bars 15 and the second horizontal connecting reinforcing steel bars 16 are not smaller than the diameter of the horizontal distribution reinforcing steel bars 35 in the prefabricated wall, and the distance is not larger than the distance of the horizontal distribution reinforcing steel bars 35.

When the prefabricated wall is used for the L-shaped connecting node, the longitudinal prefabricated wall is a prefabricated wall I2, the transverse prefabricated wall is a prefabricated wall II 3, one end, close to the vertical post-pouring section 1, of the prefabricated wall I2 is provided with a stretching stirrup 321, the stretching stirrup 321 is in lap joint with the horizontal distribution reinforcing steel bars 35 on the prefabricated wall I2, the stretching stirrup 321 stretches out from the inner side of the prefabricated concrete wall plate 21 on the A surface, the end part of the prefabricated concrete wall plate 22 on the B surface is stretched out through the cavity 23, the stretching stirrup is stretched into the vertical post-pouring section 1 to realize the connection of the prefabricated wall I2 and the vertical post-pouring section 1, and the horizontal connection reinforcing steel bars; when the prefabricated wall is used for T-shaped connection nodes, the longitudinal prefabricated wall is a prefabricated wall I2 and a prefabricated wall II 3, the transverse prefabricated wall is a prefabricated wall III 4, when the prefabricated wall I2 and the prefabricated wall II 3 do not have a prefabricated wall edge component area 25, tie bars 38 are arranged at the end parts of the prefabricated wall end parts close to the vertical post-pouring section 1 to tie the prefabricated concrete wall plates 21 on the A side and the prefabricated concrete wall plates 22 on the B side, the end parts of the prefabricated concrete wall plates 21 on the A side and the prefabricated concrete wall plates 22 on the B side resist the pressure of a post-pouring concrete pouring side mold in the cavity 23, the distance between the steel bar truss 24 on the outermost side of the prefabricated wall I2 and the prefabricated wall II 3 and the end part of the prefabricated wall is not less than 450mm, and the horizontal connection steel bar I.

When the prefabricated wall is used for T-shaped connection nodes, the upper-layer vertical distribution reinforcing steel bars 36 and the lower-layer vertical distribution reinforcing steel bars 36 in the moving range of the horizontal connection reinforcing steel bars I15 are in lap joint connection by adopting a single row of vertical distribution reinforcing steel bar additional connection reinforcing steel bars 39, the single row of vertical distribution reinforcing steel bar additional connection reinforcing steel bars 39 are arranged in a single row along the thickness center line of the wall body, the length of the vertical distribution reinforcing steel bars 39 extending into the prefabricated wall meets the lap joint force transmission requirement, and the area of the vertical; the upper-layer vertical distribution reinforcing steel bars 36 and the lower-layer vertical distribution reinforcing steel bars 36 in other areas are in lap joint by adopting vertical distribution reinforcing steel bar double-row additional connecting reinforcing steel bars 37, and the diameter of the vertical distribution reinforcing steel bar double-row additional connecting reinforcing steel bars 37 is not smaller than that of the vertical distribution reinforcing steel bars 36.

The invention also provides a construction process of the on-site formwork-free longitudinal and transverse wall connecting structure for the superposed shear wall, the precast concrete wallboards of the longitudinal and transverse precast walls extend towards the vertical post-casting section 1 and form a closed cavity at the periphery of the vertical post-casting section 1, a first horizontal connecting steel bar 15 is arranged between the vertical post-casting section 1 and the cavity 23 of the longitudinal precast wall in a penetrating manner, a second horizontal connecting steel bar 16 is arranged between the vertical post-casting section 1 and the cavity 23 of the transverse precast wall in a penetrating manner, the second horizontal connecting steel bar 16 is integrally moved to a designed position by using the shifting rod 5, and the post-cast concrete is poured to complete the connection of the longitudinal and transverse precast walls, so that the construction site formwork-free construction of the vertical post-casting section 1 at the connecting position of the longitudinal and transverse precast walls is realized.

Specifically, when being used for L shape connected node, vertical prefabricated wall is prefabricated wall one 2, and horizontal prefabricated wall is prefabricated wall two 3, and prefabricated wall one 2, the A face precast concrete wallboard 21 of prefabricated wall two 3 all extend to vertical post-cast section 1, and the site operation technology is: installing a prefabricated wall I2, laying vertical steel bars 11 of edge components of a vertical post-pouring section, completing connection construction of steel bar joints 111, and binding stirrups 12 of the vertical post-pouring section; horizontally distributing reinforcing steel bars 35 in the cavity 23 of the prefabricated wall I2, penetrating horizontal connecting reinforcing steel bars I15 at corresponding heights, and binding and positioning the horizontal connecting reinforcing steel bars I with stirrups 12 of the vertical post-pouring section; horizontally distributed reinforcing steel bars 35 penetrate through the second horizontal connecting reinforcing steel bars 16 at corresponding heights in the cavity 23 of the second prefabricated wall 3, the second horizontal connecting reinforcing steel bars 16 are ensured not to expose the B-side prefabricated concrete wall panel 22 of the second prefabricated wall 3, a shifting rod 5 penetrates through the top of the second prefabricated wall 3 in the cavity 23, the second horizontal connecting reinforcing steel bars 16 are connected in series up and down to form a whole, and the shifting rod 5 and the second prefabricated wall 3 are temporarily fixed to ensure that the second prefabricated wall 5 does not shake greatly in the hoisting process; hoisting the second prefabricated wall 3 to a design position, simultaneously moving the shifting rod 5 to the post-pouring section 1 from the horizontal joint 14 at the top and the bottom of the second prefabricated wall 3, and integrally moving the second horizontal connecting steel bar 16 to the design position; and taking out the shifting rod 5, penetrating the positioning reinforcing steel bars 18, binding and positioning the positioning reinforcing steel bars with other reinforcing steel bars to ensure that the second horizontal connecting reinforcing steel bar 16 does not shift in the process of pouring the post-cast concrete, binding other reinforcing steel bars, and pouring the post-cast concrete in the vertical post-cast section 1 and the cavity 23 to complete node connection.

Specifically, when being used for T shape connected node, vertical prefabricated wall is prefabricated wall one 2, prefabricated wall two 3, is located two flanks, and horizontal prefabricated wall is prefabricated wall three 4, and prefabricated wall one 2, the A face precast concrete wallboard 21 of prefabricated wall two 3 all extend to vertical post-cast section 1, and the site operation technology is: installing a prefabricated wall I2, laying vertical steel bars 11 of edge components of a vertical post-pouring section, completing connection construction of steel bar joints 111, and binding stirrups 12 of the vertical post-pouring section; horizontally distributing reinforcing steel bars 35 in the cavity 23 of the first prefabricated wall 2 at corresponding heights to penetrate through the first horizontal connecting reinforcing steel bars 15, so that one end, close to the second prefabricated wall 3, of each first horizontal connecting reinforcing steel bar 15 is not exposed out of the vertical post-pouring section 1; hoisting the prefabricated wall II 3 to a designed position, moving the horizontal connecting steel bar I15 to the designed position in the cavity 23 of the prefabricated wall II 3 at one side of the opening of the vertical post-pouring section 1, and binding and positioning the horizontal connecting steel bar I with the vertical post-pouring section stirrup 12; horizontally distributed reinforcing steel bars 35 are arranged in the cavity 23 of the prefabricated wall III 4 in a penetrating mode at corresponding heights to penetrate through the horizontal connecting reinforcing steel bars II 16, the horizontal connecting reinforcing steel bars II 16 are guaranteed not to expose out of the prefabricated wall III 4, a shifting rod 5 is arranged in the cavity 23 in a penetrating mode at the top of the prefabricated wall III 4, the horizontal connecting reinforcing steel bars II 16 are connected in series up and down to form a whole, and the shifting rod 5 and the prefabricated wall III 4 are temporarily fixed to guarantee that the horizontal connecting reinforcing steel bars II do not shake greatly in the hoisting process; hoisting the third prefabricated wall 4 to a design position, simultaneously moving the shifting rod 5 to the post-pouring section 1 from the horizontal joint 14 at the top of the third prefabricated wall 4 and the bottom of the prefabricated wall, and integrally moving the second horizontal connecting steel bar 16 to the design position; and taking out the shifting rod 5, penetrating the positioning reinforcing steel bars 18, binding and positioning the positioning reinforcing steel bars with other reinforcing steel bars to ensure that the second horizontal connecting reinforcing steel bar 16 does not shift in the process of pouring the post-cast concrete, binding other reinforcing steel bars, and pouring the post-cast concrete in the vertical post-cast section 1 and the cavity 23 to complete node connection.

The shifting rod 5 consists of a vertical rod 51 and a cross rod 52 and can be manufactured by welding rectangular steel pipes, the vertical rod 51 is inserted into a closed ring formed by the closed end of the horizontal connecting steel bar two 16 and the transverse steel bar 17, and the cross rod 52 is arranged at the top of the prefabricated wall and is temporarily fixed with the prefabricated wall. Compared with the prior art, the invention has the beneficial effects that:

(1) the invention utilizes the precast concrete wall plate of the precast wall as the template of the vertical post-pouring section, can realize that the construction site of the vertical post-pouring section of the longitudinal and transverse wall connecting node is free from formwork support, and can greatly improve the site construction efficiency.

(2) The invention can form the edge component area with the stirrup constraint effect basically equal to that of a cast-in-place at the connecting node position, the length of the horizontal connecting steel bar extending into the cavity of the prefabricated wall can meet the requirement of lap joint force transmission, the connection integrity is strong, and the invention is suitable for high-rise superimposed shear wall structures with higher requirements on earthquake fortification.

(3) The invention realizes the penetration and the integral displacement of the horizontal connecting steel bar in the closed cavity by utilizing the displacement rod, has high on-site construction efficiency, can ensure that the horizontal connecting steel bar does not displace when post-cast concrete is poured by combining the positioning steel bar, ensures that the position of the horizontal connecting steel bar is positioned at the position required by design, and ensures the structure safety.

(4) The node has strong structural universality, and can be used for L-shaped and T-shaped nodes of the vertical and horizontal walls of the existing prefabricated superposed shear walls such as double-sided superposed shear walls, SPCS (steel bar welding) mesh superposed shear walls and the like.

Drawings

Fig. 1 is a three-dimensional schematic diagram of a typical construction of the present invention applied to the positions of L-shaped nodes of longitudinal and transverse walls.

Fig. 2 is a schematic sectional view taken along line a-a in fig. 1.

Fig. 3 is a schematic view of the horizontal joint structure of the prefabricated edge member region shown in fig. 1, wherein a single row of additional connecting reinforcements are arranged in the cavity of the vertical structure reinforcements of the prefabricated wall edge member.

FIG. 4 is a three-dimensional schematic diagram of a first field construction step of the L-shaped node shown in FIG. 1.

FIG. 5 is a three-dimensional schematic diagram of a second field construction step of the L-shaped node shown in FIG. 1.

Fig. 6 is a three-dimensional schematic view of a third field construction step of the L-shaped node shown in fig. 1.

Fig. 7 is a three-dimensional schematic diagram of a fourth field construction step of the L-shaped node shown in fig. 1.

FIG. 8 is a schematic view of the structure of the shift lever of the present invention.

Fig. 9 is a schematic view showing the relationship between the shift rod and the second horizontal connecting steel bar according to the present invention.

Fig. 10 is a three-dimensional schematic view of a modified version of prefabricated wall one.

Fig. 11 is a schematic cross-sectional view B-B of fig. 10.

Fig. 12 is a schematic view of a modified form of the L-shaped node of fig. 1 using prefabricated walls one.

Fig. 13 is a three-dimensional schematic view of a typical construction of the invention for a T-shaped node, node area of a side-to-side wall designed to construct an edge member according to current specifications.

Fig. 14 is a schematic cross-sectional view of C-C in fig. 13.

Fig. 15 is a schematic cross-sectional view taken along line D-D of fig. 13.

Fig. 16 is a three-dimensional schematic view of the prefabricated wall one and the prefabricated wall two in fig. 13.

Fig. 17 is a schematic cross-sectional view of E-E in fig. 16.

FIG. 18 is a three-dimensional schematic diagram of a first site construction step of the T-shaped node shown in FIG. 13.

FIG. 19 is a three-dimensional schematic view of the second site construction step of the T-shaped node shown in FIG. 13.

FIG. 20 is a three-dimensional schematic view of the site construction step three of the T-shaped node shown in FIG. 13.

FIG. 21 is a three-dimensional schematic view of a fourth step of the site construction of the T-shaped node shown in FIG. 13.

Fig. 22 is a three-dimensional schematic diagram of a fifth site construction step of the T-shaped node shown in fig. 13.

FIG. 23 is a three-dimensional schematic view of an exemplary configuration of the present invention for a T-shaped node, node area for a side-to-side wall, designed to constrain edge members in accordance with current specifications.

Fig. 24 is a schematic sectional view taken along line F-F in fig. 23.

Fig. 25 is a schematic sectional view taken along line G-G in fig. 23.

In the figure: 1-vertical post-pouring section; 2, prefabricating a first wall; 3-prefabricating a second wall; 4-prefabricating a third wall; 5-a shifting rod; 11-vertical post-cast section edge member vertical steel bars; 111-rebar junctions; 12-vertical post-cast section stirrups; 13-installing a seam; 14-horizontal seaming of the bottom of the prefabricated wall; 15-horizontally connecting the first steel bar; 16-horizontally connecting a second steel bar; 17-transverse steel bars; 18-positioning the reinforcing steel bars; prefabricating a concrete wall plate on the surface 21-A; prefabricating a concrete wall plate on the surface 22-B; 23-a cavity; 24-steel bar trusses; 25-prefabricated wall edge element area; 26-prefabricating a wall body area; 27-vertically distributing reinforcement bottom lap joint sections; 28-overlapping the bottom of the vertically distributed steel bars at the outer sections; 31-prefabricating vertical constructional steel bars of wall edge components; 32-prefabricated wall edge member stirrups; 321-extending stirrups; 33-prefabricated wall edge member lacing wire; 34-adding connecting steel bars in a single row in the vertical structural steel bars of the prefabricated wall edge component; 35-horizontally distributing reinforcing steel bars; 36-vertically distributing reinforcing steel bars; 37-vertically distributed reinforcing steel bars are added in double rows to connect the reinforcing steel bars; 38-tie bars; 39-vertically distributed reinforcing steel bars are added in a single row to form connecting reinforcing steel bars; 51-a vertical bar; 52-Cross bar.

Detailed Description

The embodiments of the present invention will be described in detail below with reference to the drawings and examples.

The invention provides a site formwork-free longitudinal and transverse wall connecting structure for a superposed shear wall and a corresponding construction process thereof. As shown in fig. 1 to 25, the prefabricated wall mainly comprises a longitudinal prefabricated wall and a transverse prefabricated wall and a vertical post-cast section 1 at the joint of the longitudinal prefabricated wall and the transverse prefabricated wall, wherein the longitudinal prefabricated wall and the transverse prefabricated wall are respectively composed of an A-surface prefabricated concrete wall plate 21, a B-surface prefabricated concrete wall plate 22 and a cavity 23 between the A-surface prefabricated concrete wall plate and the B-surface prefabricated concrete wall plate. The invention comprehensively considers the integrity of the site construction and the node connection of the vertical post-cast section, optimizes and improves the node structure, and specifically comprises the following steps:

at the position of an L-shaped or T-shaped node connected with the longitudinal and transverse prefabricated walls, prefabricated concrete wallboards of the longitudinal and transverse prefabricated walls extend towards the vertical post-pouring section 1, a closed cavity is formed at the periphery of the vertical post-pouring section 1 and is also used as a template of the vertical post-pouring section 1, the vertical post-pouring section 1 is arranged in the closed cavity, a first horizontal connecting steel bar 15 penetrates between the vertical post-pouring section 1 and the cavity 23 of the longitudinal prefabricated wall, a second horizontal connecting steel bar 16 penetrates between the vertical post-pouring section 1 and the cavity 23 of the transverse prefabricated wall, the second horizontal connecting steel bar 16 in the cavity 23 is integrally moved to a design position by using the special shifting rod 5, the connection of the longitudinal and transverse prefabricated walls is completed by pouring post-pouring concrete, and the construction site free formwork support of the vertical post-pouring section 1 at the connection position of the longitudinal and transverse prefabricated walls is realized.

In the invention, the installation gap 13 can be arranged between the adjacent prefabricated walls to adjust the installation precision of the prefabricated walls, and the width of the installation gap 13 is preferably 10-20 mm.

Horizontal distribution reinforcing bar 35 is through with horizontal connection reinforcing bar 15, two 16 lap joints of horizontal connection reinforcing bar in the prefabricated wall, realize between prefabricated wall and the vertical post-cast section 1, reliable connection between the prefabricated wall of moving about freely and quickly, in order to guarantee that the prefabricated wall fully exerts its oblique section shear capacity, horizontal connection reinforcing bar 15, the diameter of horizontal connection reinforcing bar two 16 should not be less than the diameter of horizontal distribution reinforcing bar 35, the interval should not be greater than the interval of horizontal distribution reinforcing bar 35, the length that stretches into prefabricated wall cavity 23 should satisfy the overlap joint and pass power requirement.

Particularly, the second horizontal connecting reinforcing steel bar 16 is preferably a U-shaped reinforcing steel bar, the closed end of the U-shaped reinforcing steel bar extends into the cavity 23 of the transverse prefabricated wall, the open end of the U-shaped reinforcing steel bar extends into the vertical post-pouring section 1, a 45-degree hook is arranged at the end part of the U-shaped reinforcing steel bar, the 45-degree hook is perpendicular to the plane where the second horizontal connecting reinforcing steel bar 16 is located, and the second horizontal connecting reinforcing steel bar 16 forms an arc to prevent the second horizontal connecting reinforcing steel bar 16 from colliding and clamping with other reinforcing steel bars. The second horizontal connecting reinforcing steel bar 16 needs to move in the cavity 23 by means of the shifting rod 5, the transverse reinforcing steel bar 17 is welded on the inner side of the closed end of the second horizontal connecting reinforcing steel bar 16, the second horizontal connecting reinforcing steel bar 16 moves along with the transverse reinforcing steel bar 17 in the shifting rod 5 moving process, and meanwhile the transverse reinforcing steel bar 17 is in contact with the vertical positioning reinforcing steel bar 18 in the cavity 23 to ensure that the second horizontal connecting reinforcing steel bar 16 does not move in the post-pouring concrete pouring process.

In the invention, after post-pouring concrete in the cavity 23 is poured, the vertical post-pouring section 1 and the prefabricated wall edge member area 25 jointly form an integral edge member to participate in structural stress, and the integral range of the integral edge member is determined according to the specification of the existing specification, namely the building earthquake resistance design specification, and the technical specification of high-rise building concrete structure, on the range of the shear wall edge member. Only the prefabricated wall edge member vertical construction steel bars 31 which do not extend out of the prefabricated wall and have the diameter of not more than 10mm are arranged in the prefabricated wall edge member area 25; vertical post-cast section edge member vertical steel bars 11 with the diameter not less than 16mm are arranged in the vertical post-cast section 1 and serve as main stressed vertical steel bars of the edge member, and bending resistance is provided for the shear wall.

The vertical post-cast section stirrups 12 are arranged in the vertical post-cast section 1, the prefabricated wall edge component stirrups 32 and the prefabricated wall edge component tie bars 33 are arranged in the prefabricated wall edge component area 25, the diameters and the structures of the vertical post-cast section stirrups 12, the prefabricated wall edge component stirrups 32 and the prefabricated wall edge component tie bars 33 meet the structural requirements of the existing specifications on the shear wall edge component stirrups and the tie bars, so that a stirrup restraining effect is formed on the concrete of the vertical post-cast section 1 and the prefabricated wall edge component area 25 respectively, and the elastic-plastic deformation capacity of the shear wall is guaranteed.

According to the invention, the vertical constructional steel bars 31 of the edge components of the prefabricated wall on the upper layer and the lower layer are in lap joint through the single-row additional connecting steel bars 34 of the vertical constructional steel bars of the edge components of the prefabricated wall, the single-row additional connecting steel bars 34 of the vertical constructional steel bars of the edge components of the prefabricated wall are arranged at the floor position of the cavity 23, the length of the vertical constructional steel bars of the edge components of the prefabricated wall, which are arranged in a single row along the thickness center line of the wall body and extend into the prefabricated wall, meets the lap joint force transmission requirement, and the.

In the invention, the vertical steel bars 11 of the edge members of the vertical post-cast sections of the upper and lower layers are connected by using the steel bar joints 111, the steel bar joints 111 are arranged at the same height, namely the joint percentage in the same connecting section is 100%, and the performance of the steel bar joints 111 at this time can meet the requirement of the current specification; the reinforcement bar joint 111 can also be staggered by a certain distance, so that 100% connection in the same connection section is avoided, and the requirement on the performance of the reinforcement bar joint 111 can be reduced. The reinforcement bar joint 111 preferably is a straight thread joint, and other forms of reinforcement bar joints may be used on the premise of reliable technology.

In order to ensure the bending resistance of the shear wall, the total area of the vertical post-cast section edge member vertical steel bars 11 and the vertical construction steel bar single-row additional connecting steel bars 34 of the prefabricated wall edge member needs to meet the requirement of the shear wall on the calculation of the bending resistance bearing capacity, or the requirement of the current specification on the minimum reinforcement ratio of the vertical steel bars of the shear wall edge member.

Fig. 1 provides a typical structure applied to the positions of L-shaped nodes of longitudinal and transverse walls, wherein the longitudinal prefabricated wall is a prefabricated wall I2, the transverse prefabricated wall is a prefabricated wall II 3, A-side prefabricated concrete wallboards 21 of the prefabricated wall I2 and the prefabricated wall II 3 extend to the vertical post-pouring section 1, a closed cavity is formed at the periphery of the vertical post-pouring section 1 and is also used as a template of the vertical post-pouring section 1, and a B-side prefabricated concrete wallboard 22 extends to the inner side edge of the vertical post-pouring section 1. The installation seams 13 with the width of about 10-20 mm need to be arranged between the A-surface precast concrete wall plates 21 and the B-surface precast concrete wall plates 22 of the first precast wall 2 and the second precast wall 3, so that the installation accuracy of the first precast wall 2 and the second precast wall 3 can be adjusted during site construction.

The vertical post-cast section 1 is arranged in the closed cavity, the horizontal connecting steel bars 15 penetrate between the vertical post-cast section 1 and the vertical prefabricated wall, the horizontal connecting steel bars 16 penetrate between the vertical post-cast section 1 and the horizontal prefabricated wall, the horizontal connecting steel bars 15 and the horizontal connecting steel bars 16 are arranged at the corresponding height of the horizontal distribution steel bars 35 of the prefabricated wall, one end of each horizontal connecting steel bar 15 and one end of each horizontal connecting steel bar 16, which extend into the cavity 23 of the prefabricated wall, are in lap joint with the horizontal distribution steel bars 35, one end of each vertical post-cast section 1 extends into the vertical post-cast section and is reliably anchored in the vertical post-cast section, and the reliable connection between the prefabricated wall 2, the prefabricated wall two 3 and the vertical. The diameters of the first horizontal connecting reinforcing steel bar 15 and the second horizontal connecting reinforcing steel bar 16 are not smaller than the diameter of the horizontal distribution reinforcing steel bar 35, the distance is not larger than the distance of the horizontal distribution reinforcing steel bar 35, and the length extending into the cavity 23 of the prefabricated wall meets the requirement of lap joint force transfer.

A first horizontal connecting reinforcing steel bar 15 preferably adopts a U-shaped reinforcing steel bar, and the closed end of the U-shaped reinforcing steel bar is positioned in the vertical post-pouring section 1.

One ends of the first prefabricated wall 1 and the second prefabricated wall 2, which are close to the vertical post-pouring section 1, are provided with prefabricated wall edge component areas 25. In order to facilitate the on-site penetration of the first horizontal connecting steel bar 15 and the second horizontal connecting steel bar 16 and ensure the vibration space of the post-cast concrete in the cavity 23 of the edge component area 25 of the prefabricated wall, the structure adopted by the edge component area 25 of the prefabricated wall is consistent with the patent of the name of 'a vertical post-cast section centralized reinforcement laminated shear wall longitudinal and transverse wall connecting node structure' (mainly comprising a vertical post-cast section and a prefabricated wall edge component area connected with the vertical post-cast section, wherein the vertical post-cast section is arranged at the position of a longitudinal and transverse wall connecting node of the laminated shear wall, the width is equal to the thickness of the wall body, the vertical steel bars of the post-cast section edge component centrally arranged in the vertical post-cast section are used as the main stress vertical steel bars of the edge component area of the longitudinal and transverse wall connecting node to ensure the bending resistance of the wall body, and the prefabricated wall edge component area is provided with the vertical steel bar of the prefabricated wall edge component, vertical stressed steel bars of prefabricated wall edge components with common specifications are not configured; the vertical post-cast section is internally provided with a post-cast section edge component stirrup, the prefabricated wall edge component area is internally provided with a prefabricated wall edge component stirrup or a prefabricated wall edge component lacing wire, the concrete in the vertical post-cast section and the prefabricated wall edge component area forms partition restraint, the elastic-plastic deformation capacity of the wall body is ensured, a horizontal connecting steel bar I and a horizontal connecting steel bar II penetrate through the vertical post-cast section and the prefabricated wall edge component area to realize lacing, and the post-cast concrete is poured to form an integral edge component. As shown in fig. 1 to fig. 3, the prefabricated wall edge member region 25 is only provided with the prefabricated wall edge member vertical construction steel bars 31 which do not extend out of the prefabricated wall and have a diameter of not more than 10mm, a single row of the prefabricated wall edge member vertical construction steel bars 34 is arranged on the floor position of the cavity 23 and is in lap joint with the prefabricated wall edge member vertical construction steel bars 31 on the upper and lower layers, the single row of the prefabricated wall edge member vertical construction steel bars 34 is discontinuous in the cavity 23 up and down, the length of the prefabricated wall edge member vertical construction steel bars extending into the prefabricated wall meets the lap joint force transmission requirement, and the total area of the prefabricated wall edge member vertical construction steel bars 34 is not less than the total area of. The vertical structural steel bar single-row additional connecting steel bars 34 of the prefabricated wall edge component are arranged in a single row along the thickness center line of the wall body, so that the interference of the penetration and the movement of the first horizontal connecting steel bar 15 and the second horizontal connecting steel bar 16 in the cavity 23 can be avoided.

The prefabricated wall edge component stirrups 32 and the prefabricated wall edge component tie bars 33 are arranged in the prefabricated wall edge component area 25, the diameter and the structure of the prefabricated wall edge component stirrups and the prefabricated wall edge component tie bars should meet the structural requirements of the current specifications on the shear wall edge component stirrups and the tie bars, a stirrup restraining effect is formed on concrete in the prefabricated wall edge component area 25, the compression performance of the concrete in the prefabricated wall edge component area 25 is improved, and the vertical post-pouring section 1 and the vertical post-pouring section jointly guarantee the elastic-plastic deformation capacity of the shear wall.

Vertical post-cast section edge member vertical steel bars 11 with the diameter not less than 16mm are arranged in the vertical post-cast section 1 and serve as main stressed vertical steel bars of the edge member, and bending resistance is provided for the shear wall. The vertical steel bars 11 of the edge members of the upper and lower layers of vertical post-cast sections are connected by steel bar connectors 111, the steel bar connectors 111 can be staggered by a certain distance in the height direction according to the figure 1, the 100% connection in the same connecting section is avoided, and the requirement on the performance of the steel bar connectors 111 can be reduced. The reinforcement bar joint 111 preferably is a straight thread joint, and other forms of reinforcement bar joints may be used on the premise of reliable technology. In order to ensure the bending resistance of the shear wall, the total area of the vertical post-cast section edge member vertical steel bars 11 and the vertical construction steel bar single-row additional connecting steel bars 34 of the prefabricated wall edge member needs to meet the requirement of the shear wall on the calculation of the bending resistance bearing capacity, or the requirement of the current specification on the minimum reinforcement ratio of the vertical steel bars of the shear wall edge member.

Fig. 4 to 7 show the field construction process of the L-shaped joint of the longitudinal and transverse walls shown in fig. 1 in steps, specifically:

as shown in fig. 4, in the first step, the prefabricated wall i 2 is installed, the installation accuracy of the prefabricated wall i is adjusted, the vertical steel bars 11 of the edge members of the vertical post-cast section are arranged, the connection construction of the steel bar joints 111 is completed, the stirrups 12 of the vertical post-cast section are bound, and the corresponding relation between the stirrups 12 of the vertical post-cast section and the stirrups 32 of the edge members of the prefabricated wall in the height direction of the wall body is noticed.

As shown in fig. 5, in the second step, the horizontally distributed reinforcing steel bars 35 are horizontally arranged in the cavity 23 of the first prefabricated wall 2, the horizontally distributed reinforcing steel bars 15 are correspondingly arranged at a height, the horizontally distributed reinforcing steel bars 15 are U-shaped reinforcing steel bars, the open ends of the U-shaped reinforcing steel bars extend into the cavity 23, one limb of each U-shaped reinforcing steel bar is positioned between the a-side prefabricated concrete wall plate 21 of the first prefabricated wall 2 and the vertical post-pouring section vertical reinforcing steel bars 11, the vertical post-pouring section 1 penetrates the cavity 23 of the first prefabricated wall 2 one by one, and the U-shaped reinforcing steel bars penetrate the designed position and are bound and positioned with the vertical post-pouring section stirr.

As shown in fig. 6, in the third step, before the second prefabricated wall 3 is hoisted, the second horizontal connecting reinforcements 16 are horizontally distributed in the cavity 23 of the second prefabricated wall 3 and penetrate through the second horizontal distributing reinforcements 35 at the corresponding heights. The second horizontal connecting reinforcing steel bars 16 are U-shaped reinforcing steel bars, the closed ends of the U-shaped reinforcing steel bars extend into the cavity 23 of the prefabricated wall, transverse reinforcing steel bars 17 are welded on the inner sides of the end portions of the U-shaped reinforcing steel bars, 45-degree hooks are arranged at the open ends of the U-shaped reinforcing steel bars, the 45-degree hooks are perpendicular to the plane where the second horizontal connecting reinforcing steel bars 16 are located, and arcs are formed on the second horizontal connecting reinforcing steel bars 16 to prevent the second horizontal connecting reinforcing steel bars 16. The second horizontal connecting reinforcing steel bars 16 do not expose out of the B-side precast concrete wallboard 22 of the second precast wall 3, the shifting rod 5 is inserted into a closed area formed by the closed end of the second horizontal connecting reinforcing steel bars 16 and the transverse reinforcing steel bars 17 from top to bottom in the cavity 23 through the top of the second precast wall 3, the second horizontal connecting reinforcing steel bars 16 in the cavity 23 are connected in series to form a whole, the shifting rod 5 and the second precast wall 3 are temporarily fixed to ensure that the hoisting process does not shake greatly, and the second horizontal connecting reinforcing steel bars 16 are prevented from shifting to interfere with the installation of the second precast wall 3.

And step four shown in fig. 7, hoisting the second prefabricated wall 3 to the design position, simultaneously moving the shifting rod 5 from the top of the second prefabricated wall 3 and the horizontal joint 14 at the bottom of the prefabricated wall to the vertical post-pouring section 1, and driving the second horizontal connecting steel bar 16 by the shifting rod 5 through the transverse steel bar 17 to integrally move the second horizontal connecting steel bar 16 to the design position.

And step five, taking out the shifting rod 5, penetrating the positioning steel bars 18 downwards from the top of the second prefabricated wall 3, binding and positioning the positioning steel bars 18 and other nearby steel bars at the top of the second prefabricated wall 3 and the horizontal joint 14 at the bottom of the prefabricated wall, clamping the transverse steel bars 17 by the positioning steel bars 18 to ensure that the horizontal connecting steel bars 16 do not shift in the process of pouring the post-cast concrete, binding other steel bars, and pouring the post-cast concrete in the vertical post-cast section 1 and the cavity 23 to complete node connection.

Fig. 8 and 9 show the structural schematic diagram of the shift rod 5 and the relationship between the horizontal connecting bars 16. The shifting rod 5 consists of a vertical rod 51 and a cross rod 52 and can be manufactured by welding rectangular steel pipes, the vertical rod 51 is inserted into a closed ring formed by the closed end of the horizontal connecting steel bar two 16 and the transverse steel bar 17, and the cross rod 52 is arranged at the top of the prefabricated wall and is temporarily fixed with the prefabricated wall.

Further, as shown in fig. 10 and 11, the prefabricated wall one 2 in fig. 1 is modified, an extended stirrup 321 is arranged at one end of the prefabricated wall one 2 close to the vertical post-cast section 1, and the extended stirrup 321 is in lap joint with the horizontally distributed steel bars 35 in the prefabricated wall one 2; the protruding stirrups 321 protrude from the inside of the a-side precast concrete wall panel 21 through the a-side precast concrete wall panel 21 and from the inside of the end of the B-side precast concrete wall panel 22 through the cavity 23, so as to avoid side form openings in the first 2 production stages of the precast wall. As shown in fig. 12, the extending stirrups 321 of the first prefabricated wall 2 directly extend into the vertical post-cast section 1 to connect the first prefabricated wall 2 with the vertical post-cast section 1, and the first horizontal connecting steel bars 15 in fig. 2 do not need to be arranged. In order to ensure the stress performance, the diameter of the extending stirrups 321 is not smaller than the diameter of the horizontally distributed reinforcing steel bars 35, and the diameter of the extending stirrups is in one-to-one correspondence with the horizontally distributed reinforcing steel bars 35 in the prefabricated wall I2. The L-shaped node site construction process shown in fig. 12 is similar to the L-shaped node shown in fig. 1, except that there is no step two, in the step one, a vertical post-cast section stirrup 12 is placed between the extended stirrups 321, then the vertical post-cast section edge member vertical reinforcement 11 is penetrated and the reinforcement joint 111 connection construction is completed, and the vertical post-cast section stirrup 12 placed between the extended stirrups 321 is moved to a design position and is bound and positioned with the vertical post-cast section edge member vertical reinforcement 11.

Fig. 13 to 15 provide a typical structure of the invention applied to T-shaped joints and joint areas of longitudinal and transverse walls designed as structural edge members according to the current specifications, wherein the longitudinal prefabricated wall is a prefabricated wall i 2 and a prefabricated wall ii 3, the transverse prefabricated wall is a prefabricated wall iii 4, a prefabricated concrete wall panel a 21 of the prefabricated wall i 2 and the prefabricated wall ii 3 as wing walls extends to the vertical post-cast section 1, a closed cavity is formed at the periphery of the vertical post-cast section 1, and a formwork serving as the vertical post-cast section 1 is also formed, and the prefabricated wall i 2, the prefabricated wall ii 3, a prefabricated concrete wall panel B22 of the prefabricated wall iii 4 and a prefabricated concrete wall panel a 21 of the prefabricated wall iii 4 extend to the inner side edge of the vertical post-cast section 1. Installation seams 13 with the width of about 10-20 mm need to be arranged between adjacent precast concrete wallboards of the first precast wall 2, the second precast wall 3 and the third precast wall 4, so that the installation accuracy of the first precast wall 2, the second precast wall 3 and the third precast wall 4 can be adjusted during site construction.

The vertical post-pouring section 1 is arranged in the closed cavity, and the vertical post-pouring section edge member vertical steel bars 11 and the vertical post-pouring section stirrups 12 are in the same structure as the L-shaped node shown in the figure 1. Wear to establish horizontal connection reinforcing bar 15, two 16 of horizontal connection reinforcing bar between vertical post-cast section 1, prefabricated wall cavity 23, horizontal connection reinforcing bar 15, two 16 settings of horizontal connection reinforcing bar correspond the height at prefabricated wall horizontal distribution reinforcing bar 35. The diameters of the first horizontal connecting reinforcing steel bar 15 and the second horizontal connecting reinforcing steel bar 16 are not smaller than the diameter of the horizontal distribution reinforcing steel bar 35, the distance is not larger than the distance of the horizontal distribution reinforcing steel bar 35, and the length extending into the cavity 23 of the prefabricated wall meets the requirement of lap joint force transfer.

The structure of the horizontal connecting steel bars II 16 is the same as that of the horizontal connecting steel bars I1, one end of each horizontal connecting steel bar II extending into the cavity 23 of the prefabricated wall III 4 is in lap joint with the horizontal distributing steel bars 35, one end of each horizontal connecting steel bar II extending into the vertical post-pouring section 1 is reliably anchored in the vertical post-pouring section, and the reliable connection of the prefabricated wall III 4 and the vertical post-pouring section 1 is realized after post-pouring concrete is poured.

As shown in fig. 14, the first horizontal connecting bar 15 in the overlapping section 27 of the bottom of the vertically distributed bars is preferably a straight bar, the first horizontal connecting bar 15 at other positions is preferably a U-shaped bar according to fig. 15, and the closed end of the U-shaped bar is located in the cavity 23 of the second prefabricated wall 3. The horizontal connecting steel bars I15 extend into the cavities 23 of the first prefabricated wall I2 and the second prefabricated wall I3 and are in lap joint with the horizontal distribution steel bars 35 of the first prefabricated wall I2 and the second prefabricated wall I3, and the horizontal distribution steel bars 35 of the first prefabricated wall I2 and the second prefabricated wall I3 realize force transmission through the horizontal connecting steel bars I15.

In particular, in order to prevent the reinforcing bars in the cavity 23 from interfering with the movement of the horizontal connecting reinforcing bars one 15 in the cavities 23 of the prefabricated walls one 2 and two 3, as shown in fig. 13 and 14, the vertically distributed reinforcing bars 36 on the upper and lower layers within the movement range of the horizontal connecting reinforcing bars one 15 are preferably lap-jointed by using a single row of additional connecting reinforcing bars 39 of the vertically distributed reinforcing bars to avoid interfering with the movement of the horizontal connecting reinforcing bars one 15 in the cavities 23 of the prefabricated walls one 2 and two 3. The single-row additional connecting steel bars 39 of the vertically distributed steel bars are arranged in a single row along the thickness center line of the wall body, the length of the additional connecting steel bars extending into the prefabricated wall meets the requirement of lap joint force transfer, and the area of the additional connecting steel bars is not less than the total area of the vertically distributed steel bars 36 in lap joint connection. The upper-layer vertical distribution reinforcing steel bars 36 and the lower-layer vertical distribution reinforcing steel bars 36 in other areas can refer to the existing structure, double rows of additional connecting reinforcing steel bars 37 of the vertical distribution reinforcing steel bars are connected in a lap joint mode, and the diameter of the double rows of additional connecting reinforcing steel bars 37 of the vertical distribution reinforcing steel bars is not smaller than that of the vertical distribution reinforcing steel bars 36; and the upper-layer vertically distributed steel bars 36 and the lower-layer vertically distributed steel bars within the movement range of the horizontal connecting steel bars 15 can also be referred to, and a single row of additional steel bars are adopted for connection, so that the installation precision of the prefabricated wall can be conveniently adjusted.

One end of the prefabricated wall III 4 close to the vertical post-cast section 1 is provided with a prefabricated wall edge component area 25 which is constructed like an L-shaped node shown in figure 1. When the T-shaped node edge component is designed to be a structural edge component according to the current specification, the prefabricated wall I2 and the prefabricated wall II 3 serving as the wing walls do not need to be provided with prefabricated wall edge component areas 25, only prefabricated wall body areas 26 exist, and as shown in fig. 17 and 18, tie bars 38 are arranged at the end parts of the prefabricated walls close to the end parts of the vertical post-pouring section 1 to tie the A-surface prefabricated concrete wall plates 21 and the B-surface prefabricated concrete wall plates 22 and assist the end parts of the A-surface prefabricated concrete wall plates 21 and the B-surface prefabricated concrete wall plates 22 to resist the post-pouring concrete pouring side mold pressure in the cavity 23. The space between the tie bars 38 is not smaller than the space between the horizontally distributed reinforcing bars 35, and the diameter is not smaller than 6 mm. Through the structure, the distance between the steel bar truss 24 at the outermost side of the first prefabricated wall 2 and the second prefabricated wall 3 and the end part of the prefabricated wall can be increased to be not less than 450mm, so that the situation that the steel bar truss 24 interferes with the on-site penetration of the first horizontal connecting steel bar 15 is avoided, and the on-site construction efficiency is improved.

Fig. 18 to 22 show the site construction process of the T-shaped node of the longitudinal and transverse walls shown in fig. 13 in steps, specifically:

as shown in fig. 18, in the first step, the prefabricated wall i 2 is installed, the installation accuracy of the prefabricated wall i is adjusted, the vertical steel bars 11 of the edge members of the vertical post-cast section are arranged, the connection construction of the steel bar joints 111 is completed, the stirrups 12 of the vertical post-cast section are bound, and the corresponding relation between the stirrups 12 of the vertical post-cast section and the stirrups 32 of the edge members of the prefabricated wall in the height direction of the wall body is noticed.

As shown in fig. 19, in the second step, the first horizontal connecting reinforcements 15 are horizontally distributed in the cavity 23 of the first prefabricated wall 2 at a height corresponding to the height of the horizontally distributed reinforcements 35. Horizontal connecting steel bars 15 in the sections 28 except for the lap joint of the bottoms of the vertically distributed steel bars are U-shaped steel bars, the open ends of the U-shaped steel bars extend into the cavity 23, and one limb of each U-shaped steel bar is positioned between the A-surface precast concrete wallboard 21 of the precast wall I2 and the vertical post-cast section vertical steel bars 11. And moving the first horizontal connecting steel bar 15 into the cavity 23 of the first prefabricated wall 2 to ensure that one end of the first horizontal connecting steel bar 15, which is close to the second prefabricated wall 3, is not exposed out of the vertical post-pouring section 1.

And step three shown in fig. 20, hoisting the prefabricated wall II 3 to a designed position, and adjusting the installation accuracy.

And step four shown in fig. 21, moving the horizontal connecting steel bar I15 to the designed position in the cavity 23 of the prefabricated wall II 3 at the opening side of the vertical post-cast section 1, and binding and positioning the horizontal connecting steel bar I and the vertical post-cast section stirrup 12. In order to ensure that the first horizontal connecting steel bar 15 extends into the first prefabricated wall 2 and the second prefabricated wall 3, a striking paint mark can be sprayed at the joint position of the first horizontal connecting steel bar 15 and the vertical post-pouring section 1, and the first horizontal connecting steel bar 15 is moved on site until the paint mark exposes out of the cavity 23 of the first prefabricated wall 2, namely, the first horizontal connecting steel bar 15 is moved to the designed position.

Referring to step five shown in fig. 22, referring to the L-shaped node construction process shown in fig. 6, the second horizontal connecting reinforcing steel bars 16 are inserted into the cavity 23 of the third prefabricated wall 4 in advance, the second horizontal connecting reinforcing steel bars 16 are connected in series into a whole by using the shifting rod 5, the third prefabricated wall 4, the second horizontal connecting reinforcing steel bars 16 and the shifting rod 5 are integrally hoisted to a design position, and the installation accuracy of the third prefabricated wall 4 is adjusted.

Sixthly, referring to the L-shaped node construction process shown in the figure 7, the shifting rod 5 is moved from the top of the third prefabricated wall 4 and the horizontal joint 14 at the bottom of the prefabricated wall to the vertical post-pouring section 1 at the same time, the shifting rod 5 drives the second horizontal connecting reinforcing steel bar 16 through the transverse reinforcing steel bar 17, and the second horizontal connecting reinforcing steel bar 16 is integrally moved to the designed position.

And step seven, taking out the shifting rod 5, penetrating the positioning steel bars 18 downwards from the top of the third prefabricated wall 4, binding and positioning the positioning steel bars 18 and other nearby steel bars at the top of the third prefabricated wall 4 and the horizontal joint 14 at the bottom of the prefabricated wall, clamping the transverse steel bars 17 by the positioning steel bars 18 to ensure that the second horizontal connecting steel bars 16 do not shift in the process of pouring the post-cast concrete, binding other steel bars, and pouring the post-cast concrete in the vertical post-cast section 1 and the cavity 23 to complete node connection.

Fig. 23 to 25 provide a typical construction of the present invention applied to a T-shaped node and node area of a longitudinal and transverse wall, which is designed to be a constraint edge member according to the current specification, the construction and construction process thereof are similar to those of the T-shaped node shown in fig. 13 to 15, except that one end of each of the prefabricated walls one 2 and two 3, which are wing walls, near the vertical post-cast section 1 is provided with a prefabricated wall edge member area 25, which is constructed in the same manner as the prefabricated wall three 4.

In the invention, the A-surface precast concrete wallboard 21 and the B-surface precast concrete wallboard 22 of the precast wall can be connected by adopting the steel bar truss 24, and can also be connected by adopting the concrete longitudinal ribs or the planar steel bar welding net, namely the invention can be used for the longitudinal and transverse wall connecting nodes of the existing double-surface superposed shear wall, SPCS steel bar welding net superposed shear wall and other superposed shear walls.

In conclusion, the construction site formwork-supporting-free construction method can realize that the vertical post-cast section construction site is free from formwork supporting at the connecting node position of the longitudinal and transverse prefabricated walls of the superposed shear wall structure, and can obviously improve the site construction efficiency; meanwhile, the edge component area with the stirrup restraint effect basically identical to that of a cast-in-place shear wall can be formed at the connecting node, the length of the horizontal connecting reinforcing steel bars extending into the cavity of the prefabricated wall can meet the requirement of lap joint force transmission, the connection integrity is strong, and the prefabricated wall is suitable for a high-rise superposed shear wall structure with higher requirement on earthquake fortification.

The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes and substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

Claims (10)

1. A formwork-free longitudinal and transverse wall connection structure on site for a superposed shear wall mainly comprises a longitudinal and transverse prefabricated wall and a vertical post-cast section (1) at the joint of the longitudinal and transverse prefabricated wall, wherein the longitudinal and transverse prefabricated wall consists of an A-surface prefabricated concrete wall plate (21), a B-surface prefabricated concrete wall plate (22) and a cavity (23) between the A-surface prefabricated concrete wall plate and the B-surface prefabricated concrete wall plate, and the longitudinal and transverse prefabricated wall is connected to form an L-shaped or T-shaped connection node, and the formwork-free longitudinal and transverse wall connection structure is characterized in that the A-surface prefabricated concrete wall plate (21) of the longitudinal and transverse prefabricated wall extends towards the vertical post-cast section (1) and forms a closed cavity at the periphery of the vertical post-cast section (1), a horizontal connection reinforcing steel bar I (15) is penetrated between the vertical post-cast section (1) and the cavity (23) of the longitudinal prefabricated wall, a horizontal connection reinforcing steel bar II (16) is penetrated between the vertical post-cast section (1) and the cavity (, and the formwork support is avoided at the construction site of the vertical post-cast section (1) at the connecting position of the longitudinal and transverse prefabricated walls.

2. The site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall according to claim 1, wherein the prefabricated wall edge member area (25) is only provided with prefabricated wall edge member vertical construction steel bars (31) which do not extend out of the prefabricated wall and have the diameter of not more than 10mm, and the vertical post-pouring section (1) is internally provided with vertical post-pouring section edge member vertical steel bars (11) with the diameter of not less than 16mm to ensure the bending resistance of the shear wall; the vertical post-cast section stirrups (12) are arranged in the vertical post-cast section (1), the prefabricated wall edge component stirrups (32) and the prefabricated wall edge component tie bars (33) are arranged in the prefabricated wall edge component area (25), and the stirrups are respectively used for forming a stirrup restraining effect on the concrete in the vertical post-cast section (1) and the prefabricated wall edge component area (25) so as to ensure the elastic-plastic deformation capacity of the shear wall.

3. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall is characterized in that vertical construction steel bars (31) of edge components of the prefabricated wall on the upper layer and the lower layer are in lap joint through single-row additional connecting steel bars (34) of the vertical construction steel bars of the edge components of the prefabricated wall, the single-row additional connecting steel bars (34) of the vertical construction steel bars of the edge components of the prefabricated wall are arranged at the floor position of the cavity (23), are arranged in a single row along the thickness center line of the wall body, and extend into the prefabricated wall to meet the requirements of lap joint force transfer, and the total area of the connecting structure is not less than the total area of the vertical construction steel bars (31) of the edge components of the; vertical steel bars (11) of edge members of the upper and lower layers of vertical post-cast sections are connected by steel bar joints (111), and the steel bar joints (111) are arranged at the same height or staggered by a certain distance; the total area of vertical reinforcing steel bars (11) of the edge member of the vertical post-cast section and single-row additional connecting reinforcing steel bars (34) of the vertical structural reinforcing steel bars of the edge member of the prefabricated wall meets the calculation requirement of the bending resistance bearing capacity of the shear wall.

4. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall is characterized in that an installation gap (13) is formed between every two adjacent prefabricated walls for adjusting the installation accuracy of the prefabricated walls, and the width of the installation gap (13) is 10-20 mm.

5. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall as claimed in claim 1, wherein the horizontal connecting rebars one (15) at other positions are U-shaped rebars except for the horizontal connecting rebars one (15) in the bottom lap joint section (27) of the vertically distributed rebars of the T-shaped connecting node.

6. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall as claimed in claim 1, wherein the second horizontal connecting steel bars (16) of the L-shaped and T-shaped connecting nodes are U-shaped steel bars, the closed ends of the second horizontal connecting steel bars extend into the cavity (23), the open ends of the second horizontal connecting steel bars extend into the vertical post-pouring section (1), and 45-degree hooks are arranged at the end parts of the second horizontal connecting steel bars to prevent the second horizontal connecting steel bars (16) from being clamped with other steel bars in the moving process.

7. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall is characterized in that the transverse steel bars (17) are welded at the closed ends of the second horizontal connecting steel bars (16), and the transverse steel bars (17) are in mutual contact with the positioning steel bars (18) in the cavities (23) to ensure that the second horizontal connecting steel bars (16) are not displaced in the process of pouring concrete after pouring; the diameters of the first horizontal connecting reinforcing steel bars (15) and the second horizontal connecting reinforcing steel bars (16) are not smaller than the diameter of the horizontal distribution reinforcing steel bars (35) in the prefabricated wall, and the distance is not larger than the distance of the horizontal distribution reinforcing steel bars (35).

8. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall is characterized in that when the structure is used for L-shaped connecting nodes, the longitudinal prefabricated wall is a prefabricated wall I (2), the transverse prefabricated wall is a prefabricated wall II (3), one end, close to the vertical post-pouring section (1), of the prefabricated wall I (2) is provided with a protruding stirrup (321), the prefabricated wall I (2) is in lap joint with the horizontal distribution reinforcing steel bars (35), the protruding stirrup (321) protrudes from the inner side of the A-surface prefabricated concrete wall plate (21), the end of the B-surface prefabricated concrete wall plate (22) protrudes from the cavity (23), the protruding stirrup protrudes into the vertical post-pouring section (1) to realize the connection of the prefabricated wall I (2) and the vertical post-pouring section (1), and the horizontal connecting reinforcing steel bars I (15) do not need to be arranged at the moment.

9. The on-site formwork-free longitudinal and transverse wall connecting structure for the laminated shear wall is characterized in that when the structure is used for T-shaped connecting nodes, the longitudinal prefabricated wall is a prefabricated wall I (2) and a prefabricated wall II (3), the transverse prefabricated wall is a prefabricated wall III (4), when the prefabricated wall I (2) and the prefabricated wall II (3) have no prefabricated wall edge component area (25), a tie bar (38) is arranged at the end part of the prefabricated wall I (2) and the end part of the prefabricated wall II (3) close to the vertical post-pouring section (1) to tie the A-surface prefabricated concrete wall plate (21) and the B-surface prefabricated concrete wall plate (22), the end parts of the A-surface prefabricated concrete wall plate (21) and the B-surface prefabricated concrete wall plate (22) resist the pressure of post-pouring concrete pouring side mold in the cavity (23), and the distance between the steel bar truss (24) on the outermost sides of the prefabricated wall I (2) and the prefabricated wall II (3) and the end part of the, the first horizontal connecting steel bar (15) can be conveniently penetrated and arranged.

10. The on-site formwork-free longitudinal and transverse wall connecting structure for the superposed shear wall is characterized in that when the structure is used for T-shaped connecting nodes, vertically distributed reinforcing steel bars (36) on the upper layer and the lower layer in the moving range of a horizontal connecting reinforcing steel bar I (15) are in lap joint connection through a single row of vertically distributed reinforcing steel bars (39), the single row of vertically distributed reinforcing steel bars (39) are arranged in a single row along the thickness center line of the wall body, the length of the vertically distributed reinforcing steel bars extending into the prefabricated wall meets the lap joint force transmission requirement, and the area of the vertically distributed reinforcing steel bars is not less than the total area of the vertically distributed reinforcing steel bars (36) in lap joint connection.

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