Efficient Processing Prefabricated Coupling Beams and Joint Structures for Laminated Shear Walls

Abstract

The present invention discloses an efficient prefabricated coupling beam and joint structure for superposed shear walls, which optimizes the prefabricated part of the coupling beam and the overall coupling beam structure of the superposed shear wall. The stirrups of the prefabricated part of the coupling beam do not pass through the side formwork during the production stage. The connection between the prefabricated part of the coupling beam and the horizontal post-cast strip is realized by arranging connecting steel bars in the cavity or bending out the open stirrups extending from the prefabricated part of the coupling beam. Stirrups are arranged in the horizontal post-cast strip or the stress longitudinal bars on the top surface of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of connecting steel bars and the negative moment bars of the floor support. After pouring the post-cast concrete, the prefabricated part of the coupling beam and the post-cast concrete in the cavity and the horizontal post-cast strip form an integral coupling beam. When the prefabricated wall is produced in the present invention, the stirrups of the prefabricated part of the coupling beam do not pass through the side formwork, which can avoid the alignment and cooperation problems between the coupling beam stirrups and the side formwork during the turning and pressing processes. The production efficiency is high, the side formwork does not have holes, and the generalization degree is high. The joint structure can ensure the mechanical properties of the integral coupling beam.

Description

Technical Field

[0001] The present invention belongs to the field of construction technology, relates to a composite shear wall, and particularly relates to an efficient processing precast coupling beam and node structure for a composite shear wall. Background Art

[0002] The composite shear wall structure has the advantages of low cost, convenient connection, and easy control of construction quality. It is increasingly used in prefabricated residential buildings in China. Representative systems include double-sided composite shear wall structures, SPCS welded wire mesh composite shear walls, etc. In such composite shear wall structures, the coupling beam is mostly precast integrally with the shear walls at both ends. The precast wall is composed of a precast concrete panel on the A side, a precast concrete panel on the B side, and a cavity between the two. The two precast panels are connected by a steel bar truss or a planar welded wire mesh. The precast wall is generally produced by two-stage casting. First, the steel bar truss or the planar welded wire mesh is connected to the steel bar cage of the precast concrete panel on the A side and placed into the mold, and the precast concrete panel on the A side is cast. After the concrete of the precast concrete panel on the A side reaches a certain strength, the steel bars of the precast concrete panel on the B side are arranged on the basis of the precast concrete panel; the precast concrete panel on the B side is cast, and the precast concrete panel on the A side is turned over and pressed into the concrete of the precast concrete panel on the B side. During the pressing process, the cavity thickness is controlled. After the concrete of the precast concrete panel on the B side is cured, the production of the precast wall is completed.

[0003] In the existing composite shear wall structure, the stirrups of the precast part of the coupling beam all extend from the top surface. During construction, the top surface of the coupling beam is tied with force in the horizontal post-cast strip, and the horizontal post-cast strip and the post-cast concrete in the cavity are cast to form an integral coupling beam. The stirrups of the precast part of the coupling beam extend from the top surface. When producing the precast concrete panel on the A side, the side form needs to be drilled at the corresponding position of the extending stirrup for the stirrup to extend; when producing the precast concrete panel on the B side, the side form also needs to be drilled at the corresponding position of the extending stirrup. During the process of pressing the precast concrete panel on the A side into the concrete of the precast concrete panel on the B side, attention needs to be paid to the alignment and cooperation between the extending stirrup and the opening position of the side form. At the same time, it is necessary to control the alignment of the outer contours of the precast concrete panel on the A side and the precast concrete panel on the B side to meet the quality control requirements. The number of stirrups of the coupling beam is often large and the stirrup positions are easily disturbed by construction. The fact that the stirrups of the precast part of the coupling beam extend from the top surface makes it difficult to align and cooperate the extending stirrups with the opening positions of the side forms during the process of pressing the precast concrete panel on the A side into the concrete of the precast concrete panel on the B side, consuming a large amount of man-hours, with low production efficiency and being not conducive to giving full play to the maximum production capacity of the production line; during the process of ensuring the alignment between the extending stirrups and the opening positions of the side forms, it is difficult to take into account the control requirements of the outer contour dimensions of the precast wall; at the same time, a large number of openings in the side form cannot achieve standardization and generalization and cannot be reused. Summary of the Invention

[0004] To overcome the above-mentioned drawbacks of the existing overlapping shear walls where the stirrups of the precast part of the coupling beam extend from the top surface, the purpose of the present invention is to provide an efficient prefabricated coupling beam and joint structure for overlapping shear walls. Considering prefabrication production, on-site construction, and the mechanical properties of the coupling beam comprehensively, the structure of the precast part of the coupling beam and the overall coupling beam is optimized. The stirrups of the precast part of the coupling beam do not pass through the side formwork of the precast concrete wall panel on the A side and are pressed into the side formwork during the production stage of the precast concrete wall panel on the B side. The connection between the precast part of the coupling beam and the horizontal post-cast strip is achieved by arranging connecting steel bars in the cavity or bending out the open stirrups extending from the precast part of the coupling beam. Stirrups are arranged in the horizontal post-cast strip or the top longitudinal stressed steel bars of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of connecting steel bars and the negative moment reinforcement of the floor support. After pouring the post-cast concrete, the precast part of the coupling beam, the cavity, and the post-cast concrete in the horizontal post-cast strip form an integral coupling beam. Compared with the existing structure, when the precast wall of the present invention is produced, the stirrups of the precast part of the coupling beam do not pass through the side formwork, which can avoid the alignment and cooperation problems between the stirrups of the coupling beam and the side formwork during the turning and pressing processes, with high production efficiency. At the same time, the side formwork has no openings, with high standardization and generalization levels, and the cost can be controlled by repeated use. In addition, by using connecting steel bars and the stirrups of the coupling beam in the horizontal post-cast strip to replace the integral stirrups in the existing structure, the mechanical properties of the integral coupling beam formed by the precast part of the coupling beam, the cavity, and the post-cast concrete in the horizontal post-cast strip after pouring the post-cast concrete can be ensured.

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

[0006] An efficient prefabricated coupling beam and joint structure for overlapping shear walls, where the precast part 1 of the coupling beam is prefabricated integrally with the precast wall part 2 of the overlapping shear wall, including the precast concrete wall panel 11 on the A side, the precast concrete wall panel 12 on the B side, and the cavity 13 between them. After on-site pouring of the post-cast concrete, the precast part 1 of the coupling beam, the cavity 13, and the post-cast concrete in the horizontal post-cast strip 3 form an integral coupling beam and participate in the structural force.

[0007] In the precast part 1 of the coupling beam, the stirrups 16 of the precast part of the coupling beam do not pass through the side formwork during the production stage. The connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3 is achieved by arranging connecting steel bars 33 in the cavity 13 or bending out the open stirrups extending from the precast part 1 of the coupling beam. Horizontal post-cast strip coupling beam stirrups 32 are arranged in the horizontal post-cast strip 3 or the top longitudinal stressed steel bars 31 of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of connecting steel bars 33 and the negative moment reinforcement 51 of the floor support.

[0008] In the precast part 1 of the coupling beam, when there are floor slabs on both sides of the coupling beam, the A-side precast concrete wall panel 11 and the B-side precast concrete wall panel 12 of the precast part 1 of the coupling beam have the same dimensions, and their top surfaces are precast to below the horizontal post-cast strip 3. The longitudinal stress bars 14 at the bottom of the coupling beam and the longitudinal side bars 15 of the coupling beam are arranged inside; the stirrups 16 of the precast part of the coupling beam are closed stirrups only located within the range of the precast part 1 of the coupling beam, or open stirrups, and the open part is bent at the top of the A-side precast concrete wall panel 11 and the B-side precast concrete wall panel 12 and then extends out through the cavity 13.

[0009] When there are floor slabs on both sides of the coupling beam and the stirrups 16 of the precast part of the coupling beam are closed stirrups only located within the range of the precast part 1 of the coupling beam:

[0010] Connecting bars 33 are arranged between the cavity 13 of the precast part 1 of the coupling beam and the horizontal post-cast strip 3 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3. Stirrups are arranged in the horizontal post-cast strip 3 to restrain the longitudinal stress bars 31 at the top of the coupling beam and the post-cast concrete in the horizontal post-cast strip 3. The connecting bars 33 are single straight bars, two straight bars or U-shaped bars, and are resistance spot welded with the stirrups 32 of the coupling beam in the horizontal post-cast strip to form a whole for convenient on-site layout and improve the mechanical properties; or,

[0011] The longitudinal stress bars 31 at the top of the coupling beam and the post-cast concrete in the horizontal post-cast strip are restrained by the negative moment bars 51 of the floor slab support in the post-cast composite layer 5 of the floor slab and the connecting bars 33. At this time, the stirrups 32 of the coupling beam in the horizontal post-cast strip are not arranged; the connecting bars 33 are U-shaped bars, the closed end is located in the cavity 13, and the open end is resistance spot welded with the negative moment bars 51 of the floor slab support to form a whole.

[0012] The stirrups 32 of the coupling beam in the horizontal post-cast strip and the connecting bars 33 are made of one steel bar. At this time, the connecting bars 33 are in a multi-fold line form, one end in the horizontal post-cast strip 3 is closed to serve as stirrups, and one end in the cavity 13 of the precast part 1 of the coupling beam is a straight bar, or a transverse bar 34 is welded at its end to strengthen the anchorage performance of the connecting bars 33 in the cavity 13.

[0013] When there are floor slabs on both sides of the coupling beam and the stirrups 16 of the precast part of the coupling beam are open stirrups, the open stirrups 16 of the precast part of the coupling beam are bent at the top of the A-side precast concrete wall panel 11 and the B-side precast concrete wall panel 12 and then extend into the horizontal post-cast strip 3 through the cavity 13 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3, rather than directly extending into the horizontal post-cast strip 3 from the top surfaces of the A-side precast concrete wall panel 11 and the B-side precast concrete wall panel 12. It can achieve no opening of the side formwork and no problem of steel bar alignment during production; stirrups are arranged in the horizontal post-cast strip 3 to restrain the longitudinal stress bars 31 at the top of the coupling beam and the post-cast concrete in the horizontal post-cast strip 3.

[0014] In the precast part 1 of the coupling beam, when there is a floor slab on only one side of the coupling beam, the top surface of the precast concrete wall panel 11 on the side without the floor slab (side A) is precast to the top surface of the floor slab, and the precast concrete wall panel 12 on the side with the floor slab (side B) is precast to below the horizontal post-cast strip 3. The bottom longitudinal reinforcement 14, the side longitudinal reinforcement 15 and the top longitudinal reinforcement 31 of the coupling beam are arranged in the precast concrete wall panel 11 on side A. The bottom longitudinal reinforcement 14 and the side longitudinal reinforcement 15 of the coupling beam are arranged in the precast concrete wall panel 12 on side B. The stirrups 16 of the precast part of the coupling beam are partial-disconnected stirrups. The part in the precast concrete wall panel 12 on side B does not extend out. After being bent at the top of the precast concrete wall panel 11 on side A, it horizontally extends to the side range of the precast concrete wall panel 12 on side B, and a 90° or 135° hook is set at the end of the extended part.

[0015] When there is a floor slab on only one side of the coupling beam, connecting bars 33 are arranged on the inner side of the precast concrete wall panel 12 on side B to make up for the weakening effect of the partial disconnection of the stirrups 16 of the precast part of the coupling beam near the top surface of the precast concrete wall panel 12 on side B. The connecting bars 33 are L-shaped bars. One end extends into the post-cast composite layer 5 of the floor slab, and the other end extends into the cavity 13. A 135° hook is set at the end extending into the cavity 13 to strengthen its anchoring performance in the cavity 13.

[0016] When there is a floor slab on only one side of the coupling beam, the connecting bars 33 and the negative moment bars 51 of the floor slab support at the floor slab post-cast composite layer 5 are resistance spot welded into a whole to facilitate on-site layout. At this time, the connecting bars 33 are straight bars with 135° hooks at the ends. The 135° hooks extend into the cavity 13, and the upper ends are welded to the negative moment bars 51 of the floor slab support.

[0017] The diameter and spacing of the stirrups 32 of the coupling beam at the horizontal post-cast strip are the same as those of the stirrups 16 of the precast part of the coupling beam. The spacing of the connecting bars 33 is the same as that of the stirrups 16 of the precast part of the coupling beam, and the total area is the same as the total area it replaces and the area of the stirrups 16 of the precast part of the coupling beam. The length of the connecting bars 33 extending into the cavity 13 meets the requirements of steel bar anchorage or is determined by design.

[0018] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0019] (1) When the precast wall of the present invention is produced, the stirrups of the precast part of the coupling beam do not pass through the side formwork, which can avoid the problem of the alignment and cooperation between the stirrups of the coupling beam and the opening positions of the side formwork during the turning and pressing processes. The production efficiency is high, the production line capacity utilization rate can be effectively improved, and the fixed equipment investment for precast wall production can be reduced.

[0020] (2) When the precast wall of the present invention is produced, the side formwork can be not opened, and the side formwork can be standardized and generalized, and the mold cost can be reduced by repeated use.

[0021] (3) While optimizing the production efficiency of the precast part of the coupling beam, the present invention takes into account the mechanical properties of the overall coupling beam formed by the precast part of the coupling beam, the cavity, and the post-cast concrete in the horizontal post-cast strip. By innovating the stirrup structure of the overall coupling beam, it can ensure that the overall coupling beam can achieve mechanical properties basically close to those of the coupling beam in the prior art.

[0022] (4) During on-site construction of the present invention, the steel bars in the post-cast part of the coupling beam mostly adopt integrally welded steel bars, which can reduce the on-site steel bar binding work and is beneficial to the positioning control of the steel bars at the same time. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a three-dimensional schematic diagram of the precast part of the coupling beam when there are floor slabs on both sides of the coupling beam of the present invention.

[0024] Figure 2 It is Figure 1 the schematic diagram of the A-A cross-section in

[0025] Figure 3 It is a three-dimensional schematic diagram of the overall coupling beam joint structure when there are floor slabs on both sides of the coupling beam of the present invention.

[0026] Figure 4 It is Figure 3 the schematic diagram of the B-B cross-section in

[0027] Figure 5 、 Figure 6 It is Figure 4 the improved connecting bar of the coupling beam joint structure shown.

[0028] Figure 7 It is a three-dimensional schematic diagram of the improved type I of the overall coupling beam joint structure when there are floor slabs on both sides of the coupling beam of the present invention.

[0029] Figure 8 It is Figure 7 the schematic diagram of the C-C cross-section of the coupling beam joint structure shown.

[0030] Figure 9 It is Figure 8 the improved connecting bar of the coupling beam joint structure shown.

[0031] Figure 10 It is a schematic diagram of the improved type II of the overall coupling beam joint structure when there are floor slabs on both sides of the coupling beam of the present invention.

[0032] Figure 11 It is a schematic diagram of the improved stirrup of the precast part of the coupling beam of the overall coupling beam joint structure when there are floor slabs on both sides of the coupling beam of the present invention.

[0033] Figure 12 It is a three-dimensional schematic diagram of the precast part of the coupling beam when there is a floor slab on only one side of the coupling beam of the present invention.

[0034] Figure 13For Figure 12 Schematic diagram of the D-D cross-section in

[0035] Figure 14 3D schematic diagram of the overall coupling beam joint structure when there is only one-sided floor slab in the coupling beam of the present invention.

[0036] Figure 15 For Figure 14 Schematic diagram of the E-E cross-section of the coupling beam joint structure shown.

[0037] Figure 16 、 Figure 17 For Figure 15 Improved stirrups and connecting bars of the precast part of the coupling beam in the coupling beam joint structure shown.

[0038] Figure 18 3D schematic diagram of the precast part of the coupling beam when there are floor slabs on both sides of the coupling beam in the existing composite shear wall structure, which is Comparative Example 1 of the present invention.

[0039] Figure 19 For Figure 18 Schematic diagram of the F-F cross-section in

[0040] Figure 20 3D schematic diagram of the overall coupling beam joint structure when there are floor slabs on both sides of the coupling beam in the existing composite shear wall structure.

[0041] Figure 21 For Figure 20 Schematic diagram of the G-G cross-section of the coupling beam joint structure shown.

[0042] Figure 22 3D schematic diagram of the precast part of the coupling beam when there is only one-sided floor slab in the coupling beam of the existing composite shear wall structure, which is Comparative Example 2 of the present invention.

[0043] Figure 23 For Figure 22 Schematic diagram of the H-H cross-section in

[0044] Figure 24 3D schematic diagram of the overall coupling beam joint structure when there is only one-sided floor slab in the coupling beam of the existing composite shear wall structure.

[0045] Figure 25 For Figure 24 Schematic diagram of the J-J cross-section of the coupling beam joint structure shown.

[0046] In the figure: 1 - Prefabricated part of coupling beam; 2 - Prefabricated wall part; 3 - Horizontal post - casting belt; 4 - Prefabricated floor slab; 5 - Post - casting composite layer of floor slab; 11 - Prefabricated concrete wall panel on side A; 12 - Prefabricated concrete wall panel on side B; 13 - Cavity; 14 - Longitudinal tension reinforcement at the bottom of coupling beam; 15 - Longitudinal side reinforcement of coupling beam; 16 - Stirrup of prefabricated part of coupling beam; 31 - Longitudinal tension reinforcement at the top of coupling beam; 32 - Stirrup of coupling beam in horizontal post - casting belt; 33 - Connecting reinforcement; 34 - Transverse reinforcement; 51 - Negative moment reinforcement at floor slab support. Specific implementation mode

[0047] The implementation mode of the present invention will be described in detail below with reference to the accompanying drawings and embodiments.

[0048] As Figures 1 to 17 shown, for an efficient processing prefabricated coupling beam and joint structure for a composite shear wall of the present invention, the prefabricated part 1 of the coupling beam is prefabricated integrally with the prefabricated wall part 2 of the composite shear wall, including the prefabricated concrete wall panel 11 on side A, the prefabricated concrete wall panel 12 on side B and the cavity 13 therebetween. The present invention comprehensively considers prefabrication production, on - site construction and the mechanical properties of the coupling beam. According to whether there are floor slabs on both sides of the coupling beam, the prefabricated part 1 of the coupling beam and the overall coupling beam joint structure formed by the prefabricated part of the coupling beam, the cavity 13 and the post - cast concrete in the horizontal post - casting belt 3 are optimized and improved, so that after the post - cast concrete is poured on site, the prefabricated part 1 of the coupling beam and the post - cast concrete in the cavity 13 and the horizontal post - casting belt 3 form an integral coupling beam to participate in the structural force, so as to achieve efficient processing.

[0049] When there are floor slabs on both sides of the coupling beam, that is, the interior wall coupling beam, as Figures 3 to 11 shown, the prefabricated concrete wall panel 11 on side A and the prefabricated concrete wall panel 12 on side B of the prefabricated part 1 of the coupling beam of the present invention have the same size, and their top surfaces are prefabricated to be below the horizontal post - casting belt 3, and the longitudinal tension reinforcement 14 at the bottom of the coupling beam and the longitudinal side reinforcement 15 of the coupling beam are arranged inside. The stirrup 16 of the prefabricated part of the coupling beam can adopt the Figure 1 shown closed stirrup entirely within the prefabricated part 1 of the coupling beam, or the Figure 11 shown open stirrup, and the open part is bent at the top of the precast concrete wall panels on both sides and extends through the cavity 13.

[0050] When the invention is applied to the coupling beams of the interior walls and the stirrups 16 of the precast part of the coupling beam adopt closed stirrups all located within the range of the precast part 1 of the coupling beam, connecting steel bars 33 are arranged in the cavity 13 and between the horizontal post-cast strips 3 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3. Horizontal post-cast strip coupling beam stirrups 32 are arranged in the horizontal post-cast strip 3 to exert a restraining effect on the longitudinal stressed bars 31 on the top surface of the coupling beam arranged in the horizontal post-cast strip 3 and the post-poured concrete, that is, the connecting steel bars 33 and the horizontal post-cast strip coupling beam stirrups 32 are used to realize the stress function of the integral stirrups extending from the top surface of the precast coupling beam into the horizontal post-cast strip 3 in the existing structure. The invention uses the connecting steel bars 33 and the horizontal post-cast strip coupling beam stirrups 32 to realize the functions of connecting the precast part of the coupling beam and the horizontal post-cast strip, restraining the longitudinal stressed bars on the top surface of the coupling beam in the horizontal post-cast strip and the post-poured concrete, and ensuring the integrity and mechanical properties of the integral coupling beam formed by the precast part of the coupling beam and the post-poured concrete in the cavity and the horizontal post-cast strip after pouring the post-poured concrete. The connecting steel bars 33 can be single straight steel bars, two straight steel bars or U-shaped steel bars, and are prefabricated into an integral with the horizontal post-cast strip coupling beam stirrups 32 by resistance spot welding to facilitate on-site layout and improve mechanical properties; or a single steel bar can be used as both the horizontal post-cast strip coupling beam stirrups 32 and the connecting steel bars 33. In this case, the connecting steel bars are in a multi-fold line form, with one end closed in the horizontal post-cast strip 3 to serve as stirrups, and one end in the cavity 13 can be a straight steel bar, or transverse steel bars 34 can be welded to its end to strengthen the anchorage performance in the cavity 13.

[0051] Specifically, the spacing of the connecting steel bars 33 and the horizontal post-cast strip coupling beam stirrups 32 is the same as that of the stirrups 16 of the precast part of the coupling beam, and during on-site construction, they are arranged one by one closely corresponding to the stirrups 16 of the precast part of the coupling beam. The diameter of the horizontal post-cast strip coupling beam stirrups 32 is the same as that of the stirrups 16 of the precast part of the coupling beam. When the connecting steel bars 33 are single straight steel bars, their area should not be less than twice the cross-sectional area of the stirrups 16 of the precast part of the coupling beam; when using two straight steel bars or U-shaped steel bars, their diameter should not be less than the diameter of the stirrups 16 of the precast part of the coupling beam.

[0052] Furthermore, considering the layout of the steel bars in the post-cast composite layer of the floor slab, the longitudinal stressed bars 31 on the top surface of the coupling beam in the horizontal post-cast strip 3 and the post-poured concrete can be restrained by means of the negative moment bars 51 of the floor slab support arranged in the post-cast composite layer 5 of the floor slab and the connecting steel bars 33, and no separate stirrups are arranged in the horizontal post-cast strip. At this time, the connecting steel bars 33 are U-shaped steel bars, with a diameter not less than that of the stirrups 16 of the precast part of the coupling beam. The closed end is located in the cavity 13, and the open end is prefabricated into an integral with the negative moment bars 51 of the floor slab support by resistance spot welding. During on-site construction, the whole is arranged one by one closely corresponding to the stirrups 16 of the precast part of the coupling beam, and the effects of connecting the precast part 1 of the coupling beam and the horizontal post-cast strip 3, and restraining the longitudinal stressed bars 31 on the top surface of the coupling beam in the horizontal post-cast strip 3 and the post-poured concrete can be achieved.

[0053] In addition, when the present invention is applied to the coupling beam of the internal wall, the stirrups 16 of the precast part of the coupling beam can also adopt open stirrups. The stirrups 16 of the precast part of the coupling beam in the open form are bent at the top of the precast concrete wall panel 11 on the A side and the precast concrete wall panel 12 on the B side and then extend into the horizontal post-cast strip 3 through the cavity 13 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3, rather than directly extending into the horizontal post-cast strip 3 from the top surfaces of the precast concrete wall panel 11 on the A side and the precast concrete wall panel 12 on the B side. Similarly, the problem of no opening of the side form and no steel bar alignment during production can be solved. At this time, the stirrups 32 of the coupling beam in the horizontal post-cast strip need to be configured to restrain the longitudinal stressed bars 31 on the top surface of the coupling beam and the post-cast concrete in the horizontal post-cast strip 3. Their diameters and spacings are the same as those of the stirrups 16 of the precast part of the coupling beam, and they are arranged adjacent to the extended part of the stirrups 16 of the precast part of the coupling beam.

[0054] For the coupling beam with a floor slab only on one side, that is, the coupling beam of the external wall or the internal wall with a floor slab on one side, as Figure 14 shown in FIGS. 16 to 17, the top surface of the precast concrete wall panel 11 on the A side without the floor slab of the precast part 1 of the coupling beam of the present invention is precast to the top surface of the floor slab. The longitudinal stressed bars 31 on the top surface of the coupling beam on this side are arranged in the precast concrete wall panel 11 on the A side. The top surface of the precast concrete wall panel 12 on the B side with the floor slab is precast to the lower part of the horizontal post-cast strip 3; the longitudinal stressed bars 14 at the bottom of the coupling beam, the longitudinal side bars 15 of the coupling beam and the longitudinal stressed bars 31 on the top surface of the coupling beam are arranged in the precast concrete wall panel 11 on the A side, and the longitudinal stressed bars 14 at the bottom of the coupling beam and the longitudinal side bars 15 of the coupling beam are arranged in the precast concrete wall panel 12 on the B side. The stirrups 16 of the precast part of the coupling beam adopt locally disconnected stirrups. The part on the precast concrete wall panel 12 on the B side does not extend out. After being bent at the top of the precast concrete wall panel 11 on the A side, it horizontally extends out from the inner side of the precast concrete wall panel 11 on the A side and extends to the side range of the precast concrete wall panel 12 on the B side. A 90° or 135° hook is arranged at the end of the extended part, and at the same time, the side form during the pouring of the precast concrete wall panel 12 on the B side is avoided.

[0055] When the present invention is used for a coupling beam of an exterior wall or an interior wall with a floor slab on one side, during on-site construction, connecting steel bars 33 are arranged inside the inner side of the precast concrete wall panel 12 on the B side to make up for the weakening effect of the partial disconnection of the stirrups 16 of the precast part of the coupling beam near the top surface of the precast concrete wall panel 12 on the B side. The connecting steel bars 33 are L-shaped steel bars, one end extends into the post-cast composite layer 5 of the floor slab, and the other end extends into the cavity 13. A 135° hook can be provided at one end extending into the cavity 13 to improve its anchoring performance in the cavity 13. Further, considering the negative moment reinforcement of the floor slab support in the post-cast composite layer of the one-sided floor slab, the connecting steel bars 33 and the negative moment reinforcement 51 of the floor slab support can be prefabricated into a whole by resistance spot welding to facilitate on-site arrangement. At this time, the connecting steel bars 33 are straight steel bars with a 135° hook at the end, and the 135° hook extends into the cavity 13, and the upper end is welded to the negative moment reinforcement 51 of the floor slab support. Specifically, the diameter of the connecting steel bars 33 should not be less than the diameter of the stirrups 16 of the precast part of the coupling beam. The spacing between the connecting steel bars 33 and the negative moment reinforcement 51 of the floor slab support is the same as that of the stirrups 16 of the precast part of the coupling beam, and they are arranged adjacent to the stirrups 16 of the precast part of the beam.

[0056] The present invention can be used for a composite shear wall structure formed by prefabricating a precast wall twice through the precast concrete wall panel 11 on the A side and the precast concrete wall panel 12 on the B side. When calculating the internal force and reinforcement of the coupling beam in the structural design, the contributions of the entire cross-sections of the precast part 1 of the coupling beam, the cavity 13, and the post-cast concrete in the horizontal post-cast strip 3 can be considered. The stirrups 16 of the precast part, the longitudinal reinforcement 11 at the bottom of the coupling beam, and the longitudinal reinforcement 31 at the top of the coupling beam are determined by calculation and should meet the requirements of the current design code for the minimum diameter, spacing of stirrups, and longitudinal reinforcement ratio of the cast-in-place coupling beam. The length of the connecting steel bars 33 extending into the cavity 13 meets the requirements of steel bar anchoring or is determined by design. In particular, the number of the longitudinal reinforcement 11 at the bottom of the coupling beam, the longitudinal reinforcement 31 at the top of the coupling beam, and the longitudinal reinforcement 15 on the side of the coupling beam are determined by design. Figures 1 to 17 The quantity of the corresponding steel bars is only for illustration. The present invention is also applicable to the case where the longitudinal reinforcement 11 at the bottom of the beam, the longitudinal reinforcement 31 at the top of the coupling beam, and the longitudinal reinforcement 15 on the side of the coupling beam are of other quantities. At this time, the positions of the steel bars can be adjusted according to the structural requirements. When the contribution of the horizontal post-cast strip 3 is not considered in the shear resistance calculation of the inclined section of the coupling beam in the structural design, the connecting steel bars 33 may not be arranged.

[0057] Figures 1 to 6 This is the first preferred embodiment of the present invention, which is used for an interior wall coupling beam. As Figure 1 、 Figure 2 shown, the longitudinal reinforcement 14 at the bottom of the coupling beam, the longitudinal reinforcement 15 on the side of the coupling beam, and the stirrups 16 of the precast part of the coupling beam are arranged in the precast part 1 of the coupling beam. The stirrups 16 of the precast part of the coupling beam are closed stirrups and are all within the cross-section range of the precast part 1 of the coupling beam and do not extend out of the top surface of the precast part 1 of the coupling beam. As Figure 3 、 Figure 4As shown in the figure, during on-site construction, connecting steel bars 33 are arranged in the cavity 13 and between the horizontal post-cast strip 3 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3. The connecting steel bars 33 are single straight steel bars arranged along the center line of the cavity 13, and their cross-sectional area should not be less than twice the cross-sectional area of the stirrups 16 of the precast part of the coupling beam. The length extending into the cavity 13 should meet the requirements of steel bar anchorage or be determined by the design; in the horizontal post-cast strip 3, horizontal post-cast strip coupling beam stirrups 32 are arranged to exert a restraining effect on the longitudinal stress-bearing steel bars 31 on the top surface of the coupling beam arranged in the horizontal post-cast strip 3 and the post-poured concrete, and their diameter should not be less than the diameter of the stirrups 16 of the precast part of the coupling beam.

[0058] Figure 3 、 Figure 4 In Figure 4 , the connecting steel bars 33 and the horizontal post-cast strip coupling beam stirrups 32 are prefabricated into a whole by resistance spot welding to enhance the anchorage performance of the connecting steel bars 33 in the horizontal post-cast strip 3. At the same time, it is convenient for on-site layout and improves the industrialization level of on-site construction. During on-site construction, the integral steel bars formed by the connecting steel bars 33 and the horizontal post-cast strip coupling beam stirrups 32 are arranged one by one closely corresponding to the stirrups 16 of the precast part of the coupling beam.

[0059] The on-site construction process of the preferred embodiment 1 is as follows: install the precast wall and the precast floor slabs 4 on both sides, and adjust their accuracy; bind the horizontal post-cast strip coupling beam stirrups 32 and the connecting steel bars 33 that are pre-welded into a whole, thread the longitudinal stress-bearing steel bars 31 on the top surface of the coupling beam and bind and fix them. It is also possible to pre-bind the longitudinal stress-bearing steel bars 31 on the top surface of the coupling beam with the horizontal post-cast strip coupling beam stirrups 32 and the connecting steel bars 33 into a whole, and then install them as a whole to the designed position; arrange other steel bars in the post-poured composite floor slab 5 of the floor, pour the post-poured concrete in the cavity 13 of the precast wall, the horizontal post-cast strip 3 and the post-poured composite floor slab 5 of the floor to form an integral coupling beam, and cure and remove the formwork.

[0060] Furthermore, as shown in Figure 5 、 Figure 6 the single straight steel bar in Figure 3 can be replaced by two straight steel bars or U-shaped steel bars to enhance the connection effect between the precast part 1 of the coupling beam and the horizontal post-cast strip 3. The distance between the outer skins of the two straight steel bars or U-shaped steel bars from the inner walls of the A-side precast concrete wall panel 11 and the B-side precast concrete wall panel 12 should not be less than 5 mm, and the diameter should not be less than the diameter of the stirrups 16 of the precast part of the coupling beam.

[0061] Figure 7 、 Figure 8 ​​This is the first improved type of the preferred embodiment of the present invention. The structure of the precast part 1 of the coupling beam is the same as that of the first preferred embodiment. The improvement lies in using a single reinforcing bar to serve as both the stirrup 32 of the horizontal post-cast strip coupling beam and the connecting bar 33. The connecting bar 33 is in a multi-folded line and open form. One end is closed in the horizontal post-cast strip 3 to serve as a stirrup, and one end is in an open form in the cavity 13. The distance from the outer skin of the open end of the connecting bar 33 to the inner walls of the precast concrete wall panel 11 on the A side and the precast concrete wall panel 12 on the B side should not be less than 5 mm, and its diameter should not be less than the diameter of the stirrup 16 of the precast part of the coupling beam. During on-site construction, it is arranged one by one closely corresponding to the stirrup 16 of the precast part of the coupling beam.

[0062] Furthermore, as Figure 9 shown, transverse bars 34 can be welded to the open end of the connecting bar 33 shown in Figure 8 to improve the anchorage performance of the connecting bar 33 in the cavity 13. The diameter of the transverse bar 34 should not be less than the diameter of the connecting bar 33.

[0063] Figure 10 This is the second improved type of the preferred embodiment of the present invention. The structure of the precast part 1 of the coupling beam is the same as that of the first preferred embodiment. The improvement lies in using the negative moment reinforcement 51 of the floor slab support and the connecting bar 33 arranged in the post-cast laminated layer 5 of the floor slab to form constraints on the longitudinal stressed reinforcement 31 on the top surface of the coupling beam in the horizontal post-cast strip 3 and the post-cast concrete, and there is no need to separately configure the stirrup 32 of the horizontal post-cast strip coupling beam, with high steel utilization efficiency. The connecting bar 33 is a U-shaped steel bar with a diameter not less than that of the stirrup 16 of the precast part of the coupling beam. The closed end is located in the cavity 13, and the open end is pre-welded to the negative moment reinforcement 51 of the floor slab support by resistance spot welding to form an integral body. During on-site construction, the whole is arranged one by one closely corresponding to the stirrup 16 of the precast part of the coupling beam. The longitudinal stressed reinforcement 31 on the top surface of the coupling beam is arranged at the intersection of the connecting bar 33 and the negative moment reinforcement 51 of the floor slab support.

[0064] Figure 11 This is the improved type of the stirrup of the precast part of the coupling beam in the first preferred embodiment of the present invention. The improvement lies in that the stirrup 16 of the precast part of the coupling beam is an open stirrup. The open part is bent at the tops of the precast concrete wall panel 11 on the A side and the precast concrete wall panel 12 on the B side and extends into the horizontal post-cast strip 3 through the cavity 13 to realize the connection between the precast part 1 of the coupling beam and the horizontal post-cast strip 3. Stirrups 32 of the horizontal post-cast strip coupling beam are arranged in the horizontal post-cast strip 3 to form constraints on the longitudinal stressed reinforcement 31 on the top surface of the coupling beam in the horizontal post-cast strip 3 and the post-cast concrete. Their diameter and spacing are the same as those of the stirrup 16 of the precast part of the coupling beam, and they are arranged adjacent to the extended part of the stirrup 16 of the precast part of the coupling beam.

[0065] Figures 12 to 15This is the second preferred embodiment of the present invention, which is used for the coupling beam of the exterior wall or the interior wall with a floor slab on one side. The top surface of the precast concrete wall panel 11 on the side A without the floor slab of the precast part 1 of the coupling beam is precast to the top surface of the floor slab. The longitudinal stress bars 31 on the top surface of the coupling beam on this side are arranged in the precast concrete wall panel 11 on the side A. The top surface of the precast concrete wall panel 12 on the side B with the floor slab is precast to below the horizontal post-cast strip 3. The stirrups 16 of the precast part of the coupling beam adopt locally disconnected stirrups. The part in the precast concrete wall panel 12 on the side B does not extend out. After being bent at the top of the precast concrete wall panel 11 on the side A, it horizontally extends out from the inner side of the precast concrete wall panel 11 on the side A and extends to the side range of the precast concrete wall panel 12 on the side B. A 90° hook is set at the end of the extended part, and at the same time, it avoids the side formwork when pouring the precast concrete wall panel 12 on the side B.

[0066] During on-site construction, L-shaped connecting bars 33 are arranged inside the precast concrete wall panel 12 on the side B to make up for the weakening effect of the locally disconnected stirrups 16 of the precast part of the coupling beam near the top surface of the precast concrete wall panel 12 on the side B. The diameter and spacing of the connecting bars 33 are the same as those of the stirrups 16 of the precast part of the coupling beam. They are arranged adjacent to the stirrups 16 of the precast part of the coupling beam. One end extends into the post-cast composite layer 5 of the floor slab, and the other end extends into the cavity 13. The clear distance between the part extending into the cavity 13 and the precast slab on the side B is 5 - 10 mm. The length extending into the cavity 13 meets the requirements of steel bar anchorage or is determined by the design. The longitudinal stress bars 31 on the top surface of the coupling beam corresponding to one side of the precast concrete wall panel 12 on the side B are arranged at the intersection of the stirrups 16 of the precast part of the coupling beam and the connecting bars 33.

[0067] The on-site construction process of the second preferred embodiment is as follows: Install the precast wall and the precast floor slab 4, and adjust their accuracy; Pass the longitudinal stress bars 31 on the top surface of the coupling beam corresponding to one side of the precast concrete wall panel 12 on the side B through the hooks of the extended parts of the stirrups 16 of the precast part, and tie the connecting bars 33 and other steel bars in the post-cast composite layer 5 of the floor slab; Pour the post-cast concrete in the cavity 13 of the precast wall, the horizontal post-cast strip 3 and the post-cast composite layer 5 of the floor slab to form an integral coupling beam, and cure and remove the formwork.

[0068] Furthermore, as Figure 16 shown, a 135° hook can be set at one end of the connecting bar 33 extending into the cavity 13 in Figure 15 to improve its anchorage performance in the cavity 13.

[0069] Figure 17 For Figure 15The improved stirrups and connecting bars of the precast part of the coupling beam in the shown coupling beam joint structure are improved in that the connecting bars 33 and the negative moment bars 51 of the floor slab support are prefabricated into a whole by resistance spot welding to facilitate on-site layout. The connecting bars 33 are straight bars with 135° hooks at the ends. The 135° hooks extend into the cavity 13 and are welded to the negative moment bars 51 of the floor slab support at the upper end. The diameter of the connecting bars 33 should not be less than the diameter of the stirrups 16 of the precast part of the coupling beam. The spacing between the connecting bars 33 and the negative moment bars 51 of the floor slab support is the same as that of the stirrups 16 of the precast part of the coupling beam and is arranged adjacent to the stirrups 16 of the precast part of the beam.

[0070] Figures 18 to 21 It is the precast part and joint structure of the interior wall coupling beam of the existing composite shear wall structure, that is, Comparative Example 1 of the present invention.

[0071] Figures 22 to 25 It is the precast part and joint structure of the exterior wall of the existing composite shear wall structure or the interior wall coupling beam with a floor slab on one side, that is, Comparative Example 2 of the present invention.

[0072] The present invention is compared with Comparative Example 1 and Comparative Example 2, as shown in Table 1.

[0073] Table 1

[0074]

[0075] In summary, the present invention optimizes the precast part of the coupling beam and the overall coupling beam structure of the composite shear wall. The stirrups of the precast part of the coupling beam do not pass through the side formwork during the production stage. The connection between the precast part of the coupling beam and the horizontal post-cast strip is realized by arranging connecting bars in the cavity or bending out the open stirrups extending from the precast part of the coupling beam. Stirrups are arranged in the horizontal post-cast strip or the top longitudinal bars of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of connecting bars and the negative moment bars of the floor slab support. After pouring the post-cast concrete, the precast part of the coupling beam, the cavity and the post-cast concrete in the horizontal post-cast strip form an integral coupling beam. When producing the precast wall, the stirrups of the precast part of the coupling beam do not pass through the side formwork, which can avoid the alignment and cooperation problems between the coupling beam stirrups and the side formwork during the turnover and pressing processes. The production efficiency is high, the side formwork does not have holes and the generalization degree is high. The joint structure can ensure the mechanical properties of the overall coupling beam.

[0076] The above is only the preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any changes and substitutions that can be easily thought of by those skilled in the art within the technical scope disclosed by the present invention should be covered by the protection scope of the present invention. Therefore, the protection scope of the present invention should be subject to the protection scope of the claims.

Claims

1. An efficient processing precast coupling beam and joint structure for superposed shear walls, characterized in that, The precast part (1) of the coupling beam is precast integrally with the precast wall part (2) of the composite shear wall, including the precast concrete wall panel (11) on the A side, the precast concrete wall panel (12) on the B side and the cavity (13) between them. After the post-cast concrete is cast on site, the precast part (1) of the coupling beam, the cavity (13) and the post-cast concrete in the horizontal post-cast strip (3) form an integral coupling beam to participate in the structural force. In the precast part (1) of the coupling beam, the stirrups (16) of the precast part of the coupling beam do not pass through the side formwork in the production stage. The connection between the precast part (1) of the coupling beam and the horizontal post-cast strip (3) is realized by arranging connecting steel bars (33) in the cavity (13) or bending the open stirrups extending out of the precast part (1) of the coupling beam. The horizontal post-cast strip coupling beam stirrups (32) are arranged in the horizontal post-cast strip (3), or the top longitudinal stressed bars (31) of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of the connecting steel bars (33) and the floor support negative moment bars (51).

2. The efficient processing precast coupling beam and joint structure for superposed shear walls according to claim 1, characterized in that, In the precast part (1) of the coupling beam, when there are floors on both sides of the coupling beam, the precast concrete wall panels (11) on the A side and the precast concrete wall panels (12) on the B side of the precast part (1) of the coupling beam have the same dimensions, and their top surfaces are precast to below the horizontal post-cast strip (3). The bottom longitudinal stressed bars (14) and the side longitudinal bars (15) of the coupling beam are arranged inside. The stirrups (16) of the precast part of the coupling beam are closed stirrups only located within the precast part (1) of the coupling beam, or open stirrups, and the open part is bent at the top of the precast concrete wall panels (11) on the A side and the precast concrete wall panels (12) on the B side and then extends out through the cavity (13).

3. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 2, characterized in that, When there are floors on both sides of the coupling beam and the stirrups (16) of the precast part of the coupling beam are closed stirrups only located within the precast part (1) of the coupling beam: The connection between the precast part (1) of the coupling beam and the horizontal post-cast strip (3) is realized by arranging connecting steel bars (33) between the cavity (13) of the precast part (1) of the coupling beam and the horizontal post-cast strip (3). Stirrups are arranged in the horizontal post-cast strip (3) to constrain the top longitudinal stressed bars (31) of the coupling beam and the post-cast concrete in the horizontal post-cast strip (3). The connecting steel bars (33) are single straight steel bars, two straight steel bars or U-shaped steel bars, and are resistance spot welded with the horizontal post-cast strip coupling beam stirrups (32) to form an integral body for convenient on-site arrangement and improved mechanical properties; or, The top longitudinal stressed bars (31) of the coupling beam and the post-cast concrete in the horizontal post-cast strip are constrained by means of the floor support negative moment bars (51) and the connecting steel bars (33) arranged in the post-cast composite layer (5) of the floor. At this time, the horizontal post-cast strip coupling beam stirrups (32) are not arranged; the connecting steel bars (33) are U-shaped steel bars, the closed ends are located in the cavity (13), and the open ends are resistance spot welded with the floor support negative moment bars (51) to form an integral body.

4. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 3, characterized in that, The stirrups (32) and connecting steel bars (33) of the horizontal post-cast strip continuous beam are made of a single steel bar. At this time, the connecting steel bar (33) adopts a multi-fold line form, being closed at one end in the horizontal post-cast strip (3) to serve as stirrups, and being a straight steel bar at one end of the cavity (13) of the precast part (1) of the continuous beam, or welding a transverse steel bar (34) at its end to strengthen the anchorage performance of the connecting steel bar (33) in the cavity (13).

5. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 2, characterized in that, When there are floor slabs on both sides of the continuous beam and the stirrups (16) of the precast part of the continuous beam adopt open stirrups, the open stirrups (16) of the precast part of the continuous beam are bent at the top of the precast concrete wall panel (11) on the A side and the precast concrete wall panel (12) on the B side and then extend into the horizontal post-cast strip (3) through the cavity (13) to realize the connection between the precast part (1) of the continuous beam and the horizontal post-cast strip (3), rather than directly extending into the horizontal post-cast strip (3) from the top surfaces of the precast concrete wall panel (11) on the A side and the precast concrete wall panel (12) on the B side, which can achieve no opening of the side formwork and no steel bar alignment problem during production; stirrups are arranged in the horizontal post-cast strip (3) to restrain the longitudinal stressed steel bars (31) on the top surface of the continuous beam and the post-cast concrete in the horizontal post-cast strip (3).

6. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 1, characterized in that, In the precast part (1) of the continuous beam, when there is a floor slab on only one side of the continuous beam, the top surface of the precast concrete wall panel (11) on the side without the floor slab is precast to the top surface of the floor slab, and the precast concrete wall panel (12) on the side with the floor slab is precast to below the horizontal post-cast strip (3). The longitudinal stressed steel bars (14) at the bottom of the continuous beam, the longitudinal side steel bars (15) of the continuous beam and the longitudinal stressed steel bars (31) on the top surface of the continuous beam are arranged in the precast concrete wall panel (11) on the A side, and the longitudinal stressed steel bars (14) at the bottom of the continuous beam and the longitudinal side steel bars (15) of the continuous beam are arranged in the precast concrete wall panel (12) on the B side; the stirrups (16) of the precast part of the continuous beam adopt locally disconnected stirrups, and the part in the precast concrete wall panel (12) on the B side does not extend out, and after being bent horizontally at the top of the precast concrete wall panel (11) on the A side, it extends to the side range of the precast concrete wall panel (12) on the B side, and 90° or 135° hooks are arranged at the ends of the extended part.

7. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 6, characterized in that When there is a floor slab on only one side of the continuous beam, connecting steel bars (33) are arranged on the inner side of the precast concrete wall panel (12) on the B side to make up for the weakening effect of the locally disconnected stirrups (16) of the precast part of the continuous beam near the top surface of the precast concrete wall panel (12) on the B side. The connecting steel bar (33) adopts an L-shaped steel bar, with one end extending into the post-cast composite layer (5) of the floor slab and the other end extending into the cavity (13), and a 135° hook is arranged at the end extending into the cavity (13) to strengthen its anchorage performance in the cavity (13).

8. The efficient processing precast coupling beam and joint structure for superposed shear walls according to claim 6, characterized in that, The connecting steel bar (33) when there is a floor slab on only one side of the continuous beam and the negative moment reinforcement (51) of the floor slab support in the post-cast composite layer (5) of the floor slab are resistance spot welded into a whole to facilitate on-site layout. At this time, the connecting steel bar (33) adopts a straight steel bar with a 135° hook at the end, and the 135° hook extends into the cavity (13) and is welded to the negative moment reinforcement (51) of the floor slab support at the upper end.

9. The high-efficiency processed precast coupling beam and joint structure for superposed shear walls according to claim 1 or 3 or 4 or 7 or 8, characterized in that, The diameter and spacing of the stirrups (32) of the horizontal post-cast strip continuous beam are the same as those of the stirrups (16) of the precast part of the continuous beam; the spacing of the connecting steel bars (33) is the same as that of the stirrups (16) of the precast part of the continuous beam, and the total area is the same as the total area replaced by it and the area of the stirrups (16) of the precast part of the continuous beam. The length of the connecting steel bars (33) extending into the cavity (13) meets the requirements of steel bar anchorage or is determined by the design.

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