CN111691582B - A composite shear wall close-jointed vertical joint structure and construction method - Google Patents
A composite shear wall close-jointed vertical joint structure and construction methodInfo
- Publication number
- CN111691582B CN111691582B CN202010538287.9A CN202010538287A CN111691582B CN 111691582 B CN111691582 B CN 111691582B CN 202010538287 A CN202010538287 A CN 202010538287A CN 111691582 B CN111691582 B CN 111691582B
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- wall
- vertical
- steel bars
- steel bar
- steel
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
- E04C5/165—Coaxial connection by means of sleeves
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
- E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
- E04G11/08—Forms, which are completely dismantled after setting of the concrete and re-built for next pouring
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
- E04G17/06—Tying means; Spacers ; Devices for extracting or inserting wall ties
- E04G17/065—Tying means, the tensional elements of which are threaded to enable their fastening or tensioning
- E04G17/0655—Tying means, the tensional elements of which are threaded to enable their fastening or tensioning the element consisting of several parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses a close-spliced vertical joint structure of a superimposed shear wall and a construction method, wherein only an installation joint with the width of about 20mm is arranged between adjacent prefabricated walls, the capacity of resisting concrete pouring side mold pressure of cantilever sections at the end parts of prefabricated concrete wall plates of the prefabricated walls is improved by adopting a specially designed vertical joint mold, the distance between a steel bar truss and the side edges of the prefabricated walls is increased, an inner large cavity is formed at the close-spliced vertical joint position, and a horizontally-connected steel bar shaping steel bar cage is arranged in the cavity in a rear mode to realize lap joint connection of horizontally-distributed steel bars of the prefabricated walls at two sides of the vertical joint. The invention can realize the close-spliced construction of the vertical joints of the superimposed shear wall, the horizontal connecting steel bars of the vertical joints adopt the shaping steel bar cages produced industrially, the mould adopts the shaping universal mould, the on-site construction steel bars of the vertical joints are penetrated, the mould is supported and standardized, the on-site construction efficiency can be improved, the construction quality can be improved, and the construction cost can be reduced through standardization and universalization.
Description
Technical Field
The invention belongs to the technical field of buildings, relates to a superimposed shear wall, and in particular relates to a superimposed shear wall close-spliced vertical joint structure and a construction method.
Background
The composite shear wall structure has low requirements on processing and mounting precision, the side surface of the prefabricated wall can be free from ribs, the connection of adjacent prefabricated hollow wallboards can be realized by means of cavities, the side mold can be free from holes in the production stage of the prefabricated wall, the mold standardization and the universalization degree are high, and the composite shear wall structure is an assembled concrete shear wall structure system suitable for residential buildings in China, and a representative system is a double-sided composite shear wall structure and the like.
When the prefabricated wall in the double-sided superimposed shear wall structure is connected at the position of a non-edge component, the current national standard 'assembled concrete building technical standard' and the multi-place local standard only consider the contribution of the outermost steel bar truss of the prefabricated wall to the pressure of the post-pouring concrete pouring side mould in the cavity of the prefabricated concrete wall panel, and the distance between the outermost steel bar of the prefabricated wall and the side surface of the prefabricated wall is not more than 250mm, so that the field penetrating of the vertical joint horizontal connecting steel bar in the cavity is directly influenced. The prior structure needs to arrange a vertical post-pouring section with the width not less than 200mm between prefabricated walls so as to penetrate horizontal steel bars, and the vertical steel bars and stirrups need to be arranged in the vertical post-pouring section. Horizontal connecting steel bars, vertical steel bars and stirrups in the vertical post-cast section are dense, and the horizontal connecting steel bars need to pass through the steel bar trusses of the prefabricated walls on two sides of the vertical joint, so that the on-site horizontal connecting steel bars are difficult to wear and set, the work efficiency is low, the vertical post-cast section steel bars are difficult to bind, the formwork quantity is large, and the construction site cannot exert the advantages of assembly type construction.
Disclosure of Invention
In order to overcome the defects of the prior superimposed shear wall vertical seam structure, the invention aims to provide a superimposed shear wall close-spliced vertical seam structure and a construction method, wherein a specially designed vertical seam shaping mould with high rigidity is used for clamping precast walls on two sides of a vertical seam, so that the capacity of resisting concrete pouring side mould pressure of an end cantilever section of a precast concrete wallboard of the precast wall is improved, the situation that the precast concrete wallboard is restrained and resisted by only using an outermost steel bar truss of the precast wall to form a cavity and then concrete pouring side mould pressure is performed is avoided, thereby realizing close-spliced construction of the vertical seam, properly increasing the distance between the outermost steel bar truss of the precast wall and the side surface of the precast wall, facilitating the adoption of a horizontal connecting steel bar shaping steel bar cage to replace the conventional construction site binding horizontal connecting steel bar, realizing standardization and universalization of site steel bar engineering and template engineering of the vertical seam, improving site construction efficiency, improving construction quality and effectively controlling construction cost.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
The utility model provides a close vertical seam structure of piecing together of superimposed shear wall, adjacent prefabricated wall 1 and prefabricated wall two 2 structure are the same, all include front and back two-layer prefabricated concrete wallboard 11, form cavity 12 between two prefabricated concrete wallboard 11, its characterized in that prefabricated wall 1 and prefabricated wall two 2 are connected in shear wall non-edge component region, and vertical seam position only sets up millimeter or centimetre level mounting seam 3 between the two, all set up bar truss 13 and horizontal distribution bar 17 in prefabricated wall 1 and prefabricated wall two 2's the cavity 12, form inside big cavity between two bar trusses 13 that are closest in prefabricated wall 1 and the prefabricated wall two 2, set up horizontal connection bar forming steel reinforcement cage 4 in this inside big cavity and realize the overlap joint connection of horizontal distribution bar 17 in prefabricated wall 1 and the prefabricated wall two 2.
The distance between the two nearest steel bar trusses 13 in the first prefabricated wall 1 and the second prefabricated wall 2 and the installation joint 3 is not smaller than 450mm, and the width of the installation joint 3 is 10-30 mm.
The capacity of bearing the pressure of the post-pouring concrete pouring side mold in the cavity 12 of the cantilever section at the end part of the precast concrete wallboard 11 of the precast wall is improved by means of the vertical seam shaping mold 5, so that the requirement of forming an inner large cavity between two nearest steel bar trusses 13 in the precast wall I and the precast wall II 2 is met.
The vertical seam shaping mold 5 comprises two vertical back edges 51, a plurality of transverse back edges 52 are welded on each vertical back edge 51, the transverse back edges 52 on the two vertical back edges 51 are located on the same horizontal plane one by one, round holes are distributed on the two vertical back edges 51 along a central line to install a counter-pulling screw 53 which horizontally penetrates through the mounting seam 3 and are fixed by nuts 54, the vertical back edges 51 and the vertical back edges 51 are flush with the surfaces of the contact side of the prefabricated wall 1 and the prefabricated wall 2 so as to ensure close contact with the outer surfaces of the prefabricated wall 1 and the prefabricated wall 2, the section sizes of the vertical back edges 51 and the transverse back edges 52, the lengths of the transverse back edges 52 and the counter-pulling screw 53 along the height direction of the wall are determined according to post casting construction calculation, and after the prefabricated wall 1, the prefabricated wall 2 and the horizontal connecting reinforcing bar shaping reinforcement cage 4 are mounted, the counter-pulling screw 53 is penetrated in the mounting seam 3, the vertical back edges 51 are fixed by the nuts 54, and the vertical seam shaping mold 5 is supported by the plastic pipe 53, and the part of the outer sleeve is repeatedly used.
The horizontal connecting steel bar shaping steel bar cage 4 is formed by welding annular horizontal connecting steel bars 41 and forming steel bar cage vertical constructional steel bars 42, the vertical distribution steel bars 14 of the prefabricated wall in the upper and lower horizontal connecting steel bar sections are in lap joint connection by adopting a single row of additional connecting steel bars 141, the single row of additional connecting steel bars 141 are arranged along the central line of the wall body and are discontinuous up and down, the length meets the requirement of lap joint force transmission of the steel bars, and the area is not smaller than the total area of the vertical distribution steel bars 14 of the prefabricated wall in the two horizontal connecting steel bar sections in lap joint connection;
the horizontal connecting reinforcement forming reinforcement cage 4 is formed by welding annular horizontal connecting reinforcement 41 and forming reinforcement cage vertical stress reinforcement 43, prefabricated wall vertical structural reinforcement 15 in the upper and lower horizontal connecting reinforcement sections are not connected, the upper and lower forming reinforcement cage vertical stress reinforcement 43 is in lap joint, the lower forming reinforcement cage vertical stress reinforcement 431 stretches into the cavity 12 of the layer and is in lap joint with the forming reinforcement cage vertical stress reinforcement 43 of the layer at the root of a wall, the lap joint length meets the reinforcement force transmission requirement, and the forming reinforcement cage vertical stress reinforcement 43 is bent in a horizontal post-pouring belt 62 at the top of the prefabricated wall so as to ensure that the forming reinforcement cage vertical stress reinforcement 43 of the lap joint section are staggered.
The diameter of the horizontal connecting steel bars 41 is the same as that of the horizontal distribution steel bars 17, the vertical spacing of the horizontal connecting steel bars 41 is the same as that of the horizontal distribution steel bars 17, the size of the horizontal connecting steel bars 41 is 20mm smaller than that of the cavity 12 with the outer skin size of the wallboard in the thickness direction, and the horizontal connecting steel bars 41 are manufactured by adopting steel bar bending welding or formed by adopting a plurality of steel bars through resistance spot welding.
The number of the formed steel reinforcement cage vertical constructional steel bars 42 or the formed steel reinforcement cage vertical stress steel bars 43 of the single horizontal connecting steel reinforcement shaping steel reinforcement cage 4 is not less than 2, the diameter of the formed steel reinforcement cage vertical constructional steel bars 42 is not less than 6mm, and the total area of the formed steel reinforcement cage vertical stress steel bars 43 meets the minimum reinforcement ratio requirement of the current standard on the vertically distributed steel bars of the shear wall.
The inner wall of the precast concrete wall plate 11 is formed by adopting a natural pouring surface formed during the production of the superimposed shear wall without special treatment, or a groove 111 is formed in the area, close to the mounting seam 3, of the inner wall of the precast concrete wall plate 11 along the height direction of the wall body, the groove 111 is formed by adopting a special die for pressing after the pouring of the corresponding precast concrete wall plate 11 is completed, or concrete at the corresponding position is scraped by adopting a special tool, the depth of the groove 111 is not less than 10mm, the width along the height direction of the wall body 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.
The front and rear precast concrete wall plates 11 are connected by adopting a steel bar truss 13 or by adopting concrete longitudinal ribs or plane steel bar welding meshes, and the distance between the precast wall concrete longitudinal ribs or the plane steel bar welding meshes and the installation seam 3 is not less than 450mm.
The invention also provides a construction method of the overlapped shear wall close-spliced vertical seam structure, which comprises the steps of firstly installing the prefabricated wall I1 and the prefabricated wall II 2, adjusting the verticality and the levelness of the prefabricated wall I and the prefabricated wall II, downwards placing the horizontal connecting reinforcing steel bar shaping reinforcement cage 4 into the cavity 12 from the top of the prefabricated wall, installing the vertical seam shaping mold 5, arranging other reinforcing steel bars, pouring concrete into the cavity 12, then pouring concrete to realize the connection of the prefabricated wall I and the prefabricated wall II, and curing and demolding.
Compared with the prior art, the invention has the beneficial effects that:
(1) According to the invention, the capability of the precast concrete wallboard for resisting the pressure of the post-pouring concrete pouring side mould in the cavity is improved by means of the vertical joint mould and the precast wall steel bar truss, the distance between the outermost steel bar truss of the precast wall and the side edge of the precast wall is enlarged to be more than 450mm, enough space is formed in the precast wall cavity at the vertical joint position for installing horizontal connecting steel bars, the vertical post-pouring section is not required to be arranged for penetrating the horizontal steel bars, the site formwork supporting and steel bar binding work of the vertical joint is obviously reduced, and the site construction efficiency is high.
(2) The horizontal connecting steel bar shaping steel bar cage is adopted to replace the horizontal connecting steel bars of the prior construction site binding, the horizontal connecting steel bars are integrally installed in place at one time, the construction efficiency is high, and the steel bars are accurately positioned.
(3) The vertical seam die is a shaping die, is high in universalization and standardization, can be installed only by installing a split screw on site, and can reduce site labor.
(4) The horizontal connection molding reinforcement cage and the vertical joint shaping mold greatly improve the industrialization level of site construction and are beneficial to the site construction quality control.
Drawings
Fig. 1 is a three-dimensional schematic view of a typical construction of a close-packed vertical seam of the present invention, wherein the vertical rebar of the formed rebar cage is a structural rebar, and the upper and lower layers are not connected.
FIG. 2 is a schematic cross-sectional view of the close-fitting vertical seam A-A shown in FIG. 1.
Fig. 3 is a three-dimensional schematic view of the horizontally connected rebar shaped rebar cage of fig. 1.
FIG. 4 is a schematic view of section B-B of FIG. 3.
Fig. 5 is a schematic view of a connection structure of vertically distributed reinforcing bars of the prefabricated wall in the horizontal connecting reinforcing bar section in fig. 1.
Fig. 6 is a schematic view of the connection structure of the vertical distribution reinforcing bars of the prefabricated wall in the section without the horizontal connection reinforcing bars in fig. 1.
Fig. 7 and 8 are modified versions of the horizontal connecting bar of fig. 1.
FIG. 9 is a schematic view of an in-situ construction formwork support for a close-spliced vertical joint in accordance with the present invention.
Fig. 10 is a schematic view of a closely spliced vertical seam shaping mold according to the present invention.
Fig. 11 is a modified version one of the present invention, in which the vertically stressed reinforcing bars of the upper and lower layer forming reinforcement cages are lap-jointed.
FIG. 12 is a schematic cross-sectional view of the close-fitting vertical seam C-C of FIG. 11.
Fig. 13 is a three-dimensional schematic view of the horizontally connected rebar shaped rebar cage of fig. 11.
Fig. 14 is a schematic view of section D-D of fig. 13.
Fig. 15 is a schematic view of a connection structure of vertical stress reinforcements of the upper and lower layer forming reinforcement cages in fig. 1.
Fig. 16 shows a modified horizontal joint bar forming cage of the first modification.
Fig. 17 shows a modified form of the pressing groove of the inner wall of the precast wall concrete panel of the present invention.
Fig. 18 is a prior art vertical joint construction of a superimposed shear wall, a comparative example of the present invention.
In the figure, the prefabricated wall I, the prefabricated wall II, the 3-installation seam, the 4-horizontal connecting reinforcement bar forming reinforcement cage, the 5-vertical seam shaping mould, the 7-vertical post-pouring section, the 11-prefabricated concrete wall plate, the 111-groove, the 12-cavity, the 13-reinforcement truss, the 14-horizontal connecting reinforcement bar section inner prefabricated wall vertical distribution reinforcement bar, the 141-single row of additional vertical connecting reinforcement bars, the 15-horizontal connecting reinforcement bar section inner prefabricated wall vertical construction reinforcement bar, the 16-horizontal connecting reinforcement bar section inner prefabricated wall vertical distribution reinforcement bar, the 161-double row of additional vertical connecting reinforcement bars, the 17-horizontal distributing reinforcement bar, the 18-horizontal connecting reinforcement bar section, the 19-horizontal connecting reinforcement bar section, the 41-horizontal connecting reinforcement bar, the 42-forming reinforcement bar cage vertical construction reinforcement bar, the 43-forming reinforcement bar cage vertical stress reinforcement bar, the 431-lower layer forming reinforcement cage vertical stress reinforcement bar, the 432-upper layer forming reinforcement cage vertical stress reinforcement bar, the 51-vertical back-horizontal back-ridge, the 52-horizontal back-ridge, the 53-opposite-pulling screw, the 54-nut, the 61-prefabricated wall bottom horizontal seam, the 62-horizontal pouring belt, the horizontal post-pouring floor slab section and the vertical post-pouring section 71-vertical post-pouring section reinforcement bar.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings and examples.
As shown in fig. 1 to 17, the overlapped shear wall closely spliced vertical joint structure and the construction method are used for connecting adjacent overlapped shear walls at the positions of non-edge components of the shear walls, the adjacent prefabricated wall 1 and the prefabricated wall 2 are identical in structure and comprise a front layer of prefabricated concrete wall plate 11 and a rear layer of prefabricated concrete wall plate 11, a cavity 12 is formed between the two prefabricated concrete wall plates 11, the prefabricated wall 1 and the prefabricated wall 2 are connected in the non-edge component area of the shear wall, and the contribution of a vertical joint mold and a prefabricated wall steel bar truss to the pressure of pouring concrete after the prefabricated concrete wall plate resists the cavity is comprehensively considered.
Only the installation joint 3 with the width of millimeter or centimeter level (about 20mm is selected in the embodiment) is arranged between the prefabricated wall 1 and the prefabricated wall 2 at two sides of the vertical joint, the steel bar trusses 13 and the horizontally distributed steel bars 17 are arranged in the cavities 12 of the prefabricated wall 1 and the prefabricated wall 2, an inner large cavity is formed between the two nearest steel bar trusses 13 in the prefabricated wall 1 and the prefabricated wall 2 (the distance between the nearest two steel bar 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 horizontally connected steel bar forming steel bar cage 4 is arranged in the inner large cavity to realize the lap joint connection of the horizontally distributed steel bars 17 in the prefabricated wall 1 and the prefabricated wall 2.
Specifically, the invention improves the capacity of bearing the pressure of the post-pouring concrete pouring side die in the cavity 12 of the cantilever section at the end part of the precast concrete wallboard 11 of the precast wall by means of the vertical joint shaping die 5, thereby meeting the requirement of forming an internal large cavity between the two nearest steel bar trusses 13 in the precast wall 1 and the precast wall 2.
In the invention, the vertical joint setting mould 5 has enough rigidity to provide enough support for the cantilever section at the end part of the precast concrete wall panel 11 so as to restrain the deformation of the precast concrete wall panel 11 under the side mould pressure of post-cast concrete in the casting cavity 12 and ensure that the precast concrete wall panel is not cracked under the side mould pressure of post-cast concrete casting in the cavity. Therefore, construction checking calculation considering the casting influence of the cavity post-pouring concrete is carried out on the concrete, and a shaping and universal die is formed so as to be reused.
The invention discloses a vertical seam shaping die 5, which comprises two vertical back edges 51, wherein a plurality of transverse back edges 52 are welded on each vertical back edge 51, the transverse back edges 52 on the two vertical back edges 51 are positioned on the same horizontal plane one by one, round holes are arranged on the two vertical back edges 51 along a central line to install a counter-pulling screw 53 which horizontally passes through an installation joint 3 and are fixed by nuts 54, the vertical back edges 51 and the vertical back edges 51 are preferably made of rectangular metal pipes and are flush with the surfaces of one side, which is contacted with a prefabricated wall 1 and a prefabricated wall 2, of the other side, so as to ensure close contact with the outer surfaces of the prefabricated wall 1 and the prefabricated wall 2.
The principle of the method is that after the prefabricated wall and the horizontal connecting steel bar shaping reinforcement cage 4 are installed, the vertical seam shaping dies 5 are oppositely pulled and fixed on two sides of the installation seam 3 by penetrating the oppositely pulling screw 53 in the installation seam 3 and tightening the nuts 54. The vertical back edges 51 are fixed on two sides of the mounting seam 3, and form a continuous supporting effect along the height direction on the side edges of the prefabricated wall while sealing the mounting seam 3, and the transverse back edges 52 extend into the prefabricated wall on two sides so as to strengthen the supporting effect on the prefabricated concrete wall panel 11 between the steel bar truss 13 and the mounting seam 3. Through carrying out special design to vertical seam design mould 5, carry out the checking calculation to cavity 12 post-cast concrete pouring construction, improve vertical seam design mould 5 self rigidity greatly. The vertical joint shaping mould 5 and the steel bar truss 13 at the outermost side of the prefabricated wall are used for forming a drawknot function on the prefabricated concrete wall plate 11 between the two, so that the capability of the prefabricated concrete wall plate 11 for resisting the pressure of the post-pouring concrete pouring side mould in the cavity 12 is improved.
Based on the improvement, the distance between the outermost steel bar truss 13 of the prefabricated wall and the side edge (namely the mounting seam 3) of the prefabricated wall can be increased from the existing distance of not more than 250mm to not less than 450mm, and then a space with the total width of not less than 900mm is formed in the prefabricated wall cavity 12 near the mounting seam 3, so that the horizontal connecting steel bars 41 of the horizontal connecting steel bar forming steel bar cage 4 are downwards distributed from the top of the prefabricated wall, and the lap joint force transmission performance of the horizontal connecting steel bars 41 and the horizontal distributing steel bars 17 in the prefabricated wall can be ensured. The structure of the horizontal connection reinforcing steel bar forming reinforcement cage 4 is convenient for the whole and rapid installation in the vertical seam position closed cavity during the site construction.
Round holes are formed along the central line of the vertical back edge 51 to mount the opposite-pull screw rods 53, the opposite-pull screw rods 53 and the nuts 54 fix the vertical back edge 51 on two sides of the mounting seam 3, and the mounting seam 3 is plugged and simultaneously continuous supporting effect along the height direction is formed on the side edge of the prefabricated wall. The transverse back ribs 52 extend inwardly of the prefabricated wall on both sides to enhance the support of the prefabricated concrete panel 11.
In the invention, the horizontal connecting reinforcement shaping reinforcement cage 4 is formed by welding the horizontal connecting reinforcement 41 and the forming reinforcement cage vertical structural reinforcement 42 or the forming reinforcement cage vertical stress reinforcement 43, and the stability and the precision of the reinforcement cage are higher, so that the horizontal connecting reinforcement shaping reinforcement cage 4 is quickly lowered and installed to a designated position along the cavity 12 at the top of a vertical joint in site construction, and meanwhile, the horizontal connecting reinforcement 41 is prevented from shifting in post-pouring concrete pouring. After the horizontal connecting steel bar shaping steel bar cage 4 is installed in place, the horizontal connecting steel bars 41 are connected with the horizontal distributing steel bars 17 in the prefabricated wall at two sides in an indirect lap joint mode, and stress transmission of the horizontal distributing steel bars in the prefabricated wall at two sides of the vertical joint is achieved. In order to ensure the stability of the horizontal connecting reinforcement forming reinforcement cage 4, the number of the forming reinforcement cage vertical constructional reinforcements 42 or the forming reinforcement cage vertical stress reinforcements 43 of the single horizontal connecting reinforcement forming reinforcement cage 4 is not less than 2, and the number can be properly increased according to the process requirement.
In the invention, the horizontal connecting steel bars 41 are preferably annular steel bars, can be manufactured by bending and welding the steel bars, and can also be formed by resistance spot welding a plurality of steel bars. The outer skin dimension of the horizontal connecting bars 41 in the thickness direction of the wallboard is preferably 20mm smaller than the dimension of the cavity 12, so that the horizontal connecting bar shaping reinforcement cage 4 can smoothly fall to the design position from the top of the prefabricated wall in the cavity 12. The strength grade, diameter and vertical spacing of the horizontal connecting steel bars 41 are the same as those of the horizontal distributing steel bars 17 in the prefabricated wall, and the length of the horizontal connecting steel bars extending into the prefabricated wall cavity 12 is required to meet the requirement of overlap joint force transmission of the steel bars.
In the invention, when the vertical steel bars of the horizontal connecting steel bar shaping steel bar cage 4 are only used as constructional steel bars and do not participate in structural stress, the diameter of the vertical constructional steel bars 42 of the shaping steel bar cage is not suitable to be smaller than 6mm, and the horizontal connecting steel bar shaping steel bar cages 4 in the upper cavity 12 and the lower cavity 12 are mutually independent and do not need to be overlapped. At this time, the vertical distribution bars 14 of the prefabricated wall in the horizontal connecting bar section of the horizontal connecting bar section 18 are lapped and connected by adopting a single row of additional connecting bars 141, so as to avoid the additional connecting bars from interfering with the installation of the horizontal connecting bar shaping bar cage 4. The single-row additional connecting steel bars 141 are arranged along the central line of the wall body at the floor position in the cavity 12, are discontinuous up and down, have the length which meets the requirement of lap joint force transmission of the steel bars, and have the area which is not smaller than the total area of two vertically distributed steel bars 14 of the two precast walls which are lap-jointed. The advantage of this kind of structure lies in that horizontal connecting reinforcement design steel reinforcement cage 4 in upper and lower floor's cavity mutually independent, the processing of being convenient for, nevertheless need to lay single row additional connecting reinforcement 141 alone in cavity 12, and need take special measure to fix its position.
Further, the vertical steel bars of the horizontal connecting steel bar shaping steel bar cage 4 can be adopted as vertical stress steel bars in the horizontal connecting steel bar section 18, at this time, the prefabricated wall concrete wall panel 11 is only provided with the prefabricated wall vertical constructional steel bars 15 in the horizontal connecting steel bar section 18, and the upper layer and the lower layer can not be connected. The vertical stress steel bars 43 of the upper and lower layer forming steel bar cages are connected through lap joints, namely the vertical stress steel bars 431 of the lower layer forming steel bar cages are bent and offset in the horizontal post-pouring strip 62 at the top of the prefabricated wall, extend into the cavity 12 at the bottom of the prefabricated wall at the upper layer and are staggered and overlapped with the vertical stress steel bars 43 of the forming steel bar cages by a certain distance, the lap joint length is required to meet the force transmission requirement of the steel bars, and the vertical stress steel bars 43 of the forming steel bar cages are bent in the horizontal post-pouring strip 62 at the top of the prefabricated wall so as to ensure that the vertical stress steel bars 43 of the forming steel bar cages of the lap joint section are mutually staggered. The total area of the vertical stress steel bars 43 of the formed steel bar cage meets the minimum reinforcement ratio requirement of the current standard on the vertically distributed steel bars of the shear wall.
In the invention, the inner wall of the precast concrete wall panel 11 can adopt a natural pouring surface formed during the production of the superimposed shear wall without special treatment. Further, a groove 111 can be formed in the area, close to the mounting seam 3, of the inner wall of the precast concrete wall panel 11 along the height direction of the wall, and after the post-cast concrete is poured into the cavity 12, a shear key is formed between the precast concrete and the post-cast concrete at the position of the groove 111, so that shear force transmission at the position of the vertical seam is enhanced.
Specifically, the groove 111 may be formed by pressing with a special mold after pouring the corresponding precast concrete wall panel 11 and before initial setting of the concrete, or may be formed by planing 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.
In the invention, the prefabricated wall concrete wall plates 11 on two sides can be connected by adopting the steel bar trusses 13, and are also connected by adopting concrete longitudinal ribs or plane steel bar welding nets in exploitation, wherein the distance between the prefabricated wall concrete longitudinal ribs or the plane steel bar welding nets and the side edges of the prefabricated wall is not less than 450mm.
Fig. 1 to 10 show a first preferred embodiment of the present invention, as shown in fig. 3 and 4, the horizontal connecting reinforcement bar shaping reinforcement cage 4 is formed by welding a horizontal connecting reinforcement bar 41 with a vertical structural reinforcement bar 42 of the shaping reinforcement cage. As shown in fig. 1 and 2, only an installation seam 3 with the width of about 20mm is arranged between the prefabricated wall 1 and the prefabricated wall 2 at two sides of the vertical seam, the distance between the outermost steel bar trusses 13 of the prefabricated wall 1 and the prefabricated wall 2 and the side edges of the prefabricated wall is not less than 450mm, after the installation of the two steel bar trusses is finished, a space with the total width not less than 900mm is formed in a cavity 12 near the installation seam 3, no steel bar trusses can be ensured within the range of the horizontal connecting steel bars 41, the horizontal connecting steel bar shaping steel bar cage 4 shown in fig. 3 and 4 falls to a design position from the top of the vertical seam along the whole cavity 12 during site construction, and the arrangement of the horizontal connecting steel bars 41 can be completed, so that the lap joint connection of the horizontal connecting steel bars 41 and the horizontal distributing steel bars 17 in the prefabricated wall 1 and the prefabricated wall 2 is realized.
As shown in fig. 3 and 4, the horizontal connecting reinforcement bar shaping reinforcement cage 4 is formed by welding a horizontal connecting reinforcement bar 41 with a vertical structural reinforcement bar 42 of the forming reinforcement cage. As shown in fig. 1, the horizontal connection reinforcing steel bar shaping reinforcement cages 4 in the upper and lower cavities 12 are independent of each other, and no lap joint is needed. The length of the vertical constructional steel bars 42 of the formed steel bar cage does not exceed the height range of the first prefabricated wall 1 and the prefabricated wall 2 of the layer, and is only used as constructional steel bars and does not participate in structural stress, and the main function is to position the horizontal connecting steel bars 41 so as to facilitate the on-site layout of the horizontal connecting steel bar forming steel bar cage 4, and the diameter of the vertical constructional steel bars is not suitable to be less than 6mm. The horizontal connecting steel bar shaping steel bar cages 4 shown in fig. 3 and 4 are formed by welding 2 vertical structural steel bars 42 of the shaping steel bar cages on the inner sides of two ends of the horizontal connecting steel bar 41 so as to ensure the stability of the horizontal connecting steel bar shaping steel bar cages 4, and the number of the horizontal connecting steel bar shaping steel bar cages can be properly increased according to the process requirement according to fig. 7.
The horizontal connection steel bars 41 are annular steel bars, can be manufactured by adopting steel bar bending welding as shown in fig. 3, 4 and 7, and can also be formed by adopting a plurality of steel bars through resistance spot welding as shown in fig. 8, and the outer skin size of the horizontal connection steel bars along the thickness direction of the wallboard is preferably 20mm smaller than the size of the prefabricated wall cavity 12. The strength level, diameter and vertical spacing of the horizontal connecting bars 41 are the same as those of the horizontal distributing bars 17 in the prefabricated wall, and the length of the horizontal connecting bars extending into the prefabricated wall cavity 12 as shown in fig. 2 is required to meet the requirement of overlap joint force transmission of the bars.
As shown in fig. 1, 2 and 5, in order to prevent other reinforcing bars in the cavity 12 within the range of the horizontal connecting reinforcing bars 41 from interfering with the installation of the horizontal connecting reinforcing bar shaping reinforcing bar cage 4, the prefabricated wall vertical distribution reinforcing bars 14 positioned at the upper and lower positions of the horizontal connecting reinforcing bar section 18 should be in lap joint connection by adopting a single row of additional connecting reinforcing bars 141. The single-row additional connecting steel bars 141 are arranged along the central line of the wall body at the floor position in the cavity 12, are discontinuous up and down, have the length which meets the requirement of lap joint force transmission of the steel bars, and have the area which is not smaller than the total area of two vertically distributed steel bars 14 of the two precast walls which are lap-jointed. The vertical distribution steel bars at the end parts of the prefabricated wall I and the prefabricated wall II2 at only one side are connected in a lap joint mode by adopting a single row of additional connecting steel bars 141, namely, the vertical construction steel bars 15 at the end parts of the prefabricated wall II2 are only used as construction steel bars and do not participate in structural stress calculation.
As shown in fig. 1, 2 and 5, the prefabricated wall vertically-distributed steel bars 16 positioned at the upper and lower layers and without the horizontal connecting steel bar sections 19 can be in a vertically-distributed steel bar connecting structure of the conventional superimposed shear wall, namely, are in lap joint connection by adopting double rows of additional connecting steel bars 161. Referring also to fig. 5, a single row of additional connecting bars is used for lap joint connection.
In fig. 5 and 6, the height of the horizontal seam 61 at the bottom of the prefabricated wall is not lower than 50mm, and the connection between the prefabricated wall and the prefabricated floor slabs 63 at the two sides is realized through the horizontal post-pouring strip 62 at the top of the prefabricated wall.
As shown in fig. 9 and 10, the vertical seam shaping mold 5 is composed of a vertical back ridge 51, a horizontal back ridge 52, a split screw 53 and nuts 54, and is fixed to both sides of the vertical seam by the split screw 53 penetrating through the installation seam 3. The vertical joint shaping mold 5 is specially designed, has high self rigidity, and forms a drawknot function with the prefabricated concrete wall plate 11 between the two steel bar trusses 13 on the outermost side of the prefabricated wall after being installed, so that the capability of the prefabricated concrete wall plate 11 for resisting the pressure of the post-pouring concrete pouring side mold in the cavity 12 is improved.
Specifically, the transverse back ridge 52 is welded with the vertical back ridge 51, and the transverse back ridge 52 and the vertical back ridge 51 are made of rectangular metal pipes and are flush with the surface of one side of the prefabricated wall 1 and the surface of one side of the prefabricated wall 2, so that the vertical back ridge 51 and the transverse back ridge 52 are in close contact with the prefabricated wall 1 and the prefabricated wall 2. The transverse back ribs 52 extend inwardly of the prefabricated wall on both sides to enhance the support of the prefabricated concrete panel 11. The section sizes of the vertical back ridge 51 and the transverse back ridge 52, the length of the transverse back ridge 52 and the distance between the transverse back ridge 52 and the opposite-pull screw 53 along the height direction of the wall body are determined according to post-cast concrete construction inspection calculation. The portion of the pull screw 53 located in the wall can be covered with a plastic sleeve having a slightly larger inner diameter for easy removal and reuse.
The site construction process of the first preferred embodiment comprises the steps of installing the prefabricated wall 1 and the prefabricated wall 2 at two sides of a vertical joint, adjusting the verticality and the levelness of the prefabricated wall, placing a horizontal connecting steel bar shaping steel bar cage 4 downwards from the top of the prefabricated wall into a cavity 12, falling to a designed position, installing a vertical joint shaping die 5, arranging connecting steel bars 141 and other steel bars in a single row in the cavity, pouring concrete in the cavity 12 to realize connection of the prefabricated wall 1 and the prefabricated wall 2 at two sides of the vertical joint, and curing and removing the die.
Fig. 11-15 show an improved first embodiment of the present invention, in which, based on the first preferred embodiment, the vertical reinforcement bars of the horizontal connection reinforcement cage 4 are used as the vertical stress reinforcement bars of the prefabricated wall in the horizontal connection reinforcement bar section 18, and no special single-row additional connection reinforcement bars 141 are required to be arranged in the cavity 12. The vertical constructional steel bars 15 of the prefabricated wall 1 and the prefabricated wall 2 in the horizontal connecting steel bar section 18 are only used as constructional steel bars and do not participate in structural stress.
As shown in fig. 11-14, 1 vertical stress steel bar 43 of the forming steel bar cage is welded on the inner sides of two long sides of the horizontal connecting steel bar 41 and near the center, the vertical stress steel bar 431 of the forming steel bar cage of the lower layer is bent and offset in the horizontal post-pouring belt 62 at the top of the prefabricated wall, extends into the cavity 12 at the bottom of the prefabricated wall of the upper layer, is staggered for a certain distance with the vertical stress steel bar 43 of the forming steel bar cage of the layer, and is in lap joint connection, and the lap joint length is required to meet the force transmission requirement of the steel bars. The vertical stress steel bars 43 of the layer of formed steel bar cages extend out of the layer of prefabricated walls to overlap with the vertical stress steel bars 432 of the upper layer of formed steel bar cages. The total area of the vertical stress steel bars 43 of the formed steel bar cage meets the minimum reinforcement ratio requirement of the current standard on the vertically distributed steel bars of the shear wall.
The field construction sequence of the first modification is substantially identical to that of the first preferred embodiment, but there is no need to arrange a single row of additional connecting bars 141.
In particular, as shown in fig. 16, the number of the vertical stress steel bars 43 of the first modified reinforcement cage of the present invention may be increased as required, and the vertical stress steel bars 43 of the first modified reinforcement cage should be staggered along two long sides of the horizontal connecting steel bars 41, and avoid the position of the mounting slot 3 to prevent interference with the passing-through counter-tension screws 53.
The inner walls of the precast concrete wall panels 11 on the two sides of the precast wall in the first and the modified type of the preferred embodiment can adopt natural pouring surfaces formed during the production of the superimposed shear wall without special treatment. Further, according to fig. 17, a groove 111 is formed in the area, close to the mounting seam 3, of the inner wall of the precast concrete wall panel 11 along the height direction of the wall, after the post-cast concrete is poured into the cavity 12, a shear key is formed between the precast concrete and the post-cast concrete at the position of the groove 111, so that the shear force transmission at the position of the vertical seam is enhanced.
Specifically, after the pouring of the corresponding precast concrete wall panel 11 is completed and before the initial setting of the concrete, the groove 111 is formed by pressing with a special die, or by planing 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.
Fig. 18 shows a conventional vertical joint structure of a superimposed shear wall connected at a non-edge member position of the shear wall, namely, a comparative example, wherein a vertical post-cast section 7 with a width not less than 200mm is arranged between a first prefabricated wall 1 and a second prefabricated wall 2, and post-cast section vertical steel bars 71 and post-cast section stirrups 72 are required to be arranged in the vertical post-cast section 7. A comparison of the preferred embodiment of the present invention with the comparative example shown in FIG. 18 is shown in Table 1
TABLE 1
In summary, the invention discloses a close-spliced vertical joint structure of a superimposed shear wall and a construction method, wherein only an installation joint with the width of about 20mm is arranged between adjacent prefabricated walls, the capacity of resisting concrete pouring side mold pressure of cantilever sections at the end parts of prefabricated concrete wall panels of the prefabricated walls is improved by adopting a specially designed vertical joint mold, the distance between a steel bar truss and the side edges of the prefabricated walls is increased, an inner large cavity is formed at the close-spliced vertical joint position, and a horizontal connecting steel bar shaping steel bar cage is arranged in the cavity in a rear mode to realize lap joint connection of steel bars horizontally distributed on the prefabricated walls at two sides of the vertical joint. The invention can realize the close-spliced construction of the vertical joints of the superimposed shear wall, the horizontal connecting steel bars of the vertical joints adopt the shaping steel bar cages produced industrially, the mould adopts the shaping universal mould, the on-site construction steel bars of the vertical joints are penetrated, the mould is supported and standardized, the on-site construction efficiency can be improved, the construction quality can be improved, and the construction cost can be reduced through standardization and universalization.
The present invention is not limited to the above-mentioned embodiments, and any changes and substitutions that can be easily understood by those skilled in the art within the technical scope of the present invention are intended to be included in the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the protection scope of the claims.
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| CN112323859A (en) * | 2020-10-23 | 2021-02-05 | 浙江大学 | Prefabricated double skin wall structure and piece structure of prefabricated coincide assembled piping lane |
| CN113123489A (en) * | 2021-05-13 | 2021-07-16 | 中国建筑标准设计研究院有限公司 | Superimposed shear wall of vertical reinforcing bar parallel rib dislocation lap joint |
| CN113309259A (en) * | 2021-06-18 | 2021-08-27 | 武汉理工大学 | Integral horizontal joint of superposed shear wall and construction method |
| CN113957782A (en) * | 2021-08-20 | 2022-01-21 | 上海市政工程设计研究总院（集团）有限公司 | Bent cap structure adopting double-main-beam prefabrication and assembly method and construction method thereof |
| CN114277956B (en) * | 2021-11-11 | 2024-04-09 | 山东艾科福建筑科技有限公司 | Prefabricated wallboard, in-line shear wall assembly and building structure |
| CN114277957B (en) * | 2021-11-11 | 2024-04-12 | 山东艾科福建筑科技有限公司 | T-shaped shear wall assembly and building structure |
| CN114398704A (en) * | 2022-01-05 | 2022-04-26 | 三一筑工科技股份有限公司 | Generation method and device of joint connection cage and storage medium |
| CN120197281B (en) * | 2025-05-23 | 2025-07-18 | 深圳大学 | A design method, device, electronic device and storage medium for prefabricated composite wall |
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