Arrangement of reinforcement structure of prefabricated wall and post-cast section configuration edge component reinforcement

Abstract

The application discloses a kind of prefabricated wall and post-cast section configuration edge component reinforcement steel's reinforcement structure, and adjacent prefabricated wall is connected as a whole by vertical post-cast section in edge component position.Based on the whole edge component formed by vertical post-cast section and prefabricated wall edge component, the vertical steel bars and stirrups in the whole edge component are arranged comprehensively, the vertical steel bar spacing of prefabricated wall edge component is appropriately enlarged within the allowable range of shear wall reinforcement structure, the vertical steel bar of prefabricated wall edge component adjacent to vertical post-cast section is transferred to vertical post-cast section, and the spacing of horizontal connecting steel bars extending from the side of prefabricated wall is increased, and the stirrups arranged in vertical post-cast section and prefabricated wall edge component form partition constraint for concrete in the whole edge component.The application can reduce the number of vertical steel bar connection and the number of horizontal connecting steel bars extending from the side of prefabricated wall edge component by more than 30%, reduce the cost, processing and installation difficulty of prefabricated wall, and improve the reliability of vertical steel bar connection in the whole edge component.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of building technology, and relates to a prefabricated shear wall, in particular to a prefabricated wall and post-cast segment configuration edge component reinforcement arrangement. BACKGROUND

[0002] At present, the prefabricated wall used in the assembled monolithic shear wall structure in China is mostly prefabricated integrally along the thickness direction of the wall body. The vertical steel bars of the upper and lower prefabricated walls are connected by sleeve grouting at the root of the prefabricated wall. The adjacent prefabricated walls in the same floor are connected through vertical post-cast segments. The horizontal connecting steel bars of the prefabricated wall are anchored in the post-cast concrete of the vertical post-cast segment.

[0003] When the adjacent prefabricated walls are connected at the edge component position, the post-cast concrete is poured, and the vertical post-cast segment and the edge component area of the prefabricated wall jointly form the edge component of the shear wall. In the existing structure suggested by the current national design specification and the prefabricated wall design standard atlas, the vertical steel bars of the edge component of the shear wall are arranged in the vertical post-cast segment and the edge component area of the prefabricated wall respectively. The combination relationship of the vertical post-cast segment and the edge component area of the prefabricated wall is not considered as a whole, resulting in that the vertical steel bars of the edge component arranged in the edge component area of the prefabricated wall are relatively more, the spacing of the vertical steel bars of the edge component at the joint position of the vertical post-cast segment and the edge component area of the prefabricated wall is relatively close, and a certain degree of waste is caused. At the same time, the cost of the steel bar joint (such as the sleeve grouting connection joint) used for the connection of the vertical steel bars of the edge component of the upper and lower prefabricated walls is obviously higher than that of the steel bar joint (such as the straight thread joint) used for the connection of the vertical steel bars in the vertical post-cast segment of the upper and lower layers, and even higher than that of the vertical steel bars of the edge component of the prefabricated wall. The existing structure of the prefabricated wall edge component vertical steel bar further increases the cost of the joint.

[0004] On the other hand, the existing structure requires that the stirrups of the edge component of the prefabricated wall are stretched out as the horizontal connecting steel bars into the vertical post-cast segment one by one, so as to meet the requirement of the current national design specification on the vertical spacing of the stirrups of the edge component of the shear wall. The spacing of the horizontal connecting steel bars stretched out from the prefabricated wall is mostly 100-200 mm, the number of the stretched-out steel bars is large, the side formwork is largely holed during the production of the prefabricated wall, the standardization and generalization degree of the side formwork is low, the side formwork cannot be reused, and the installation of the steel bars is responsible. During the transportation and on-site installation, the number of the stretched-out steel bars is large, the finished product is difficult to protect, the stretched-out horizontal connecting steel bars are often repeatedly bent, the stress performance and the structural safety are affected, and the prefabricated wall is difficult to hoist, the steel bars of the vertical post-cast segment are difficult to bind, and the quality is difficult to control. SUMMARY

[0005] In order to overcome the above-mentioned shortcomings of the prior art adjacent prefabricated wall connected by vertical post-cast segments, the present application aims to provide a reinforcement configuration for configuring edge member reinforcement of prefabricated walls and post-cast segments, based on the overall edge member formed by the vertical post-cast segment and the edge member area of the prefabricated wall, and the vertical reinforcement and stirrups in the overall edge member are configured in an overall manner. Within the allowable range of the current national design specification shear wall reinforcement configuration, the vertical reinforcement spacing of adjacent edge members is appropriately enlarged, the vertical reinforcement of the prefabricated wall edge member adjacent to the vertical post-cast segment is transferred into the vertical post-cast segment, the number of prefabricated wall sleeve grouting connection joints can be reduced by about 30%, the cost of the prefabricated wall can be reduced, and the grouting construction quality of the current prefabricated wall sleeve grouting connection joint is difficult to guarantee. The straight thread joint technology used in the vertical reinforcement in the vertical post-cast segment is mature and reliable in quality, reducing the number of vertical reinforcement of the prefabricated wall edge member can effectively improve the reliability of the vertical reinforcement connection in the overall edge member, and ensure the safety of the structure. Based on the fact that the prefabricated wall extension horizontal connection reinforcement only needs to satisfy the shear capacity calculation of the oblique section of the shear wall, the spacing of the prefabricated wall extension horizontal connection reinforcement is increased to 300mm, so that the number of prefabricated wall extension horizontal connection reinforcement is reduced by more than 30%, the edge formwork is standardized and universalized, the cost of the prefabricated wall is reduced through repeated use of the edge formwork, and it is also helpful to simplify the steel bar binding of the prefabricated wall during production, which is conducive to the finished product protection of the extension horizontal connection reinforcement and improves the hoisting efficiency of the prefabricated wall.

[0006] In order to achieve the above-mentioned purpose, the technical scheme adopted by the present application is:

[0007] A reinforcement configuration for configuring edge member reinforcement of prefabricated walls and post-cast segments, adjacent prefabricated walls 2 are connected as a whole by vertical post-cast segments 1 at the edge member position, after pouring post-cast concrete, the vertical post-cast segment 1 and the edge member area 21 of the prefabricated wall form an overall edge member, the vertical reinforcement arranged in the overall edge member provides bending resistance for the shear wall, and the stirrups in the overall edge member constrain the concrete to ensure the elastic-plastic deformation capacity of the shear wall.

[0008] The overall range of the vertical post-cast segment 1 and the edge member area 21 of the prefabricated wall is determined according to the shear wall edge member range recommended by the current design specification, the geometric boundary limit of the vertical post-cast segment 1 and the edge member area 21 of the prefabricated wall is broken through, the vertical reinforcement and stirrups in the overall edge member are configured in an overall manner, and the overall edge member can realize its structure functions of providing bending resistance and ensuring the elastic-plastic deformation capacity of the shear wall.

[0009] In the allowable range of the shear wall reinforcement configuration, the spacing of the adjacent vertical reinforcement in the overall edge member is enlarged, the spacing of the adjacent precast wall edge member vertical reinforcement 24, the spacing of the adjacent vertical post-cast segment edge member vertical reinforcement 11, and the spacing of the precast wall edge member vertical reinforcement 24 and the vertical post-cast segment edge member vertical reinforcement 11 when adjacent are all not greater than 350 mm, and when greater than 300 mm, the edge member vertical configuration reinforcement 15 is arranged at the precast wall edge member vertical reinforcement 24 and the vertical post-cast segment edge member vertical reinforcement 11.

[0010] The precast wall edge member vertical reinforcement 24 originally arranged in the precast wall 2 adjacent to the vertical post-cast segment 1 is transferred to the vertical post-cast segment 1 to reduce the number of precast wall edge member vertical reinforcement 24; the diameters of the precast wall edge member vertical reinforcement 24 and the vertical post-cast segment edge member vertical reinforcement 11 are all not less than 12 mm, and the total reinforcement area of the two should meet the bending capacity calculation requirements of the shear wall and should meet the minimum reinforcement rate requirements of the edge member vertical reinforcement in the current specification.

[0011] The upper and lower layer precast wall edge member vertical reinforcement 24 is connected by a sleeve grouting connection joint, a mechanical connection joint, or a restrained grout anchor joint, etc. suitable for precast wall vertical reinforcement connection, and the configuration of the precast wall edge member vertical reinforcement 24 meets the corresponding joint connection requirements.

[0012] The upper and lower layer vertical post-cast segment edge member vertical reinforcement 11 is connected by a straight thread joint, the joint is arranged above the floor slab to below the second precast wall extension horizontal connection reinforcement 25, the joints are arranged at the same height, or staggered at a certain distance to avoid 100% connection in the same connection section, so as to reduce the requirements on the performance of the joint.

[0013] The diameter of the edge member vertical configuration reinforcement 15 is 8-10 mm, the upper and lower layers are not connected and do not participate in stress calculation, and the edge member vertical configuration reinforcement 15 located in the precast wall 2 does not extend out of the top surface and the bottom surface of the precast wall 2.

[0014] In the precast wall edge member area 21 and the vertical post-cast segment 1, the precast wall edge member stirrup 26 and the vertical post-cast segment stirrup 12 are arranged between the adjacent precast wall extension horizontal connection reinforcement 25, respectively, which do not exceed the precast wall edge member area 21 and the vertical post-cast segment 1, to form zonal restraint to the concrete in the overall edge member.

[0015] The spacing of the adjacent precast wall extension horizontal connection reinforcement 25 is 300 mm, and the diameter is not less than 8 mm, and the reinforcement area meets the shear capacity calculation requirements of the shear wall oblique section; the limb distance of the stirrup and the tensile reinforcement in the overall edge member in the horizontal direction is not greater than 300 mm, and the spacing in the vertical direction is not greater than 200 mm.

[0016] The precast wall edge member stirrups 26 and vertical post-cast section stirrups 12 are either welded closed stirrups or ordinary 135° hook stirrups.

[0017] Compared with the prior art, the beneficial effects of the present invention are:

[0018] (1) The number of vertical steel bars in the inner edge components of the precast wall can be reduced by about 30%, which can effectively reduce the cost of the joints, reduce the pre-embedding of precast shear wall joints and the corresponding steel bar processing, and improve the production efficiency of precast walls.

[0019] (2) Placing a larger proportion of vertical steel bars in the vertical post-cast section and connecting them with straight threaded joints can improve the reliability of the vertical steel bar connection in the overall edge member and ensure the safety of the overall structure.

[0020] (3) It can reduce the number of horizontal connecting steel bars extending from the precast wall by more than 30%, which can greatly reduce the number of openings in the side mold during the production of precast walls. This is conducive to the standardization and generalization of the side molds, and further reduces the cost of precast walls by reusing the side molds. It is also beneficial to the protection of the finished product with the horizontal connecting steel bars extending from the precast wall and to improve the hoisting efficiency of the precast wall.

[0021] (4) The increased spacing of vertical steel bars in the precast wall facilitates the pre-embedded arrangement of equipment pipelines, junction boxes, etc., and reduces mutual interference. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the efficient reinforcement structure of the edge members of the precast wall and the post-cast section, which is applied to the connection between the precast edge members on the opening side and the vertical post-cast section. The length 'a' of the edge member area of ​​the wall limb on the side where the precast wall is located is between 350 and 450 mm.

[0023] Figure 2 for Figure 1 The comparative example is a structural diagram showing the connection between the existing precast edge components on the opening side and the vertical post-cast section.

[0024] Figure 3 This is a schematic diagram of the structure of the present invention when it is applied to the connection between the precast edge component on the side of the opening and the vertical post-cast section, wherein the length a of the edge component area of ​​the wall limb on the side where the precast wall is located is between 450 and 650 mm.

[0025] Figure 4 This is a schematic diagram of the structure of the present invention when it is applied to the connection between the precast edge component on the opening side and the vertical post-cast section, wherein the length a of the edge component area of ​​the wall limb on the side where the precast wall is located is between 650 and 850 mm.

[0026] Figure 5Structure diagram of the improved type of the application applied to the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment, wherein the edge component vertical construction steel bars are arranged in the prefabricated wall edge component area, and the length a of the edge component area of the wall limb on the side where the prefabricated wall is located is between 400-500 mm.

[0027] Figure 6 For Figure 5 The comparative example, i.e. the structure diagram of the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment.

[0028] Figure 7 Structure diagram of the improved type of the application applied to the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment, wherein the length a of the edge component area of the wall limb on the side where the prefabricated wall is located is between 500-600 mm.

[0029] Figure 8 Structure diagram of the improved type of the application applied to the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment, wherein the length a of the edge component area of the wall limb on the side where the prefabricated wall is located is between 600-800 mm.

[0030] Figure 9 Structure diagram of the application applied to the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment and the small prefabricated wall edge component area, wherein the length a of the edge component area of the wall limb on the side where the prefabricated wall is located is between 400-600 mm.

[0031] Figure 10 Structure diagram of the application applied to the connection of the prefabricated edge component at the hole opening side and the vertical post-poured segment and the small prefabricated wall edge component area, wherein the length a of the edge component area of the wall limb on the side where the prefabricated wall is located is between 600-800 mm.

[0032] Figure 11 Structure diagram of the application applied to the connection of the prefabricated wall edge component without hole opening and the vertical post-poured segment along the parallel wall thickness direction.

[0033] Figure 12 Structure diagram of the application applied to the connection of the prefabricated wall edge component without hole opening and the vertical post-poured segment along the vertical wall thickness direction.

[0034] Figure 13 Structure diagram of the application applied to the connection of the prefabricated wall edge component without hole opening and the vertical post-poured segment along the vertical wall thickness direction.

[0035] Figure 14 Structure diagram of the application applied to the connection of the prefabricated wall edge component without hole opening and the vertical post-poured segment along the vertical wall thickness direction.

[0036] Figure 15 Fig. 1 is a structural schematic diagram of a longitudinal-transverse prefabricated wall L-shaped connecting node applied to a shear wall structure according to the present application. Figure 14 Fig. 2 is a front view of A-A in Fig. 1.

[0037] Figure 16 Fig. 3 is a front view of B-B in Fig. 1. Figure 14

[0038] Figure 17 Fig. 4 is a sectional schematic view of the L-shaped connecting node shown in Fig. 1 at position 1-1 in Figure 14 Fig. 5 is a sectional schematic view of the L-shaped connecting node shown in Fig. 1 at position 2-2 in Figure 15 , Figure 17

[0039] Figure 18 Fig. 6 is a structural schematic diagram of a comparative example of the longitudinal-transverse prefabricated wall L-shaped connecting node in the prior art shear wall structure. Figure 14

[0040] Figure 19 Fig. 7 is a front view of C-C in Fig. 1. Figure 18

[0041] Figure 20 Fig. 8 is a front view of D-D in Fig. 1. Figure 18

[0042] Figure 21 Fig. 9 is a structural schematic diagram of an improved type of the longitudinal-transverse prefabricated wall L-shaped connecting node applied to the shear wall structure according to the present application.

[0043] Figure 22 Fig. 10 is a front view of E-E in Fig. 1. Figure 21

[0044] Figure 23 Fig. 11 is a front view of F-F in Fig. 1. Figure 21

[0045] Figure 24 Fig. 12 is a sectional schematic view of the L-shaped connecting node shown in Fig. 1 at position 2-2 in Figure 21 Fig. 13 is a sectional schematic view of the L-shaped connecting node shown in Fig. 1 at position 1-1 in Figure 22 , Figure 23

[0046] Figure 25 Fig. 14 is a structural schematic diagram of a longitudinal-transverse prefabricated wall T-shaped connecting node applied to a shear wall structure according to the present application.

[0047] Figure 26 Fig. 15 is a structural schematic diagram of a comparative example of the longitudinal-transverse prefabricated wall T-shaped connecting node in the prior art shear wall structure. Figure 25

[0048] Figure 27 Fig. 16 is a structural schematic diagram of an improved type of the longitudinal-transverse prefabricated wall T-shaped connecting node applied to the shear wall structure according to the present application.

[0049] ​​​​​​​​​In the figure: 1 - vertical post-cast section; 2 - prefabricated wall; 3 - prefabricated wall one; 4 - prefabricated wall two; 5 - prefabricated wall three; 11 - vertical post-cast section edge component vertical reinforcement; 12 - vertical post-cast section stirrup; 13 - vertical post-cast section tension bar; 14 - additional connecting reinforcement; 15 - edge component vertical construction reinforcement; 21 - prefabricated wall edge component area; 22 - prefabricated wall opening area; 23 - prefabricated wall body area; 24 - prefabricated wall edge component vertical reinforcement; 25 - prefabricated wall extended horizontal connecting reinforcement; 26 - prefabricated wall edge component stirrup; 27 - prefabricated wall edge component tension bar; 28 - prefabricated wall body connecting vertical reinforcement; 29 - prefabricated wall body non-connecting vertical reinforcement; 30 - prefabricated wall horizontal distribution reinforcement. DETAILED DESCRIPTION

[0050] The embodiments of the present application will be described in detail below with reference to the accompanying drawings and examples.

[0051] As Figures 1-27 , the present application is a high-efficiency reinforcement configuration for prefabricated wall and post-cast section edge component reinforcement, which is used for the connection of prefabricated wall 2 and vertical post-cast section 1 at the position of shear wall edge component, and after pouring post-cast concrete, the vertical post-cast section 1 and prefabricated wall edge component area 21 form an integral edge component. The present application optimizes and improves the configuration of vertical reinforcement, stirrup and prefabricated wall extended horizontal connecting reinforcement of the integral edge component. It breaks through the geometric boundary limit of vertical post-cast section 1 and prefabricated wall edge component area 21, and plans the vertical reinforcement and stirrup in the integral edge component as a whole, to ensure that the integral edge component realizes its structural functions of providing bending resistance and ensuring the elastic-plastic deformation capacity of shear wall.

[0052] Specifically, within the allowable range of the current national design specification shear wall reinforcement configuration, the adjacent prefabricated wall edge component vertical reinforcement 24 and vertical post-cast section edge component vertical reinforcement 11 are increased from about 150 mm in the existing configuration to not more than 200 mm and not more than 350 mm, while considering the vertical reinforcement arrangement of vertical post-cast section 1 and prefabricated wall edge component area 21 as a whole, the prefabricated wall edge component vertical reinforcement 24 in prefabricated wall 2 adjacent to vertical post-cast section 1 in the existing configuration is cancelled to reduce the prefabricated wall edge component vertical reinforcement 24 in prefabricated wall edge component area 21 and control the cost of steel joint used for connecting the upper and lower prefabricated wall edge component vertical reinforcement 24.

[0053] In the present application, the vertical reinforcement 24 of the prefabricated wall edge component can be connected by a sleeve grouting connection joint, a mechanical connection joint or a constraint grout anchor joint, etc. which is suitable for the connection of the vertical reinforcement of the prefabricated wall. The structure of the vertical reinforcement 24 of the prefabricated wall edge component meets the corresponding joint connection requirements. The vertical reinforcement 11 of the inner edge component of the upper and lower layers of the vertical post-cast section is preferably connected by a straight thread joint, and the joint is preferably arranged above the floor to below the second prefabricated wall extension horizontal connection reinforcement 25, and the joint can be arranged at the same height or staggered at a certain distance to avoid 100% connection in the same connection section, so as to reduce the requirement for the performance of the joint; under the premise of reliable technology, other forms of reinforcement joint or binding lap joint can also be used.

[0054] In the present application, the total reinforcement area of the vertical reinforcement 24 of the prefabricated wall edge component and the vertical reinforcement 11 of the inner edge component of the vertical post-cast section in the overall edge component needs to meet the shear wall bending capacity calculation requirement, and needs to meet the minimum reinforcement ratio requirement of the edge component vertical reinforcement in the current specification. After the number of the vertical reinforcement 24 of the prefabricated wall edge component is reduced, the reduced vertical reinforcement area in the prefabricated edge component area 21 can be compensated by increasing the total area of the vertical reinforcement 11 of the inner edge component of the vertical post-cast section, so as to ensure the bending capacity of the shear wall.

[0055] In the present application, the total number of the vertical reinforcement 24 of the prefabricated wall edge component and the vertical reinforcement 11 of the inner edge component of the vertical post-cast section in the overall edge component is reduced, and compared with the existing structure, the diameter of the vertical reinforcement 24 of the prefabricated wall edge component and the vertical reinforcement 11 of the inner edge component of the vertical post-cast section is increased. The inner diameter and the absolute value of the anchoring length of the grouting sleeve of the reinforcement with a larger diameter are greater than those of the reinforcement with a smaller diameter, and the grouting quality of the sleeve grouting connection joint of the vertical reinforcement 24 of the prefabricated wall edge component is easier to ensure. After the diameter of the vertical reinforcement 11 of the inner edge component of the vertical post-cast section is increased, it is more convenient to use a straight thread joint, and compared with the binding lap joint used in the existing structure, the binding of the additional connection reinforcement 14 and the vertical post-cast section stirrup 12 is more convenient. Under the existing technical level, the quality of the straight thread joint is more reliable than that of the sleeve grouting connection joint, and the present application arranges more area of vertical reinforcement in the vertical post-cast section 1 and connects by a straight thread joint, which helps to improve the reliability of the vertical reinforcement connection in the overall edge component and improve the safety of the overall structure.

[0056] In particular, when the spacing between the vertical reinforcement 24 of the adjacent prefabricated wall edge component and the vertical reinforcement 11 of the inner edge component of the vertical post-cast section is greater than 300 mm, the edge component vertical construction reinforcement 15 can be arranged therebetween to ensure that the limb distance of the stirrup and the tension reinforcement in the edge component is not greater than 300 mm in the horizontal direction. The diameter of the edge component vertical construction reinforcement 15 is preferably 8-10 mm, and the upper and lower layers are not connected, and the edge component vertical construction reinforcement 15 located in the prefabricated wall 2 does not protrude from the top surface and the bottom surface of the prefabricated wall 2.

[0057] Further, considering that the precast wall protruding horizontal connecting steel bars 25 only need to meet the shear capacity calculation of the shear wall oblique section, within the allowable range of the current national design specification for shear wall horizontal distribution steel bar structure, the spacing of the precast wall protruding horizontal connecting steel bars 25 is increased from the existing structure of 100-200 mm to 300 mm, so as to reduce the number of precast wall protruding horizontal connecting steel bars 25 by more than 30%, realize the standardization and generalization of the side form, and reduce the production and construction difficulty. The diameter of the precast wall protruding horizontal connecting steel bars 25 should not be less than 8 mm, and the reinforcement area should meet the shear capacity calculation requirements of the shear wall oblique section. When the precast wall protruding horizontal connecting steel bars 25 do not extend to the end of the edge member, additional connecting steel bars 14 need to be arranged in the vertical post-cast section 1 to lap with the precast wall protruding horizontal connecting steel bars 25, and the lap length of the two needs to meet the force transmission requirements.

[0058] After the spacing of the precast wall protruding horizontal connecting steel bars 25 is increased to 300 mm, the precast wall protruding horizontal connecting steel bars 25 alone cannot meet the requirements of the current national design specification for the vertical spacing of the shear wall edge member stirrup. In the precast wall edge member area 21 and the vertical post-cast section 1, the precast wall edge member stirrup 26 and the vertical post-cast section stirrup 12 are arranged between adjacent precast wall protruding horizontal connecting steel bars 25. Combined with the precast wall protruding horizontal connecting steel bars 25 and the additional connecting steel bars 14, the vertical spacing of the stirrups and the tensile bars in the overall edge member is not more than 200 mm and is mostly 150 mm, and the horizontal limb spacing is not more than 300 mm, which meets the construction requirements of the current national design specification for the shear wall edge member stirrup and the tensile bar. The concrete in the precast wall edge member area and the vertical post-cast section can achieve the same partition stirrup restraint effect as the existing structure, and the stirrup restraint concrete in the overall edge member can ensure the elastic-plastic deformation capacity of the shear wall.

[0059] In the present application, the precast wall edge member stirrup 26 and the vertical post-cast section stirrup 12 can be welded closed hoops or ordinary 135° hooked stirrups.

[0060] Figure 1 A connection structure of the present application applied to the connection between the precast edge member at the hole side and the vertical post-cast section is provided, the precast wall 2 is a precast wall with a hole, the edge members on one side of the precast wall hole area 22 are all precast wall edge member areas 21, the length a of the precast wall edge member area 21 is between 350-450 mm, the precast wall protruding horizontal connecting steel bars 25 extend to the end of the vertical post-cast section 1 and are directly anchored in the vertical post-cast section 1, and there is no need to arrange additional connecting steel bars 14. Figure 2 The comparative example is shown in Figure 1 The comparative example is shown inFigure 1 The structure shown increases the spacing of the vertical reinforcing bars 24 of adjacent precast edge members in the precast wall edge member area 21 from about 150mm to about 200mm. The vertical reinforcing bars 24 of the precast wall edge members adjacent to the vertical post-cast section 1 in the precast wall edge member area 21 are removed. The number of vertical reinforcing bars 24 of the precast wall edge members in the precast wall edge member area 21 is reduced from 6 to 4, a reduction of 33%. The number of vertical reinforcing bars 11 of the vertical post-cast section edge members is the same as that of the comparative example. By increasing the diameter of the vertical reinforcing bars 11 of the vertical post-cast section edge members and the vertical reinforcing bars 24 of the precast wall edge members, their total area is kept consistent with that of the comparative example, or the requirements for shear wall flexural bearing capacity verification are met.

[0061] Figure 3 , Figure 4 Provided Figure 1 The diagram shows the structure of the present invention when the length a of the precast wall edge component region 21 is between 450 and 650 mm and between 650 and 850 mm. The precast wall edge component region 21 is equipped with 6 and 8 precast wall edge component vertical steel bars 24 respectively, and the spacing between the vertical steel bars 24 of adjacent precast wall edge components and the vertical steel bars 11 of the vertical post-cast section edge components is controlled to be no greater than 210 mm.

[0062] like Figure 5 As shown, in Figure 1 Based on this, an improved structure for connecting precast edge components on the opening side and vertical post-cast sections is provided. The precast wall has two openings, and the edge components on one side of the opening area 22 of the precast wall are all precast wall edge component areas 21, with a length a between 400 and 500 mm. Figure 6 As shown Figure 5 The comparative example shows the connection structure between the existing precast edge components on the opening side and the vertical post-cast section. Compared to the comparative example, Figure 5 The structure shown increases the spacing of the vertical reinforcing bars 24 of adjacent precast wall edge members, the spacing of the vertical reinforcing bars 11 of adjacent vertical post-cast section edge members, and the spacing when the vertical reinforcing bars 24 and 11 of the precast wall edge members are adjacent to each other to no more than 350mm. When the spacing of the vertical reinforcing bars 24 of adjacent precast wall edge members and the vertical reinforcing bars 11 of the vertical post-cast section edge members is no greater than 300mm, no edge member vertical structural reinforcing bars 15 are set between adjacent reinforcing bars; when the spacing is greater than 300mm, edge member vertical structural reinforcing bars 15 are set between adjacent reinforcing bars. The diameter of the edge member vertical structural reinforcing bars 15 should preferably be 8-10mm. They are not connected between upper and lower layers and do not participate in the stress calculation. The edge member vertical structural reinforcing bars 15 located within the precast wall 2 do not extend beyond the top or bottom surface of the precast wall 2. Compared with the comparative example, Figure 5The vertical reinforcing bars 24 of the precast wall edge members shown are reduced from 8 to 4. The number of vertical reinforcing bars 11 of the vertical post-cast section edge members is the same as that of the comparative example. By increasing the diameter of the vertical reinforcing bars 11 of the vertical post-cast section edge members and the vertical reinforcing bars 24 of the precast wall edge members, their total area is kept consistent with that of the comparative example, or the requirements for shear wall flexural bearing capacity verification are met.

[0063] Figure 7 , Figure 8 Provided Figure 5 The diagram shows the structure of the present invention when the length a of the precast wall edge component region 21 is between 500 and 600 mm and between 600 and 800 mm. The precast wall edge component region 21 is respectively equipped with 4 and 6 precast wall edge component vertical steel bars 24.

[0064] Figure 9 Another application of the present invention is provided for the connection structure between the precast edge component on the opening side and the vertical post-cast section. The length 'a' of the edge component area on the opening side of the wall limb where the precast wall 2 is located is 400-600mm, and it is not entirely precast. The edge component area on the opening side of the wall limb where the precast wall 2 is located is formed by combining the precast wall edge component area 21 and a part of the vertical post-cast section 1. The length of the precast wall edge component area 21 of the precast wall 2 is relatively small, about 350-400mm. Two rows of four vertical reinforcing bars 24 of the precast wall edge component are arranged on the side of the precast wall edge component area 21 near the opening area 22 of the precast wall, and the spacing between them is controlled to be no more than 200mm. The horizontal connecting reinforcing bars 25 of the precast wall extend to the end of the vertical post-cast section 1 and are directly anchored in the vertical post-cast section 1, without the need for additional connecting reinforcing bars 14.

[0065] Furthermore, when Figure 9 When the length 'a' of the edge component area of ​​the wall limb opening on one side of the precast wall 2 increases to 600-800mm, and the horizontal connecting steel bar 25 of the precast wall extends directly to the end of the vertical post-cast section 1, its length is relatively long, making it inconvenient to process and transport. In this case, it can be handled according to... Figure 10 The horizontal connecting steel bar 25 of the precast wall extends a certain length into the vertical post-cast section 1. An additional connecting steel bar 14 is placed within the vertical post-cast section 1, lapping with the horizontal connecting steel bar 25 of the precast wall to transfer force. The lap length should meet the force transfer requirements. Four vertical steel bars 11 of the vertical post-cast section edge members are arranged within the lap area of ​​the additional connecting steel bar 14 and the horizontal connecting steel bar 25 of the precast wall. The steel bar arrangement can be adjusted according to the actual length of 'a', ensuring that the spacing between the vertical steel bars 24 of adjacent precast wall edge members and the vertical steel bars 11 of the vertical post-cast section edge members is uniform and should not exceed 200mm.

[0066] Figure 11A connecting structure of the application applied to the connection between the non-hole prefabricated wall 2 and the vertical post-cast segment 1 is provided, the prefabricated wall 2 extends the prefabricated wall extended horizontal connecting steel bars 25 along the thickness direction, and the extended horizontal connecting steel bars 25 are directly anchored in the vertical post-cast segment 1 without the need to lay additional connecting steel bars 14. The prefabricated wall body connecting vertical steel bars 28 and the prefabricated wall body non-connecting vertical steel bars 29 are arranged in the prefabricated wall body area 23 of the prefabricated wall 2, a row of two prefabricated wall edge component vertical steel bars 24 are arranged on the side close to the prefabricated wall body area 23 in the prefabricated wall edge component area 21, and the edge component vertical structural steel bars 15 are arranged on the side close to the vertical post-cast segment 1, that is, the prefabricated wall edge component vertical steel bars 24 are reduced from four in the existing structure to two as shown in the figure, and the bending resistance of the vertical post-cast segment edge component vertical steel bars 11 close to the prefabricated wall edge component area 21 is increased to achieve the bending resistance effect. Figure 11 The prefabricated wall body area 23 is constructed in the existing plum blossom structure, the prefabricated wall body connecting vertical steel bars 28 are connected by sleeve grouting joints, and the prefabricated wall body non-connecting vertical steel bars 29 do not extend to the bottom and top surfaces of the prefabricated wall.

[0067] Figure 12 Another connecting structure of the application applied to the connection between the non-hole prefabricated wall 2 and the vertical post-cast segment 1 is provided, the prefabricated wall 2 extends the prefabricated wall extended horizontal connecting steel bars 25 along the thickness direction, and the extended horizontal connecting steel bars 25 are connected to the additional connecting steel bars 14 in the vertical post-cast segment 1, and the overlapping length of the two satisfies the force transmission requirement. The prefabricated wall edge component vertical steel bars 24 close to the vertical post-cast segment 1 in the existing structure are replaced by the edge component vertical structural steel bars 15, that is, the prefabricated wall edge component vertical steel bars 24 are reduced from six in the existing structure to four as shown in the figure, and the bending resistance of the vertical post-cast segment edge component vertical steel bars 11 close to the prefabricated wall edge component area 21 is increased to achieve the bending resistance effect. Figure 11 The prefabricated wall body area 23 is constructed in the existing plum blossom structure, the prefabricated wall body connecting vertical steel bars 28 are connected by sleeve grouting joints, and the prefabricated wall body non-connecting vertical steel bars 29 do not extend to the bottom and top surfaces of the prefabricated wall.

[0068] Figure 13 A connecting structure of the application applied to the connection between the prefabricated wall 2 and the vertical post-cast segment 1 is provided, the prefabricated wall 2 extends the prefabricated wall extended horizontal connecting steel bars 25 along the thickness direction, and the extended horizontal connecting steel bars 25 are connected to the additional connecting steel bars 14 in the vertical post-cast segment 1, and the overlapping length of the two satisfies the force transmission requirement. The prefabricated wall edge component vertical steel bars 24 close to the vertical post-cast segment 1 in the existing structure are replaced by the edge component vertical structural steel bars 15, that is, the prefabricated wall edge component vertical steel bars 24 are reduced from four in the existing structure to two as shown in the figure, and the bending resistance of the vertical post-cast segment edge component vertical steel bars 11 close to the prefabricated wall edge component area 21 is increased to achieve the bending resistance effect. Figures 14-17 The prefabricated wall body area 23 is constructed in the existing plum blossom structure, the prefabricated wall body connecting vertical steel bars 28 are connected by sleeve grouting joints, and the prefabricated wall body non-connecting vertical steel bars 29 do not extend to the bottom and top surfaces of the prefabricated wall.

[0069] Figures 18-20A specific embodiment of the application applied to the longitudinal and transverse prefabricated wall L-shaped connection node is provided. The prefabricated wall one 3 is a prefabricated wall with an opening, and the prefabricated wall two 4 is a prefabricated wall without an opening. The edge member area of the prefabricated wall two 4 on one side wall limb is located in the vertical post-cast section, and the prefabricated wall two 4 does not include the prefabricated wall edge member area 21. Figures 14-17 The specific embodiment of the application is used for the construction of the longitudinal and transverse prefabricated wall L-shaped connection node in the existing shear wall structure. Figures 14-17 The comparative example of the specific embodiment of the application is shown. Figures 14-17 In the comparative example, the prefabricated wall edge member vertical reinforcement 24 of the prefabricated wall one 3 and the vertical post-cast section edge member vertical reinforcement 11 at the end of the prefabricated wall extension horizontal connection reinforcement 25 are replaced by the upper and lower edge member vertical construction reinforcement 15 which are not connected, and the distance between the adjacent prefabricated wall edge member vertical reinforcement 24 and the vertical post-cast section edge member vertical reinforcement 11 is not greater than 300 mm. In the specific embodiment, the prefabricated wall edge member vertical reinforcement 24 and the vertical post-cast section edge member vertical reinforcement 11 are reduced from 6 and 12 in the comparative example to 4 and 8 respectively, and the total reinforcement area of the two is ensured to meet the bending capacity calculation requirements of the shear wall by increasing the diameter, while meeting the minimum reinforcement ratio requirements of the edge member vertical reinforcement in the existing specification. The prefabricated wall extension horizontal connection reinforcement 25 can be extended from the prefabricated wall horizontal distribution reinforcement 30 and used as a side reinforcement.

[0070] Further, Figures 15-17 In the specific embodiment of the application, the distance between the prefabricated wall extension horizontal connection reinforcement 25 of the prefabricated wall one 3 and the prefabricated wall two 4 is increased from 200 mm in the comparative example to 300 mm, so as to reduce the number of prefabricated wall extension horizontal connection reinforcement 25, realize the standardization and generalization of the side form during the production of the prefabricated wall, and reduce the production and construction difficulty. The diameter of the prefabricated wall extension horizontal connection reinforcement 25 should not be less than 8 mm, and the reinforcement area thereof should meet the shear capacity calculation requirements of the inclined section of the shear wall. The prefabricated wall extension horizontal connection reinforcement 25 of the prefabricated wall one 3 extends to the end of the vertical post-cast section 1 and is directly anchored in the vertical post-cast section 1, without the need to arrange additional connection reinforcement 14. The prefabricated wall extension horizontal connection reinforcement 25 of the prefabricated wall two 4 extends into the vertical post-cast section 1 and is connected with the additional connection reinforcement 14 in lap joint, and the lap joint length of the two meets the force transmission requirements. The prefabricated wall extension horizontal connection reinforcement 25 and the additional connection reinforcement 14 are used as the stirrup in the prefabricated wall one 3 and the vertical post-cast section 1. The prefabricated wall edge member tension reinforcement 27 and the vertical post-cast section tension reinforcement 13 are arranged at the positions of the corresponding vertical reinforcement, and the limb distance of the stirrup and the tension reinforcement in the overall edge member in the horizontal direction is controlled to be not greater than 300 mm.

[0071] In particular, after the spacing of the precast wall protruding horizontal connecting steel bars 25 is increased to 300 mm, the precast wall protruding horizontal connecting steel bars 25 cannot meet the requirement of the current national design specification on the vertical spacing of the stirrups of the shear wall edge component. As shown in Figures 21-24 , the specific embodiment is configured with the precast wall edge component stirrups 26 in the precast wall edge component area 21 and the vertical post-cast section stirrups 12 in the vertical post-cast section 1 between the adjacent precast wall protruding horizontal connecting steel bars 25 in the precast wall edge component area 21 and the vertical post-cast section 1, so as to form a partitioned stirrup constraint effect on the concrete in the precast wall edge component area 21 and the vertical post-cast section 1. In combination with the precast wall edge component tension bars 27 and the vertical post-cast section tension bars 13, the limb spacing of the stirrups and tension bars in the overall edge component in the horizontal direction is controlled to be not greater than 300 mm.

[0072] In combination with the precast wall protruding horizontal connecting steel bars 25 and the additional connecting steel bars 14, the specific embodiment has a vertical spacing of the stirrups and tension bars in the overall edge component of 150 mm, which is less than 200 mm in the comparative example, and meets the constructional requirement of the current national design specification on the stirrups and tension bars of the shear wall edge component. The specific embodiment has a better stirrup constraint effect on the concrete in the overall edge component than the comparative example, can ensure the elastic-plastic deformation capacity of the shear wall, and has a smaller amount of stirrup binding in the vertical post-cast section and a more efficient on-site construction.

[0073] Figures 14-17 As shown in Figure 11 , the improved specific embodiment of the present application is improved in that the edge component area of the side wall limb on which the precast wall two 4 is located is precast, that is, the precast wall edge component area 21 is arranged at the end of the precast wall two 4. As shown in Figures 14-17 , the precast wall two 4 side surface extends the precast wall protruding horizontal connecting steel bars 25 in the direction parallel to the thickness thereof, and the precast wall protruding horizontal connecting steel bars 25 extend to the end of the vertical post-cast section 1 and are directly anchored in the vertical post-cast section 1, without the need to arrange the additional connecting steel bars 14. One column of two precast wall edge component vertical steel bars 24 is arranged on the side of the precast wall edge component area 21 of the precast wall two 4 close to the precast wall body area 23, and the edge component vertical construction steel bars 15 are arranged on the side close to the vertical post-cast section 1, so as to realize the function of providing bending resistance by increasing the edge component vertical steel bars 11 of the vertical post-cast section close to the precast wall edge component area 21. Compared with the specific embodiment shown in Figures 21-24 , the range of the vertical post-cast section 1 of the improved type shown in Figure 25 is significantly reduced, and the shape is simpler, which facilitates the on-site formwork of the vertical post-cast section 1 and makes the on-site construction more efficient. The improved type contains six precast wall edge component vertical steel bars 24 and six post-cast section inner edge component vertical steel bars 11, compared with the four precast wall edge component vertical steel bars 24 and the eight post-cast section inner edge component vertical steel bars 11 of the specific embodiment, the total number of vertical steel bars and the number of joints are unchanged.

[0074] Figure 26 A specific embodiment of the present invention applied to the T-shaped connection node of longitudinal and transverse precast walls is provided. Precast wall 1 3 and precast wall 3 5 are precast walls with openings, while precast wall 2 4 is not with openings. The edge component area of ​​the wall limb on one side of precast wall 2 4 is entirely located within the vertical post-cast section, and precast wall 2 4 does not include the edge component area 21 of the precast wall. Figure 25 The construction of L-shaped connection nodes between longitudinal and transverse precast walls in existing shear wall structures, namely... Figure 25 The figures shown are comparative examples of specific embodiments of the present invention. Figure 27 In the specific embodiment of the present invention shown, the vertical reinforcing bars 24 of the precast wall edge members adjacent to the vertical post-cast section 1 in the precast wall edge member area 21 of precast wall 1 (3) and precast wall 3 (5) in the comparative example, and the vertical reinforcing bars 11 of the vertical post-cast section edge members extending from the horizontal connecting reinforcing bars 25 of precast wall 2 (4) are replaced with vertical structural reinforcing bars 15 of the edge members that are not connected between upper and lower layers. The spacing between the vertical reinforcing bars 24 of the adjacent precast wall edge members and the vertical reinforcing bars 11 of the vertical post-cast section edge members is controlled to be no more than 300mm. In the specific embodiment, the vertical reinforcing bars 24 of the precast wall edge members and the vertical reinforcing bars 11 of the vertical post-cast section edge members are reduced from 12 and 16 in the comparative example to 8 and 14 respectively. By increasing their diameter, the overall reinforcement area of ​​the two is ensured to meet the requirements of the shear wall flexural bearing capacity verification, while also meeting the minimum reinforcement ratio requirements of the current code for the vertical reinforcing bars of the edge members.

[0075] Figure 25 for Figure 11 The improved embodiment of the present invention shown is further improved by prefabricating the edge component area of ​​the wall segment on one side where the prefabricated wall 2 4 is located, that is, setting the prefabricated wall edge component area 21 at the end of the prefabricated wall 2 4, constructing a structure similar to... Figure 25 The structures shown are the same. Compared to Figure 27 The specific embodiments shown are as follows: ​ The improved vertical post-cast section 1 shown has a significantly reduced area and a simpler shape, making it easier to erect formwork for the vertical post-cast section 1 on-site and resulting in more efficient on-site construction. The improved version includes 10 precast wall edge member vertical reinforcing bars 24 and 12 post-cast section inner edge member vertical reinforcing bars 11, compared to the specific embodiment with 8 precast wall edge member vertical reinforcing bars 24 and 14 post-cast section inner edge member vertical reinforcing bars 11, while the overall number of vertical reinforcing bars and the number of joints remain unchanged.

[0076] In summary, the application is based on the integral edge component formed by the vertical post-poured segment and the prefabricated wall edge component, the vertical steel bars and stirrups in the integral edge component are arranged as a whole, within the allowable range of the shear wall reinforcement structure, the vertical steel bar spacing of the prefabricated wall edge component is appropriately enlarged, the vertical steel bars of the prefabricated wall edge component adjacent to the vertical post-poured segment are transferred into the vertical post-poured segment, meanwhile, the spacing of the horizontal connecting steel bars extending from the side surface of the prefabricated wall edge component is increased, the stirrups are arranged in the vertical post-poured segment and the prefabricated wall edge component respectively to form the partition constraint for the concrete in the integral edge component. The application can reduce the number of vertical steel bar connecting roots and the number of horizontal connecting steel bars extending from the side surface of the prefabricated wall edge component by more than 30%, reduce the cost of the prefabricated wall and the processing and installation difficulty, and improve the reliability of the vertical steel bar connection in the integral edge component.

[0077] The above is only the preferred specific embodiment of the application, but the protection scope of the application is not limited to this, any person skilled in the art can easily think of the changes and replacements within the technical range disclosed by the application, which should be covered in the protection scope of the application. Therefore, the protection scope of the application should be subject to the protection scope of the claims.

Claims

1. A reinforcement configuration for arranging edge member reinforcement for a prefabricated wall and a post-cast segment, characterized by, Adjacent prefabricated walls (2) are connected as a whole through vertical post-cast segments (1) at edge member positions, and after pouring post-cast concrete, the vertical post-cast segments (1) and the prefabricated wall edge member area (21) form an integral edge member, the vertical reinforcement arranged in the integral edge member provides the shear wall with bending resistance, and the stirrups in the integral edge member constrain the concrete to ensure the elastic-plastic deformation capacity of the shear wall; The integral range of the vertical post-cast segment (1) and the prefabricated wall edge member area (21) is determined according to the shear wall edge member range recommended by the current design specification, which breaks through the geometric boundary limit of the vertical post-cast segment (1) and the prefabricated wall edge member area (21), and overall arranges the vertical reinforcement and stirrups in the integral edge member to ensure that the integral edge member realizes its structural functions of providing bending resistance and ensuring the elastic-plastic deformation capacity of the shear wall; Within the allowable range of shear wall reinforcement configuration, the spacing of adjacent vertical reinforcement in the integral edge member is enlarged, the spacing of adjacent prefabricated wall edge member vertical reinforcement (24), the spacing of adjacent vertical post-cast segment edge member vertical reinforcement (11), and the spacing of prefabricated wall edge member vertical reinforcement (24) and vertical post-cast segment edge member vertical reinforcement (11) when adjacent are all not greater than 350 mm, and when greater than 300 mm, edge member vertical configuration reinforcement (15) is arranged at the prefabricated wall edge member vertical reinforcement (24) and the vertical post-cast segment edge member vertical reinforcement (11); The prefabricated wall edge member vertical reinforcement (24) originally arranged in the prefabricated wall (2) adjacent to the vertical post-cast segment (1) is transferred to the vertical post-cast segment (1) to reduce the number of prefabricated wall edge member vertical reinforcement (24); the diameters of the prefabricated wall edge member vertical reinforcement (24) and the vertical post-cast segment edge member vertical reinforcement (11) are both not less than 12 mm, and the total reinforcement area of the two should meet the shear wall bending resistance bearing capacity checking requirements and the minimum reinforcement ratio requirements of the current specification for edge member vertical reinforcement; In the prefabricated wall edge member area (21) and the vertical post-cast segment (1), prefabricated wall edge member stirrups (26) and vertical post-cast segment stirrups (12) are arranged between adjacent prefabricated wall extension horizontal connecting reinforcement (25) without exceeding the prefabricated wall edge member area (21) and the vertical post-cast segment (1) to form zoned constraints on the concrete in the integral edge member.

2. The reinforcement configuration of the edge member reinforcement of the prefabricated wall and post-cast segment according to claim 1, characterized in that, The upper and lower layer prefabricated wall edge member vertical reinforcement (24) is connected by sleeve grouting connection joints, mechanical connection joints or constraint grout anchor joints, and the configuration of the prefabricated wall edge member vertical reinforcement (24) meets the corresponding joint connection requirements.

3. The construction of the prefabricated wall and post-cast segment configuration edge member reinforcement according to claim 1, characterized in that, The upper and lower layer vertical post-cast segment edge member vertical reinforcement (11) is connected by straight thread joints, the joints are arranged above the floor slab to below the second prefabricated wall extension horizontal connecting reinforcement (25), the joints are arranged at the same height or staggered at a certain distance to avoid 100% connection in the same connection section to reduce the requirements on the performance of the joints.

4. The construction of the edge member reinforcement of the prefabricated wall and the post-cast segment according to claim 1, characterized in that, The diameter of the vertical construction steel bars (15) of the edge component is 8-10 mm, the upper and lower layers are not connected and do not participate in stress calculation, and the vertical construction steel bars (15) of the edge component located in the prefabricated wall (2) do not protrude from the top surface and the bottom surface of the prefabricated wall (2).

5. The construction of the prefabricated wall and post-cast segment configuration edge member reinforcement of claim 1, wherein, The spacing between adjacent prefabricated walls protruding the horizontal connecting steel bars (25) is 300 mm, the diameter is not less than 8 mm, and the reinforcement area meets the shear capacity calculation requirements of the shear wall oblique section; the spacing of the hoop and tensile steel bars in the integral edge component along the horizontal direction is not greater than 300 mm, and the spacing along the vertical direction is not greater than 200 mm.

6. The construction of the prefabricated wall and post-cast segment configuration edge member reinforcement of claim 1, wherein, The hoop steel bars (26) of the prefabricated wall edge component and the hoop steel bars (12) of the vertical post-cast section adopt welded closed hoops or ordinary 135° hooked hoops.

Images