A composite shear wall close-jointed vertical joint structure and construction method

Abstract

The present invention discloses a close-jointed vertical joint structure and construction method for a composite shear wall. Only an installation joint with a width of about 20 mm is provided between adjacent prefabricated walls. A specially designed vertical joint mold is used to improve the ability of the cantilever section at the end of the prefabricated concrete wall panel of the prefabricated wall to resist the pressure of the concrete pouring side mold. The distance between the steel truss and the side of the prefabricated wall is increased, and a large internal cavity is formed at the close-jointed vertical joint position. A shaped steel cage for horizontally connecting steel bars is placed in the cavity to achieve overlapping connection of the horizontally distributed steel bars of the prefabricated walls on both sides of the vertical joint. The present invention can achieve close-jointed construction of the vertical joints of the composite shear wall, and the horizontal connecting steel bars of the vertical joints use industrially produced shaped steel cages. The mold uses a standardized universal mold. The on-site construction of the vertical joints is highly standardized in the installation of steel bars and the support of the mold. This can improve on-site construction efficiency and construction quality, while reducing construction costs through standardization and universalization.

Description

Technical Field

[0001] The invention belongs to the field of building technology, relates to a composite shear wall, and in particular to a composite shear wall close-jointed vertical joint structure and a construction method. Background Art

[0002] The composite shear wall structure has low processing and installation precision requirements. The side of the prefabricated wall does not need to be reinforced. The adjacent prefabricated hollow wall panels can be connected with the help of the cavity. The side molds do not need to have holes during the prefabricated wall production stage. The molds are highly standardized and universal. It is a type of prefabricated concrete shear wall structure system suitable for residential buildings in my country. Representative systems include double-sided composite shear wall structures.

[0003] When precast walls in double-sided composite shear wall structures are connected at locations other than edge members, the current national standard, the "Technical Standard for Prefabricated Concrete Construction," and various local standards only consider the contribution of the outermost precast wall reinforcement trusses to the precast concrete panel's resistance to the pressure from the side formwork during post-cast concrete placement within the cavity. These standards often require that the outermost precast wall reinforcement be no more than 250mm from the side of the precast wall, directly impacting the on-site routing of horizontal connecting reinforcement for vertical joints within the cavity. Existing structures require a vertical post-cast section with a width of at least 200mm between precast walls to route horizontal reinforcement. Vertical reinforcement and stirrups are required within this vertical post-cast section. The horizontal connecting reinforcement, vertical reinforcement, and stirrups are densely packed within this vertical post-cast section, and the horizontal connecting reinforcement must pass through the reinforcement trusses of the precast walls on both sides of the vertical joint. This makes on-site routing of horizontal connecting reinforcement difficult and inefficient, while also complicating the tying of reinforcement in the vertical post-cast section and requiring significant formwork support. This prevents the construction site from fully utilizing the advantages of prefabricated construction. Summary of the Invention

[0004] In order to overcome the shortcomings of the above-mentioned existing vertical joint structure of composite shear walls, the purpose of the present invention is to provide a close-jointed vertical joint structure and construction method of composite shear walls, by means of a specially designed vertical joint shaping mold with greater rigidity to clamp the precast walls on both sides of the vertical joint, thereby improving the ability of the cantilever section at the end of the precast concrete panel of the precast wall to resist the pressure of the side mold for concrete pouring, avoiding the use of only the outermost steel trusses of the precast wall to form a constraint on the precast concrete panel to resist the pressure of the side mold for post-poured concrete in the cavity, thereby achieving close-jointed construction of the vertical joints, and at the same time appropriately increasing the distance between the outermost steel trusses of the precast wall and the side of the precast wall, facilitating the use of horizontal connecting steel bar shaping steel cages to replace the existing on-site horizontal connecting steel bars, and realizing standardization and generalization of on-site reinforcement engineering and formwork engineering of vertical joints, thereby improving on-site construction efficiency, improving construction quality, and effectively controlling construction costs.

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

[0006] A composite shear wall with a close-jointed vertical joint structure, wherein adjacent precast wall 1 and precast wall 2 have the same structure, both including two layers of front and rear precast concrete wall panels 11, and a cavity 12 is formed between the two precast concrete wall panels 11. The invention is characterized in that the precast wall 1 and precast wall 2 are connected in the non-edge component area of ​​the shear wall, and only a millimeter or centimeter-level installation seam 3 is set at the vertical joint position between the two. Steel trusses 13 and horizontal distribution steel bars 17 are set in the cavity 12 of the precast wall 1 and precast wall 2. A large internal cavity is formed between the two closest steel trusses 13 in the precast wall 1 and precast wall 2, and a horizontal connecting steel bar forming steel cage 4 is set in the large internal cavity to realize the overlapping connection of the horizontal distribution steel bars 17 in the precast wall 1 and precast wall 2.

[0007] The distance between the two closest steel trusses 13 in the prefabricated wall 1 and the prefabricated wall 2 and the installation joint 3 is not less than 450 mm, and the width of the installation joint 3 is 10 to 30 mm.

[0008] With the help of the vertical joint shaping mold 5, the ability of the cantilever section at the end of the precast wall precast concrete panel 11 to bear the side mold pressure of the post-poured concrete in the cavity 12 is improved, thereby meeting the requirement of forming a large internal cavity between the two closest steel trusses 13 in precast wall 1 and precast wall 2.

[0009] The vertical joint shaping mold 5 includes two vertical back ribs 51, and a plurality of horizontal back ribs 52 are welded on each vertical back rib 51. The horizontal back ribs 52 on the two vertical back ribs 51 are relatively located in the same horizontal plane. The two vertical back ribs 51 are provided with round holes along the center line to install the tension screws 53 for horizontally passing through the installation seam 3 and fixed with nuts 54. The vertical back ribs 51 and the vertical back ribs 51 are flush with the surface of the side in contact with the prefabricated wall 1 and the prefabricated wall 2 to ensure that they are in contact with the outer surface of the prefabricated wall 1 and the prefabricated wall 2. The surface is in close contact; the cross-sectional dimensions of the vertical back ribs 51 and the transverse back ribs 52, the length of the transverse back ribs 52, and the spacing between the transverse back ribs 52 and the tension screws 53 along the height direction of the wall are determined according to the calculation of the post-cast concrete construction; after the installation of the prefabricated wall 1, the prefabricated wall 2 and the horizontal connecting steel bar shaping steel cage 4 is completed, the tension screws 53 are passed through the installation seam 3, and the vertical back ribs 51 are fixed with nuts 54 to complete the support of the vertical joint shaping mold 5, and the part of the tension screws 53 in the wall is covered with plastic tubes for reuse.

[0010] The horizontal connecting steel bar shaped steel cage 4 is formed by welding annular horizontal connecting steel bars 41 and vertical structural steel bars 42 of the formed steel cage. The vertical distribution steel bars 14 of the prefabricated wall in the upper and lower horizontal connecting steel bar sections are overlapped and connected by a single row of additional connecting steel bars 141. The single row of additional connecting steel bars 141 is arranged along the center line of the wall and is discontinuous up and down. The length meets the requirements of steel bar overlap force transmission and the area is not less than the total area of ​​the vertical distribution steel bars 14 of the prefabricated wall in the two horizontal connecting steel bar sections overlapped and connected.

[0011] Alternatively, the horizontal connecting steel bar shaped steel cage 4 is formed by welding annular horizontal connecting steel bars 41 and vertical stress-bearing steel bars 43 of the formed steel cage. The vertical structural steel bars 15 of the prefabricated wall are not connected in the upper and lower horizontal connecting steel bar sections, and the upper and lower layers of the formed steel cage vertical stress-bearing steel bars 43 are overlapped and connected; the vertical stress-bearing steel bars 431 of the lower layer of the formed steel cage extend into the cavity 12 of this layer and are overlapped and connected with the vertical stress-bearing steel bars 43 of the formed steel cage of this layer at the root of the wall. The overlap length meets the steel bar force transmission requirements, and the vertical stress-bearing steel bars 43 of the formed steel cage are bent in the horizontal post-cast strip 62 at the top of the prefabricated wall to ensure that the vertical stress-bearing steel bars 43 of the formed steel cage in the overlap section are staggered with each other.

[0012] The diameter of the horizontal connecting steel bars 41 is the same as the diameter of the horizontal distribution steel bars 17, the vertical spacing of the horizontal connecting steel bars 41 is the same as the vertical spacing of the horizontal distribution steel bars 17, the outer skin size of the horizontal connecting steel bars 41 along the thickness direction of the wall panel is 20 mm smaller than the size of the cavity 12, and is made by bending and welding steel bars, or by resistance spot welding of multiple steel bars.

[0013] The number of vertical structural steel bars 42 or vertical stress-bearing steel bars 43 of a single horizontally connected steel bar shaped steel cage 4 should not be less than 2; the diameter of the vertical structural steel bars 42 of the formed steel cage should not be less than 6 mm, and the total area of ​​the vertical stress-bearing steel bars 43 of the formed steel cage should meet the minimum reinforcement ratio requirements of the current specifications for the vertical distribution steel bars of the shear wall.

[0014] The inner wall of the precast concrete wall panel 11 adopts the natural casting surface formed during the production of the composite shear wall without special treatment; or a groove 111 is set in the area of ​​the inner wall of the precast concrete wall panel 11 near the installation seam 3 along the height direction of the wall. The groove 111 is formed by pressing with a special mold after the corresponding precast concrete wall panel 11 is cast, or by planing the concrete at the corresponding position with a special tool. The depth of the groove 111 is not less than 10mm, the width along the height direction of the wall is not less than 100mm, the center distance is not more than 500mm, and the length extending into the precast wall is not less than 200mm.

[0015] The front and rear layers of precast concrete wall panels 11 are connected by steel trusses 13, or by concrete longitudinal ribs or flat steel welded meshes. The distance between the precast wall concrete longitudinal ribs or flat steel welded meshes and the installation seam 3 is not less than 450 mm.

[0016] The present invention also provides a construction method for the close-jointed vertical joint structure of the composite shear wall, which comprises the following steps: first, installing prefabricated wall 1 1 and prefabricated wall 2 2, and adjusting their verticality and horizontality; placing the horizontal connection steel bar shaping steel cage 4 into the cavity 12 from the top of the prefabricated wall; installing the vertical joint shaping mold 5, and laying out other steel bars; pouring concrete into the cavity 12 to connect the prefabricated wall 1 1 and the prefabricated wall 2 2, and then performing maintenance and removing the mold.

[0017] Compared with the prior art, the present invention has the following beneficial effects:

[0018] (1) The present invention utilizes the vertical joint mold and the precast wall steel truss to improve the ability of the precast concrete wall panel to resist the pressure of the side mold of the post-cast concrete in the cavity, and increases the distance between the outermost steel truss of the precast wall and the side of the precast wall to more than 450 mm, thereby forming sufficient space in the precast wall cavity at the vertical joint position for installing horizontal connecting steel bars. There is no need to set up a vertical post-cast section to pass horizontal steel bars, and the on-site formwork and steel bar binding work of the vertical joint are significantly reduced, thereby improving the on-site construction efficiency.

[0019] (2) The horizontal connecting steel bars are fixed in a cage to replace the existing on-site horizontal connecting steel bars. The horizontal connecting steel bars are installed in place at one time, which has high construction efficiency and accurate steel bar positioning.

[0020] (3) The vertical joint mold is a fixed mold with a high degree of universality and standardization. The mold installation can be completed on site by simply installing the tension screws, which can reduce on-site labor.

[0021] (4) By connecting the horizontally formed steel cage and the vertical joint shaping mold, the industrialization level of on-site construction is greatly improved, which is helpful for on-site construction quality control. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 This is a three-dimensional schematic diagram of a typical structure of a close-fitting vertical joint according to the present invention, wherein the vertical reinforcement of the formed reinforcement cage is structural reinforcement and the upper and lower layers are not connected.

[0023] Figure 2 for Figure 1 Schematic diagram of the AA section of the close-fitting vertical joint is shown.

[0024] Figure 3 for Figure 1 3D schematic diagram of the steel cage formed by the mid-level connecting reinforcement.

[0025] Figure 4 for Figure 3 Schematic diagram of the middle BB cross section.

[0026] Figure 5 for Figure 1 Schematic diagram of the connection structure of the vertical distribution reinforcement of the precast wall within the middle horizontal connecting reinforcement section.

[0027] Figure 6 for Figure 1 Schematic diagram of the connection structure of the vertical distribution steel bars of the precast wall in the section without horizontal connecting steel bars.

[0028] Figure 7 、 Figure 8 for Figure 1 Improved type of medium horizontal connecting reinforcement.

[0029] Figure 9 This is a schematic diagram of the on-site construction template support for the close-jointed vertical joints of the present invention.

[0030] Figure 10 Schematic diagram of the close-jointed vertical seam shaping mold of the present invention.

[0031] Figure 11 This is an improved version 1 of the present invention, wherein the vertical stress-bearing steel bars of the upper and lower layers of the formed steel cage are overlapped and connected.

[0032] Figure 12 for Figure 11 Schematic diagram of the cross section of the close-fitting vertical joint CC is shown.

[0033] Figure 13 for Figure 11 3D schematic diagram of the steel cage formed by the mid-level connecting reinforcement.

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

[0035] Figure 15 for Figure 1 Schematic diagram of the connection structure of the vertical stress-bearing steel bars in the middle and upper layers of the formed steel cage.

[0036] Figure 16 It is an improved version of the horizontal connection steel bar shaped steel bar cage.

[0037] Figure 17 It is an improved version of the inner wall pressed groove of the prefabricated wall concrete panel of the present invention.

[0038] Figure 18 The present invention is a comparative example of an existing vertical joint structure of a composite shear wall.

[0039] In the figure: 1-precast wall 1; 2-precast wall 2; 3-installation joint; 4-horizontal connecting steel bar forming steel cage; 5-vertical joint shaping mold; 7-vertical post-cast section; 11-precast concrete wall panel; 111-groove; 12-cavity; 13-steel truss; 14-vertical distribution steel bars of precast wall in the horizontal connecting steel bar section; 141-single row additional vertical connecting steel bar; 15-vertical structural steel bars of precast wall in the horizontal connecting steel bar section; 16-vertical distribution steel bars of precast wall in the section without horizontal connecting steel bar; 161-double row additional vertical connecting steel bar; 17-horizontal distribution steel bar; 18- Horizontal connecting steel bar section; 19-section without horizontal connecting steel bar; 41-horizontal connecting steel bar; 42-vertical structural steel bar of formed steel cage; 43-vertical stress-bearing steel bar of formed steel cage; 431-vertical stress-bearing steel bar of lower layer formed steel cage; 432-vertical stress-bearing steel bar of upper layer formed steel cage; 51-vertical back rib; 52-transverse back rib; 53-tension screw; 54-nut; 61-horizontal joint at the bottom of precast wall; 62-horizontal post-cast strip at the top of precast wall; 63-precast floor slab; 71-vertical steel bar of post-cast section; 72-stirrups of post-cast section. DETAILED DESCRIPTION

[0040] The embodiments of the present invention are described in detail below with reference to the accompanying drawings and examples.

[0041] like Figures 1 to 17 As shown, the present invention provides a close-jointed vertical joint structure and construction method for composite shear walls, which is used for connecting adjacent composite shear walls at non-edge component positions of the shear walls. The adjacent precast wall 1 and precast wall 2 have the same structure, both including two layers of front and rear precast concrete wall panels 11, with a cavity 12 formed between the two precast concrete wall panels 11. The precast wall 1 and precast wall 2 are connected at the non-edge component area of ​​the shear wall. Taking into account the contribution of the vertical joint mold and the precast wall steel truss to the precast concrete wall panel's resistance to the pressure of the side mold for pouring post-poured concrete in the cavity, the present invention optimizes and innovates the vertical joint structure and construction method, specifically in the vertical joint structure and the matching vertical joint mold.

[0042] Only an installation seam 3 with a width of millimeters or centimeters (about 20 mm is selected in this embodiment) is set between the prefabricated walls 1 and 2 on both sides of the vertical joint. Steel trusses 13 and horizontal distribution steel bars 17 are set in the cavities 12 of the prefabricated walls 1 and 2. A large internal cavity is formed between the two closest steel trusses 13 in the prefabricated walls 1 and 2 (the distance between the two closest steel trusses 13 in the prefabricated walls 1 and 2 is not less than 450 mm from the installation seam 3). A horizontal connecting steel bar forming steel cage 4 is set in the large internal cavity to realize the overlapping connection of the horizontal distribution steel bars 17 in the prefabricated walls 1 and 2.

[0043] Specifically, the present invention uses the vertical joint shaping mold 5 to improve the ability of the cantilever section at the end of the precast wall precast concrete panel 11 to bear the side mold pressure of the post-cast concrete in the cavity 12, thereby meeting the requirement of forming a large internal cavity between the two closest steel trusses 13 in precast wall 1 and precast wall 2.

[0044] In the present invention, the vertical joint shaping mold 5 should have sufficient rigidity to provide adequate support for the cantilevered end sections of the precast concrete wall panels 11. This should constrain deformation of the precast concrete wall panels 11 under the pressure of the side molds of the post-cast concrete within the cavity 12, ensuring that the panels do not crack under the pressure of the side molds of the post-cast concrete. Therefore, construction verification calculations should be performed to account for the impact of the post-cast concrete pouring process, and a standardized, universal mold should be developed for reuse.

[0045] In the present invention, the vertical joint shaping mold 5 includes two vertical back ribs 51, and each vertical back rib 51 is welded with a plurality of horizontal back ribs 52. The horizontal back ribs 52 on the two vertical back ribs 51 are relatively located on the same horizontal plane. The two vertical back ribs 51 are provided with round holes along the center line to install the tension screws 53 for horizontally passing through the installation seam 3 and fixed with nuts 54. The vertical back ribs 51 and the vertical back ribs 51 are preferably made of rectangular metal tubes and the surfaces of the sides in contact with the prefabricated wall 1 and the prefabricated wall 2 are flush to ensure that they are in contact with the prefabricated wall 1. In close contact with the outer surface of the prefabricated wall 2; in the present invention, the cross-sectional dimensions of the vertical back ribs 51 and the transverse back ribs 52, the length of the transverse back ribs 52, and the spacing between the transverse back ribs 52 and the tension screws 53 along the height direction of the wall are determined according to the calculation of the post-cast concrete construction; after the installation of the prefabricated wall 1, the prefabricated wall 2 and the horizontal connecting steel bar shaping steel cage 4 is completed, the tension screws 53 are passed through the installation seam 3, and the vertical back ribs 51 are fixed with nuts 54 to complete the support of the vertical joint shaping mold 5. The part of the tension screw 53 located in the wall can be protected by a plastic sleeve with a slightly larger inner diameter to facilitate demoulding and reuse.

[0046] The principle is that after the precast wall and the horizontal connecting steel bar cage 4 are installed, the vertical joint forming mold 5 is tensioned and fixed to both sides of the installation seam 3 by inserting tension screws 53 into the installation seam 3 and tightening nuts 54. The vertical back ribs 51 are fixed to both sides of the installation seam 3, blocking the installation seam 3 while providing continuous support along the height direction for the sides of the precast wall. The transverse back ribs 52 extend into the precast walls on both sides to strengthen the support for the precast concrete slab 11 between the steel truss 13 and the installation seam 3. By specifically designing the vertical joint forming mold 5 and verifying the calculations for the post-cast concrete pouring construction of the cavity 12, the rigidity of the vertical joint forming mold 5 is greatly improved. The vertical joint forming mold 5 and the outermost steel truss 13 of the precast wall jointly form a tie for the precast concrete slab 11 between them, improving the ability of the precast concrete slab 11 to resist the pressure of the side mold during the post-cast concrete pouring in the cavity 12.

[0047] Based on the above improvements, the distance between the outermost reinforcement trusses 13 of the precast wall and the side of the precast wall (i.e., the installation seam 3) can be increased from the current no more than 250 mm to no less than 450 mm. This creates a space with a total width of no less than 900 mm within the precast wall cavity 12 near the installation seam 3. This allows the horizontal connecting bars 41 of the horizontal connecting bar forming cage 4 to be arranged downward from the top of the precast wall, while ensuring the lap joint and force transmission performance between the horizontal connecting bars 41 and the horizontal distribution bars 17 within the precast wall. The structure of the horizontal connecting bar forming cage 4 also facilitates rapid installation within the enclosed cavity at the vertical joint during on-site construction.

[0048] Circular holes are provided along the centerline of the vertical back ribs 51 to accommodate tie rods 53. Tie rods 53 and nuts 54 secure the vertical back ribs 51 to both sides of the installation seam 3, sealing the installation seam 3 and providing continuous support along the height of the precast wall. Transverse back ribs 52 extend into the precast walls on both sides to provide enhanced support for the precast concrete wall panels 11.

[0049] In the present invention, the horizontal connecting steel bar shaped steel cage 4 is welded together with horizontal connecting steel bars 41 and vertical structural steel bars 42 or vertical stress-bearing steel bars 43 of the formed steel cage. This provides high stability and precision, allowing the horizontal connecting steel bar shaped steel cage 4 to be quickly lowered and installed to the designated position along the cavity 12 at the top of the vertical joint during on-site construction. This also prevents the horizontal connecting steel bars 41 from shifting during the subsequent concrete pouring process. Once the horizontal connecting steel bar shaped steel cage 4 is in place, the horizontal connecting steel bars 41 are indirectly overlapped and connected to the horizontal distribution steel bars 17 within the precast walls on both sides, enabling stress transfer between the horizontal distribution steel bars within the precast walls on both sides of the vertical joint. To ensure the stability of the horizontal connecting steel bar shaped steel cage 4, the number of vertical structural steel bars 42 or vertical stress-bearing steel bars 43 of a single horizontal connecting steel bar shaped steel cage 4 should be at least two, and this number can be appropriately increased based on process requirements.

[0050] In the present invention, the horizontal connecting reinforcement 41 is preferably a ring-shaped steel bar. It can be fabricated by bending and welding steel bars, or by forming multiple steel bars through resistance spot welding. The outer dimensions of the horizontal connecting reinforcement 41 along the wall panel thickness are preferably 20 mm smaller than the dimensions of the cavity 12 to facilitate the smooth lowering of the horizontal connecting reinforcement cage 4 from the top of the precast wall to the designed position within the cavity 12. The strength grade, diameter, and vertical spacing of the horizontal connecting reinforcement 41 are the same as those of the horizontal distribution reinforcement 17 within the precast wall. The length of the horizontal connecting reinforcement 41 extending into the precast wall cavity 12 should meet the requirements for the force transmission of the reinforcement overlap.

[0051] In the present invention, when the vertical steel bars of the horizontal connecting steel bar shaped steel cage 4 serve only as structural steel bars and do not participate in structural stress, the diameter of the vertical structural steel bars 42 of the shaped steel cage should not be less than 6 mm, and the horizontal connecting steel bar shaped steel cage 4 in the upper and lower cavities 12 are independent of each other and do not need to be overlapped. At this time, the vertical distribution steel bars 14 of the prefabricated wall located in the horizontal connecting steel bar section 18 of the upper and lower layers should be overlapped and connected using a single row of additional connecting steel bars 141 to avoid the additional connecting steel bars interfering with the installation of the horizontal connecting steel bar shaped steel cage 4. The single row of additional connecting steel bars 141 are arranged along the center line of the wall at the floor position in the cavity 12, and are discontinuous up and down. The length meets the requirements of steel bar overlap force transmission, and the area is not less than the total area of ​​the two prefabricated wall vertical distribution steel bars 14 it overlaps and connects. The advantage of this structure is that the horizontal connecting steel bar shaped steel cage 4 in the upper and lower cavities are independent of each other, which is convenient for processing, but a single row of additional connecting steel bars 141 must be separately arranged in the cavity 12, and special measures must be taken to fix its position.

[0052] Furthermore, the vertical reinforcement of the horizontally connected shaped reinforcement cage 4 can also be used as vertical stress-bearing reinforcement within the horizontally connected reinforcement section 18. In this case, the precast wall concrete slab 11 is only equipped with the precast wall vertical structural reinforcement 15 within the horizontally connected reinforcement section 18, and the upper and lower layers do not need to be connected. The vertical stress-bearing reinforcement 43 of the upper and lower layers of the shaped reinforcement cage should be connected by overlapping. Specifically, the vertical stress-bearing reinforcement 431 of the lower layer of the shaped reinforcement cage is bent and offset within the horizontal post-cast strip 62 at the top of the precast wall, extending into the cavity 12 at the bottom of the upper layer of the precast wall. There, it is overlapped and connected with the vertical stress-bearing reinforcement 43 of the shaped reinforcement cage of the same layer at a certain distance. The overlap length should meet the reinforcement force transmission requirements. The vertical stress-bearing reinforcement 43 of the shaped reinforcement cage is bent within the horizontal post-cast strip 62 at the top of the precast wall to ensure that the vertical stress-bearing reinforcement 43 of the shaped reinforcement cage is staggered in the overlapping section. The total area of ​​the vertical stress-bearing reinforcement 43 of the shaped reinforcement cage should meet the minimum reinforcement ratio requirements for vertical distributed reinforcement in shear walls as specified in current specifications.

[0053] In the present invention, the inner wall of the precast concrete panel 11 can utilize the natural casting surface formed during the production of the composite shear wall, without any special treatment. Furthermore, a groove 111 can be provided along the height of the wall in the area near the installation joint 3 on the inner wall of the precast concrete panel 11. After the post-cast concrete is poured into the cavity 12, a shear bond is formed between the precast concrete and the post-cast concrete at the location of the groove 111, thereby enhancing the shear force transmission at the vertical joint.

[0054] Specifically, the groove 111 can be formed by pressing with a special mold after the corresponding precast concrete wall panel 11 is poured and before the concrete begins to set, or it can be formed by planing the concrete at the corresponding position with a special tool. The depth of the groove 111 should not be less than 10 mm, the width along the height direction of the wall should not be less than 100 mm, the center distance should not be greater than 500 mm, and the length extending into the precast wall should not be less than 200 mm.

[0055] In the present invention, the concrete panels 11 of the precast wall on both sides can be connected by steel trusses 13, or by concrete longitudinal ribs or flat steel welded mesh. The distance between the precast wall concrete longitudinal ribs or flat steel welded mesh and the side of the precast wall is not less than 450 mm.

[0056] Figures 1 to 10 This is a preferred embodiment of the present invention, as Figure 3 and Figure 4 As shown, the horizontal connecting steel bar shaped steel cage 4 is formed by welding the horizontal connecting steel bar 41 and the vertical structural steel bar 42 of the shaped steel cage. Figure 1 、 Figure 2As shown, only an installation seam 3 with a width of about 20mm is set between the prefabricated wall 1 and the prefabricated wall 2 on both sides of the vertical joint. The distance between the outermost steel trusses 13 of the prefabricated wall 1 and the side of the prefabricated wall is not less than 450mm. After the two are installed, a space with a total width of not less than 900mm is formed in the cavity 12 near the installation seam 3, which can ensure that there is no steel truss within the range of the horizontal connecting steel bar 41. During on-site construction, Figure 3 and Figure 4 The horizontal connecting steel bar shaped steel cage 4 shown in the figure is dropped as a whole from the top of the vertical joint along the cavity 12 to the designed position, so as to complete the layout of the horizontal connecting steel bars 41 and realize the overlap connection between the horizontal connecting steel bars 41 and the horizontal distribution steel bars 17 in the prefabricated wall 1 and the prefabricated wall 2.

[0057] like Figure 3 and Figure 4 As shown, the horizontal connecting steel bar shaped steel cage 4 is formed by welding the horizontal connecting steel bar 41 and the vertical structural steel bar 42 of the shaped steel cage. Figure 1 As shown, the horizontal connecting steel bar shaped steel cages 4 within the upper and lower cavities 12 are independent of each other and do not require overlap. The vertical structural steel bars 42 within the shaped steel cages do not exceed the height of the precast walls 1 and 2 of the corresponding layer. They serve solely as structural reinforcement and do not participate in structural loads. Their primary function is to position the horizontal connecting steel bars 41 to facilitate on-site deployment of the horizontal connecting steel bar shaped steel cages 4. Their diameter should not be less than 6 mm. Figure 3 and Figure 4 The horizontal connecting steel bar shaped steel cage 4 is shown, and two vertical structural steel bars 42 of the forming steel cage are welded inside the two ends of the horizontal connecting steel bar 41 to ensure the stability of the horizontal connecting steel bar shaped steel cage 4. Figure 7 Increase the number of roots appropriately according to process requirements.

[0058] The horizontal connecting steel bar 41 is a ring steel bar, which can be Figure 3 、 Figure 4 、 Figure 7 As shown, it is made of steel bar bending and welding, or it can be made according to Figure 8 As shown, multiple steel bars are formed by resistance spot welding. The outer skin size along the thickness direction of the wall panel should be 20mm smaller than the size of the prefabricated wall cavity 12. The strength grade, diameter and vertical spacing of the horizontal connecting steel bars 41 are the same as those of the horizontal distribution steel bars 17 in the prefabricated wall. Figure 2 As shown, the length of the steel bar extending into the prefabricated wall cavity 12 should meet the requirements for steel bar overlap force transmission.

[0059] like Figure 1 、 Figure 2 and Figure 5As shown, in order to prevent other steel bars in the cavity 12 within the range of the horizontal connecting steel bars 41 from interfering with the installation of the horizontal connecting steel bar fixed steel cage 4, the upper and lower layers of the precast wall vertical distribution steel bars 14 located in the horizontal connecting steel bar section 18 should be overlapped and connected using a single row of additional connecting steel bars 141. The single row of additional connecting steel bars 141 are arranged along the center line of the wall at the floor position in the cavity 12, and are discontinuous up and down. The length meets the requirements of steel bar overlap force transmission, and the area is not less than the total area of ​​the two precast wall vertical distribution steel bars 14 overlapped and connected. Of Precast Wall 1 and Precast Wall 2, only the vertical distribution steel bars at the end of one side of the precast wall can be overlapped and connected using a single row of additional connecting steel bars 141, that is, the vertical structural steel bars 15 at the end of Precast Wall 2 2 are only used as structural steel bars and do not participate in the structural force calculation.

[0060] like Figure 1 、 Figure 2 and Figure 5 As shown, the vertical distribution steel bars 16 of the prefabricated wall in the upper and lower layers in the section without horizontal connection steel bars 19 can adopt the existing vertical distribution steel bar connection structure of the composite shear wall, that is, the double-row additional connection steel bars 161 are overlapped and connected. Figure 5 , use a single row of additional connecting steel bars for lap connection.

[0061] Figure 5 、 Figure 6 In the embodiment, the height of the horizontal joint 61 at the bottom of the prefabricated wall should not be less than 50 mm, and the connection between the prefabricated wall and the prefabricated floor slabs 63 on both sides is achieved through the horizontal post-cast strip 62 at the top of the prefabricated wall.

[0062] like Figure 9 、 Figure 10 As shown, the vertical joint shaping mold 5 consists of vertical back ribs 51, transverse back ribs 52, tie rods 53, and nuts 54. It is secured to both sides of the vertical joint by tie rods 53 threaded through the installation joint 3. The vertical joint shaping mold 5 is specially designed to provide high rigidity. Once installed, it works together with the outermost reinforcement trusses 13 of the precast wall to form a tie for the precast concrete panels 11 between them, improving the ability of the precast concrete panels 11 to withstand the pressure of the side molds during the subsequent pouring of concrete in the cavity 12.

[0063] Specifically, the transverse back ribs 52 are welded to the vertical back ribs 51. The two are made of rectangular metal tubes and the surfaces on the sides in contact with the precast wall 1 1 and the precast wall 2 2 are flush to ensure that the vertical back ribs 51 and the transverse back ribs 52 are in close contact with the precast wall 1 1 and the precast wall 2 2. The transverse back ribs 52 extend into the precast walls on both sides to strengthen the support for the precast concrete wall panels 11. The cross-sectional dimensions of the vertical back ribs 51 and the transverse back ribs 52, the length of the transverse back ribs 52, and the spacing between the transverse back ribs 52 and the tension screws 53 along the height direction of the wall should be determined based on the calculation of the post-cast concrete construction. The portion of the tension screw 53 located inside the wall can be protected by a plastic sleeve with a slightly larger inner diameter to facilitate demoulding and reuse.

[0064] The on-site construction process of the preferred embodiment 1 is as follows: install precast wall 1 1 and precast wall 2 on both sides of the vertical joint, and adjust their verticality and horizontality; place the horizontal connecting steel bar shaping steel cage 4 from the top of the precast wall into the cavity 12 and drop it to the designed position; install the vertical joint shaping mold 5, and add a single row of additional connecting steel bars 141 and other steel bars in the cavity; pour post-pour concrete in the cavity 12 to achieve the connection between precast wall 1 1 and precast wall 2 on both sides of the vertical joint, and then maintain and remove the mold.

[0065] Figures 11 to 15 This is Improved Embodiment 1 of the present invention, based on Preferred Embodiment 1. The vertical reinforcement of the horizontal connecting reinforcement cage 4 doubles as the vertical load-bearing reinforcement for the precast wall within the horizontal connecting reinforcement section 18, eliminating the need for a dedicated single row of additional connecting reinforcement 141 within cavity 12. The vertical structural reinforcement 15 within the horizontal connecting reinforcement section 18 of Precast Walls 1 and 2 serves solely as structural reinforcement and does not participate in structural load-bearing.

[0066] like Figures 11 to 14 As shown, a vertical stress-bearing steel bar 43 of a formed steel cage is welded to the inner side of each long side of the horizontal connecting steel bar 41, near the center. The vertical stress-bearing steel bars 431 of the lower layer of the formed steel cage are bent and offset in the horizontal post-cast strip 62 at the top of the precast wall, extending into the cavity 12 at the bottom of the upper layer of the precast wall. They are staggered and overlapped with the vertical stress-bearing steel bars 43 of the current layer of the formed steel cage at a certain distance. The overlap length should meet the requirements of the steel bar force transmission. The vertical stress-bearing steel bars 43 of the current layer of the formed steel cage extend out of the current layer of the precast wall and overlap with the vertical stress-bearing steel bars 432 of the upper layer of the formed steel cage. The total area of ​​the vertical stress-bearing steel bars 43 of the formed steel cage should meet the minimum reinforcement ratio requirements of the current specifications for vertical distributed steel bars in shear walls.

[0067] The on-site construction sequence of the improved embodiment 1 is basically the same as that of the preferred embodiment 1, but there is no need to lay out a single row of additional connecting steel bars 141.

[0068] In particular, if Figure 16As shown, the number of vertical stress-bearing steel bars 43 of the improved type 1 of the formed steel cage can also be increased as needed. The vertical stress-bearing steel bars 43 of the formed steel cage should be staggered on both long sides of the horizontal connecting steel bars 41, and avoid the position of the installation seam 3 to prevent interference with the insertion of the tension screw 53.

[0069] The inner wall of the precast concrete wall panels 11 on both sides of the precast wall of the preferred embodiment 1 and the improved embodiment 1 can adopt the natural casting surface formed during the production of the composite shear wall without special treatment. Figure 17 A groove 111 is set along the height direction of the wall in the area near the installation joint 3 on the inner wall of the precast concrete wall panel 11. After the post-poured concrete is poured into the cavity 12, a shear key is formed between the precast concrete and the post-poured concrete at the position of the groove 111 to strengthen the shear force transmission at the vertical joint position.

[0070] Specifically, the groove 111 is formed by pressing with a special mold after the corresponding precast concrete wall panel 11 is poured and before the concrete begins to set. It can also be formed by planing the concrete at the corresponding position with a special tool. The depth of the groove 111 should not be less than 10mm, the width along the height direction of the wall should not be less than 100mm, the center distance should not be greater than 500mm, and the length extending into the precast wall should not be less than 200mm.

[0071] Figure 18 For the existing vertical joint structure of the composite shear wall connected at the non-edge component position of the shear wall, that is, for comparison, a vertical post-casting section 7 with a width of not less than 200mm is set between the prefabricated wall 1 and the prefabricated wall 2. The vertical post-casting section 7 needs to be equipped with post-casting section vertical steel bars 71 and post-casting section stirrups 72. Figure 18 The comparative examples are shown in Table 1.

[0072] Table 1

[0073]

[0074] In summary, the present invention discloses a close-jointed vertical joint structure and construction method for a composite shear wall. Only an installation joint with a width of about 20 mm is set between adjacent precast walls. A specially designed vertical joint mold is used to improve the ability of the cantilever section at the end of the precast concrete slab of the precast wall to resist the pressure of the concrete pouring side mold. The distance between the steel truss and the side of the precast wall is increased. A large internal cavity is formed at the close-jointed vertical joint position. A horizontal connecting steel bar shaped steel cage is placed in the cavity to realize the overlapping connection of the horizontal distributed steel bars of the precast walls on both sides of the vertical joint. The present invention can realize the close-jointed construction of the vertical joint of the composite shear wall, and the horizontal connecting steel bars of the vertical joint adopt industrially produced shaped steel cages, and the mold adopts a standardized universal mold. The on-site construction of the vertical joint has a high degree of standardized operation of steel bar threading and mold support, which can improve on-site construction efficiency and construction quality. At the same time, it can reduce construction costs through standardization and universalization.

[0075] The above are merely preferred embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes and substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. A construction method for a close-jointed vertical joint structure of a composite shear wall, wherein the adjacent precast wall 1 (1) and precast wall 2 (2) have the same structure, both comprising two layers of precast concrete wall panels (11) and a cavity (12) formed between the two precast concrete wall panels (11), and wherein the method is characterized in that: The prefabricated wall 1 (1) and the prefabricated wall 2 (2) are connected in the non-edge component area of ​​the shear wall, and the vertical joint position between the two is only provided with a millimeter or centimeter-level installation seam (3). Steel trusses (13) and horizontal distribution steel bars (17) are provided in the cavities (12) of the prefabricated wall 1 (1) and the prefabricated wall 2 (2). A large internal cavity is formed between the two closest steel trusses (13) in the prefabricated wall 1 (1) and the prefabricated wall 2 (2). A horizontal connecting steel bar forming steel bar cage (4) is provided to realize the overlap connection of the horizontal distribution steel bars (17) in the precast wall 1 (1) and the precast wall 2 (2); the vertical joint shaping mold (5) is used to improve the ability of the cantilever section at the end of the precast wall precast concrete panel (11) to bear the pressure of the side mold for pouring the post-cast concrete in the cavity (12), thereby meeting the requirement of forming a large internal cavity between the two closest steel bar trusses (13) in the precast wall 1 (1) and the precast wall 2 (2); The vertical joint shaping mold (5) includes two vertical back ribs (51), and a plurality of transverse back ribs (52) are welded on each vertical back rib (51). The transverse back ribs (52) on the two vertical back ribs (51) are relatively located on the same horizontal plane. Circular holes are arranged along the center line on the two vertical back ribs (51) to install the tension screws (53) for horizontally passing through the installation seam (3), and are fixed with nuts (54). The vertical back ribs (51) and the vertical back ribs (51) are flush with the surface of the side in contact with the prefabricated wall 1 (1) and the prefabricated wall 2 (2) to ensure that they are aligned with the prefabricated wall. The outer surfaces of the prefabricated wall 1 (1) and the prefabricated wall 2 (2) are in close contact; the cross-sectional dimensions of the vertical back ribs (51) and the transverse back ribs (52), the length of the transverse back ribs (52), and the spacing of the transverse back ribs (52) and the tension screws (53) along the height direction of the wall are determined according to the calculation of the post-cast concrete construction; after the installation of the prefabricated wall 1 (1), the prefabricated wall 2 (2) and the horizontal connecting steel bar shaping steel cage (4) is completed, the tension screws (53) are inserted into the installation seam (3), and the vertical back ribs (51) are fixed with nuts (54), completing the support of the vertical joint shaping mold (5); The invention is characterized in that the prefabricated wall 1 (1) and the prefabricated wall 2 (2) are first installed and their verticality and horizontality are adjusted; the horizontal connection steel bar shaping steel bar cage (4) is placed into the cavity (12) from the top of the prefabricated wall downward; the vertical joint shaping mold (5) is installed and other steel bars are arranged; concrete is poured into the cavity (12) to realize the connection between the prefabricated wall 1 (1) and the prefabricated wall 2 (2), and the mold is removed for maintenance.

2. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 1 is characterized in that: The distance between the two closest steel bar trusses (13) in the prefabricated wall 1 (1) and the prefabricated wall 2 (2) and the installation joint (3) is not less than 450 mm, and the width of the installation joint (3) is 10 to 30 mm.

3. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 1 is characterized in that: The horizontal connecting steel bar shaped steel cage (4) is formed by welding annular horizontal connecting steel bars (41) and vertical structural steel bars (42) of the formed steel cage. The vertical distribution steel bars (14) of the prefabricated wall in the upper and lower horizontal connecting steel bar sections are overlapped and connected by a single row of additional connecting steel bars (141). The single row of additional connecting steel bars (141) is arranged along the center line of the wall and is discontinuous up and down. The length meets the requirements of steel bar overlap force transmission and the area is not less than the total area of ​​the vertical distribution steel bars (14) of the prefabricated wall in the overlapped and connected two horizontal connecting steel bar sections. Alternatively, the horizontal connecting steel bar shaped steel cage (4) is formed by welding annular horizontal connecting steel bars (41) and vertical stress-bearing steel bars (43) of the shaped steel cage; the vertical structural steel bars (15) of the prefabricated wall are not connected in the upper and lower horizontal connecting steel bar sections; the vertical stress-bearing steel bars (43) of the upper and lower shaped steel cages are overlapped and connected; the vertical stress-bearing steel bars (431) of the lower shaped steel cage extend into the cavity (12) of this layer and overlapped and connected with the vertical stress-bearing steel bars (43) of the shaped steel cage of this layer at the root of the wall; the overlap length meets the steel bar force transmission requirement; the vertical stress-bearing steel bars (43) of the shaped steel cage are bent in the horizontal post-cast strip (62) at the top of the prefabricated wall to ensure that the vertical stress-bearing steel bars (43) of the shaped steel cage in the overlap section are staggered with each other.

4. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 3 is characterized in that: The diameter of the horizontal connecting steel bar (41) is the same as the diameter of the horizontal distribution steel bar (17), the vertical spacing of the horizontal connecting steel bar (41) is the same as the vertical spacing of the horizontal distribution steel bar (17), the outer skin size of the horizontal connecting steel bar (41) along the thickness direction of the wall panel is 20 mm smaller than the size of the cavity (12), and the horizontal connecting steel bar (41) is manufactured by bending and welding steel bars, or by using multiple steel bars through resistance spot welding.

5. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 3 is characterized in that: The number of vertical structural steel bars (42) or vertical stress-bearing steel bars (43) of the single horizontally connected steel bar shaped steel cage (4) should not be less than 2; the diameter of the vertical structural steel bars (42) of the steel cage should not be less than 6 mm, and the total area of ​​the vertical stress-bearing steel bars (43) of the steel cage should meet the minimum reinforcement ratio requirement of the current specification for the vertical distribution steel bars of the shear wall.

6. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 1 is characterized in that: The inner wall of the precast concrete wall panel (11) adopts the natural casting surface formed during the production of the composite shear wall without special treatment; or a groove (111) is provided in the area of ​​the inner wall of the precast concrete wall panel (11) near the installation joint (3) along the height direction of the wall body, and the groove (111) is formed by pressing with a special mold after the corresponding precast concrete wall panel (11) is cast, or by planing concrete at the corresponding position with a special tool, and the groove (111) has a depth of not less than 10 mm, a width along the height direction of the wall body of not less than 100 mm, a center distance of not more than 500 mm, and a length extending into the precast wall of not less than 200 mm.

7. The construction method of the close-jointed vertical joint structure of the composite shear wall according to claim 1 is characterized in that: The front and rear layers of precast concrete wall panels (11) are connected by steel trusses (13), or by concrete longitudinal ribs or flat steel welded meshes, and the distance between the precast wall concrete longitudinal ribs or flat steel welded meshes and the installation seam (3) is not less than 450 mm.

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