CN115726496B - Anti-seismic superimposed shear wall structure and construction method thereof - Google Patents

Anti-seismic superimposed shear wall structure and construction method thereof Download PDF

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CN115726496B
CN115726496B CN202211421831.7A CN202211421831A CN115726496B CN 115726496 B CN115726496 B CN 115726496B CN 202211421831 A CN202211421831 A CN 202211421831A CN 115726496 B CN115726496 B CN 115726496B
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steel bars
reinforcing
cast
lap joint
precast concrete
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CN115726496A (en
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陈云
刘玉博
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Hainan University
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Hainan University
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Abstract

An anti-seismic superimposed shear wall structure and a construction method thereof comprise a precast concrete layer, a cast-in-situ concrete layer, vertical steel bars, horizontal steel bars, a scissor brace, a reinforcing device, a positioning connecting piece, a reinforcing lap joint steel bar and a lower spiral stirrup; the scissors are propped in the precast concrete slab; through holes are formed in the two diagonal rods of the scissors support at intervals; a positioning connecting piece is arranged in the precast concrete slab; the positioning connecting piece passes through the through hole at the position corresponding to the through hole; the positioning connecting piece comprises a front wing plate, a rear wing plate and a web member; the reinforcing devices are transversely arranged at intervals at the bottom of the cast-in-situ concrete layer, and the lower parts of the reinforcing devices are inserted into the bottom floor slab; the reinforced lap joint steel bars are arranged in one-to-one correspondence with the vertical steel bars; the lower spiral stirrup is hooped on the reinforcing lap joint steel bar and the corresponding vertical steel bar. The invention solves the technical problems that the diagonal brace in the traditional assembled shear wall is easy to warp and deform, the wall body has lower anti-seismic performance and the force transmission effect between the upper and lower laminated shear walls is weaker.

Description

Anti-seismic superimposed shear wall structure and construction method thereof
Technical Field
The invention belongs to the technical field of constructional engineering, and particularly relates to an anti-seismic superimposed shear wall structure and a construction method thereof.
Background
In recent years, assembled buildings are being widely popularized in China, wherein an assembled shear wall belongs to one of important components in the assembled building, and the assembled shear wall structure also comprises all or part of prefabricated shear wall structures, assembled integral double-sided superposed concrete shear wall structures, assembled combined anti-seismic superposed walls, prefabricated assembled shear walls and other forms. The horizontal seam of the assembled shear wall is the weakest part of the assembled shear wall under the action of an earthquake, the horizontal seam can be opened first under the action of a horizontal load to form a through main seam, plastic deformation of steel bars and concrete in the wall is concentrated near the seam, if the horizontal seam of the shear wall has larger width and is easy to slip under rare earthquakes, and the deformation of the steel bars and the concrete is difficult to meet the requirements.
The method for assembling the assembled shear wall in the construction site comprises the following steps: grouting sleeve connection, slurry anchor lap joint connection, welding connection and the like; the assembled integral double-sided superposed concrete shear wall structure, the assembled combined anti-seismic superposed wall and the prefabricated assembled shear wall are characterized in that when slurry anchors are adopted for lap joint connection, the distance between longitudinal ribs in the upper layer shear wall and lap joint longitudinal ribs is larger, and the corresponding two longitudinal ribs have no constraint effect, so that the force transfer effect between the upper layer shear wall and the lower layer shear wall is relatively weak. At present, various methods for improving the anti-seismic energy consumption capability of an assembled shear wall exist, wherein the method for adding the diagonal brace in the shear wall is a common method, but after the traditional diagonal brace is added into the shear wall, the diagonal brace is bonded and fixed with concrete under the action of an earthquake, and can only deform with the concrete, so that the energy consumption capability of the diagonal brace is greatly reduced, the connection of the diagonal brace and the concrete is not restrained in the horizontal direction, the diagonal brace in the wall is easy to warp and deform under the action of the earthquake force, and the concrete and the diagonal brace are easily peeled and damaged, so that the anti-seismic performance of the wall is reduced.
In view of the foregoing, it is now contemplated by those skilled in the art how to improve or solve the problems encountered in current-stage fabricated structures.
Disclosure of Invention
The invention aims to provide an anti-seismic superimposed shear wall structure and a construction method thereof, which aim to solve the technical problems that a diagonal brace in a traditional assembled shear wall is easy to warp and deform, the anti-seismic performance of the wall is low, and the force transfer effect between an upper layer of shear wall and a lower layer of shear wall is relatively weak.
In order to achieve the above purpose, the present invention adopts the following technical scheme.
An anti-seismic superimposed shear wall structure comprises a precast concrete slab, a cast-in-situ concrete layer, vertical steel bars and horizontal steel bars; the precast concrete slab is arranged between the bottom floor slab and the top floor slab; the cast-in-situ concrete layer is poured in a cavity between the inner side of the precast concrete slab and the inner surface of the template; the vertical steel bars are respectively arranged in the precast concrete slab and the cast-in-situ concrete layer, and each group of vertical steel bars are arranged at intervals along the transverse direction; the horizontal steel bars are provided with one group and are hooped on the two groups of vertical steel bars along the vertical interval; the anti-seismic superimposed shear wall structure also comprises a scissor brace, a reinforcing device, a positioning connecting piece, a reinforcing lap joint reinforcing steel bar and a lower spiral stirrup; the scissor support is X-shaped and is arranged in the precast concrete slab and close to the inner side surface of the precast concrete slab; through holes are respectively arranged on the two diagonal rods of the scissor brace at intervals along the long axial direction of the corresponding diagonal rod; the through hole is in a strip shape, and the long axial direction of the through hole is consistent with the long axial direction of the inclined rod; a positioning connecting piece is arranged in the precast concrete slab; the positioning connecting pieces are in a group and are arranged in a matrix shape, and the positioning connecting pieces pass through the through holes at positions corresponding to the through holes; the positioning connecting piece comprises an upper wing plate, a lower wing plate and a web member; the lower wing plate is embedded in the precast concrete plate and is close to the outer side surface of the precast concrete plate; the lower wing plate is poured in the cast-in-situ concrete layer, is close to the outer side surface of the cast-in-situ concrete layer and is abutted against the inner surface of the template; the web member is connected between the upper wing plate and the lower wing plate, and the end of the upper wing plate of the web member is also provided with an internal threaded hole; the reinforcing devices are arranged at the bottom of the cast-in-situ concrete layer at intervals along the transverse direction, the lower parts of the reinforcing devices are inserted into the bottom floor slab, and the upper parts of the reinforcing devices are poured into the cast-in-situ concrete layer; the reinforced lap joint steel bars are partially/totally larger than the cross section of the vertical steel bars in the wall body in terms of the cross section size of the lap joint steel bars, two groups of the reinforced lap joint steel bars are respectively arranged on the inner sides of the two groups of the vertical steel bars, and the reinforced lap joint steel bars are arranged in one-to-one correspondence with the vertical steel bars; the lower ends of the reinforced lap joint steel bars extend into the bottom floor slab or the lower wall body, and the upper ends of the reinforced lap joint steel bars extend into the cast-in-situ concrete layer; the lower spiral stirrups are respectively arranged on the part of the reinforced lap joint steel bar in the cast-in-situ concrete layer and the corresponding vertical steel bar in a hooping mode.
Preferably, when the bottom floor is the bottommost floor, the reinforced lap reinforcement is L-shaped, and the horizontal section of the reinforced lap reinforcement is buried in the bottommost floor, and the upper part of the reinforced lap reinforcement is poured in the cast-in-situ concrete layer.
Preferably, when the bottom floor slab is a middle floor slab and the upper ends of the vertical steel bars in the lower wall body do not exceed the top of the lower wall body, the upper ends of the reinforced lap joint steel bars extend into the cast-in-situ concrete layer, and the lower ends of the reinforced lap joint steel bars extend into the lower wall body through the bottom floor slab; the reinforced lap joint steel bars are provided with upper spiral stirrups at the positions in the lower wall body and corresponding upper hoops of the vertical steel bars.
Preferably, when the bottom floor is a middle floor and the upper ends of the vertical steel bars in the lower wall exceed the top of the lower wall, the reinforced lap joint steel bars are formed by bending the parts of the vertical steel bars of the lower wall exceeding the top of the lower wall.
Preferably, a first threaded hole is formed in the middle of the plate surface of the lower wing plate; a second threaded hole is formed in the middle of the plate surface of the upper wing plate; external threads are respectively arranged at two ends of the web member, and the web member is in threaded connection with the lower wing plate and the upper wing plate respectively.
Preferably, the reinforcing device is X-shaped and is formed by vertically welding two identical steel bars in the middle; the horizontal section of the steel bar is rectangular or circular, the horizontal section area of the steel bar is not smaller than the largest section area of the steel bar in the vertical steel bar in the wall, and the length of the steel bar is not smaller than 20cm.
Preferably, the reinforcing device is a rectangular steel plate, the thickness of the rectangular steel plate is not smaller than the maximum steel bar diameter in the vertical steel bars, the length of the short side of the vertical tangential plane of the rectangular steel plate is not smaller than 15cm, and the outer surface of the rectangular steel plate is a rough surface.
A construction method of an anti-seismic superimposed shear wall structure comprises the following steps of.
Step one, manufacturing a reinforcing device, an upper spiral stirrup, a scissor support and a lower spiral stirrup.
Step two, binding vertical steel bars, horizontal steel bars, upper spiral stirrups, lower spiral stirrups, positioning connecting pieces and scissor supports in the precast concrete slab and the cast-in-situ concrete layer in a factory, and then pouring the precast concrete slab and assembling the templates; and finally, conveying the whole to a construction site.
And thirdly, constructing reinforced lap joint steel bars.
Step four, constructing a reinforcing device: when the bottom floor slab is poured, the reinforcement device is embedded in the bottom floor slab at the cast-in-situ concrete layer to be poured, and the embedded depth is 1/2 of the vertical height of the reinforcement device.
And fifthly, hoisting the precast concrete wallboard to a designated position.
And step six, pouring a cast-in-situ concrete layer until the construction is finished.
Preferably, the upper spiral stirrup and the lower spiral stirrup connected with the vertical steel bars in the precast concrete board are embedded in the precast concrete board, one ends of the upper spiral stirrup and the lower spiral stirrup are sleeved on the corresponding vertical steel bars, and the other ends of the upper spiral stirrup and the lower spiral stirrup exceed the inner side surface of the precast concrete board.
Any of the reinforcement devices according to the above-described X-shaped/rectangular reinforcement devices, spiral stirrups, reinforcing lap bars and diagonal braces may be used in the same piece of shear wall in combination with one or more other items to further enhance its seismic performance. The combination is as follows:
two-by-two combination:
x-shaped/rectangular reinforcing device and spiral stirrup; namely, a plurality of X-shaped/rectangular reinforcing devices are added at the horizontal seams on the basis of adding spiral stirrups in the lap joint area.
X-shaped/rectangular reinforcing devices and reinforcing lap joint steel bars; namely, a plurality of X-shaped/rectangular reinforcing devices are added at the horizontal joint while the cross-sectional area of the lap joint steel bars is increased.
X-shaped/rectangular reinforcing device and diagonal bracing; the diagonal bracing is pre-buried in advance in the prefabricated wall body, and a plurality of X-shaped/rectangular reinforcing devices are added at the horizontal joint.
The combination D is spiral stirrups and reinforced lap joint steel bars; the spiral stirrup is added on the longitudinal wall ribs in the lap joint area while the cross section area of the lap joint steel bars is increased.
The combination E is spiral stirrups and diagonal braces; the diagonal bracing is pre-buried in advance in the prefabricated wall body, and spiral stirrups are added on longitudinal ribs of the wall body in the lap joint area.
The combination F is reinforced lap joint steel bars and diagonal braces; the diagonal bracing is pre-buried in advance in the prefabricated wall body, and the cross-sectional area of the lap joint steel bars is increased when the prefabricated wall body is assembled on site.
Three combinations:
the combination G is X-shaped/rectangular reinforcing devices, spiral stirrups and reinforcing lap joint steel bars; the spiral stirrups and the longitudinal ribs of the wall body are connected together through welding or steel wire binding in advance during factory prefabrication, the cross-sectional area of the lap joint steel bars is increased during site construction, and a plurality of X-shaped/rectangular reinforcing devices are added at the horizontal joint.
The combination H is X-shaped/rectangular reinforcing device, spiral stirrups and diagonal braces; the diagonal bracing is pre-buried in the anti-seismic superposed wall in advance in a factory, the spiral stirrups and the longitudinal ribs of the wall are bound together through welding or steel wires, and a plurality of X-shaped/rectangular reinforcing devices are added at the horizontal joint during site construction.
The combination I comprises spiral stirrups, reinforced lap joint steel bars and inclined struts; the diagonal braces are pre-buried in the anti-seismic superposed wall in advance in a factory, the spiral stirrups and the longitudinal ribs of the wall body are bound together through welding or steel wires, and the cross-sectional area of the lap joint steel bars is increased when the wall is assembled on site.
Four combinations:
the combination J is an X-shaped/rectangular reinforcing device, spiral stirrups, reinforcing lap joint reinforcing steel bars and diagonal braces; the diagonal bracing is pre-buried in the anti-seismic superposed wall in advance in a factory, the spiral stirrups and the longitudinal ribs of the wall body are bound together through welding or steel wires, and a plurality of X-shaped devices are added at the horizontal joint while the cross-sectional area of the lap joint steel bars is increased during on-site assembly.
By combining different reinforcing schemes or devices, each reinforcing device can fully exert the performance, and finally the effect that one is added with one and two is achieved. Different combinations may also be used to solve different problems encountered in actual engineering.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. The reinforcing device in the anti-seismic superimposed shear wall structure can resist the horizontal external load borne by the wall together with the steel bars in the wall, so that the anti-seismic performance of the wall is improved; in addition, the reinforcing device can slow down crack opening at the horizontal joint of the wall body and the floor slab, so that the anti-sliding capacity of the horizontal joint of the wall body is improved.
2. The reinforced lap joint steel bars are arranged at the bottom of the superimposed shear wall structure, and the cross section area of the lap joint steel bars at the bottom in the lap joint area is increased, so that the shear wall structure can move upwards in a plastic hinge area in the wall body under the action of horizontal load, and the steel bars and concrete at the horizontal joint can still keep elasticity under rare earthquakes, thereby achieving the effect of improving the earthquake resistance of the superimposed shear wall; meanwhile, the lower spiral stirrup and the upper spiral stirrup are added in the overlapping range of the vertical steel bar and the reinforced overlap steel bar, so that the connection performance between the steel bar and the concrete can be improved, the spiral stirrup can play a certain role in restraining the reinforced overlap steel bar in the overlapping area, and the force transmission effect between the upper layer of shear wall and the lower layer of shear wall is improved.
3. The scissor brace provided by the invention is pre-embedded in the precast concrete board in advance in a factory, and is not required to be installed on site, so that the site construction is convenient; in addition, through holes for allowing the positioning connecting pieces to pass through are reserved in the scissor support, and the through holes are long-strip-shaped, so that the scissor support can move back and forth along the direction of the through holes relative to the concrete under the action of an earthquake, and the energy consumption capacity of the wall is improved; in addition, the positioning connecting piece passes through the through hole of the scissor support to generate a corresponding constraint effect between the concrete and the scissor support, so that the scissor support cannot be deformed and warped under the action of an earthquake force, the concrete and the scissor support are peeled off and damaged, and the earthquake resistance of the wall is greatly improved.
Drawings
The invention is described in further detail below with reference to the accompanying drawings.
Fig. 1 is a schematic front view of an earthquake-resistant superimposed shear wall structure assembly G according to the present invention, when the bottom floor is the bottommost floor.
Fig. 2 is a schematic side view of fig. 1.
Fig. 3 is a schematic front structural view of an earthquake-resistant superimposed shear wall structure combination a in the present invention, when the bottom floor is a middle floor and the upper ends of the vertical steel bars in the lower wall exceed the top of the lower wall, and the reinforcing device is formed by welding two steel bars.
Fig. 4 is a schematic side view of fig. 3.
Fig. 5 is a schematic diagram of the front structure of the earthquake-resistant superimposed shear wall structure combination G in the present invention, when the bottom floor is a middle floor and the upper ends of the vertical steel bars in the lower wall do not exceed the top of the lower wall, and the reinforcing device is in an X shape.
Fig. 6 is a schematic side view of fig. 5.
Fig. 7 is a schematic diagram of the front structure of the earthquake-resistant superimposed shear wall structure assembly a according to the present invention, when the bottom floor is a middle floor and the upper ends of the vertical bars in the lower wall extend beyond the top of the lower wall, and the reinforcing members are rectangular steel plates.
Fig. 8 is a schematic side view of fig. 7.
Fig. 9 is a schematic front structural view of an earthquake-resistant superimposed shear wall structure combination G in the present invention, when the bottom floor is a middle floor and the upper ends of the vertical reinforcements in the lower wall do not exceed the top of the lower wall, and the reinforcing devices are rectangular steel plates.
Fig. 10 is a schematic side view of fig. 9.
Fig. 11 is a schematic view showing a structure in which a cross brace is provided in a precast concrete panel in the present invention.
FIG. 12 is a schematic cross-sectional view of A-A of FIG. 11.
Fig. 13 is a schematic view of the structure of the temple in the present invention.
Fig. 14 is a schematic view of the structure of the positioning connector in the present invention.
Fig. 15 is a schematic view of the structure of the lower wing panel in the present invention.
Fig. 16 is a schematic view of the web member of the present invention.
Fig. 17 is a schematic view of the structure of the upper wing plate in the present invention.
FIG. 18 is a schematic view of the connection of the earthquake resistant composite shear wall structure with the bottom floor and the top floor of the present invention.
Reference numerals: 1-precast concrete slab, 2-cast-in-situ concrete layer, 3-vertical steel bar, 4-horizontal steel bar, 5-bottom floor slab, 6-top floor slab, 7-scissor brace, 8-reinforcing device, 9-positioning connector, 9.1-lower wing plate, 9.2-upper wing plate, 9.3-web member, 9.4-internal thread hole, 10-reinforcing lap joint steel bar, 11-lower spiral stirrup, 12-through hole, 13-lower wall, 14-upper spiral stirrup, 15-first thread hole, 16-second thread hole, 17-tie bar, 18-encryption stirrup and 19-template.
Detailed Description
As shown in fig. 1 to 18, the anti-seismic superimposed shear wall structure comprises a precast concrete slab 1, a cast-in-situ concrete layer 2, vertical steel bars 3 and horizontal steel bars 4; the precast concrete slab 1 is arranged between a bottom floor slab 5 and a top floor slab 6; the cast-in-situ concrete layer 2 is poured into a cavity formed by the inner side of the precast concrete slab 1 and the inner surface of the formwork 19; the two groups of vertical steel bars 3 are respectively arranged in the precast concrete slab 1 and the cast-in-situ concrete layer 2, and each group of vertical steel bars 3 are arranged at intervals along the transverse direction; the horizontal steel bars 4 are provided with a group and are hooped on the two groups of vertical steel bars 3 along the vertical interval; the anti-seismic superimposed shear wall structure also comprises a scissor stay 7, a reinforcing device 8, a positioning connecting piece 9, a reinforcing lap joint reinforcing steel bar 10 and a lower spiral stirrup 11; the scissor support 7 is X-shaped and is arranged in the precast concrete board 1 and close to the inner side surface of the precast concrete board 1; through holes 12 are respectively arranged on the two diagonal rods of the scissor brace 7 at intervals along the long axial direction of the corresponding diagonal rod; the through hole 12 is in a strip shape, and the long axial direction of the through hole 12 is consistent with the long axial direction of the diagonal rod; a positioning connecting piece 9 is arranged in the precast concrete slab 1; the positioning connectors 9 are arranged in a matrix, and the positioning connectors 9 pass through the through holes 12 at positions corresponding to the through holes 12; the positioning connecting piece 9 comprises a lower wing plate 9.1, an upper wing plate 9.2 and a web member 9.3; the lower wing plate 9.1 is pre-embedded in the precast concrete plate 1 and is close to the outer side surface of the precast concrete plate 1; the upper wing plate 9.2 is poured in the cast-in-situ concrete layer 2, is close to the outer side surface of the cast-in-situ concrete layer 2 and is abutted against the inner surface of the template 19; the web member 9.3 is connected between the lower wing plate 9.1 and the upper wing plate 9.2, and the upper wing plate end of the web member 9.3 is also provided with an internal threaded hole 9.4; the reinforcing devices 8 are arranged at the bottom of the cast-in-situ concrete layer 2 at intervals along the transverse direction, the lower parts of the reinforcing devices 8 are inserted into the bottom floor 5, and the upper parts of the reinforcing devices 8 are poured into the cast-in-situ concrete layer 2; the reinforced lap joint steel bars 10 are that the section size of the lap joint steel bars is partially/totally larger than the section size of the vertical steel bars 3 in the wall, two groups of the reinforced lap joint steel bars 10 are respectively arranged on the inner sides of the two groups of the vertical steel bars 3, and the reinforced lap joint steel bars 10 are arranged in one-to-one correspondence with the vertical steel bars 3; the lower ends of the reinforced lap joint steel bars 10 extend into the bottom floor 5 or the lower wall 13, and the upper ends of the reinforced lap joint steel bars 10 extend into the cast-in-situ concrete layer 2; the lower spiral stirrup 11 is provided with two groups, and is respectively hooped on the part of the reinforced lap joint steel bar 10 in the cast-in-situ concrete layer 2 and the corresponding vertical steel bar 3.
In the embodiment, one side close to the longitudinal axis of the earthquake-resistant superimposed shear wall structure is the inner side, and one side far away from the longitudinal axis of the earthquake-resistant superimposed shear wall structure is the outer side; the anti-seismic superimposed shear wall structure below the bottom floor slab 5 is a lower wall body.
In this embodiment, when the bottom floor 5 is the bottommost floor, the reinforcing lap steel bar 10 is L-shaped, and the horizontal section of the reinforcing lap steel bar 10 is buried in the bottommost floor, and the upper portion of the reinforcing lap steel bar 10 is poured in the cast-in-place concrete layer.
In this embodiment, when the bottom floor 5 is a middle floor, i.e. not the bottommost floor and the topmost floor, and the upper ends of the vertical steel bars 3 in the lower wall 13 do not exceed the top of the lower wall 13, the upper ends of the reinforced lap joint steel bars 10 extend into the cast-in-situ concrete layer 2, and the lower ends of the reinforced lap joint steel bars 10 extend into the lower wall 13 through the bottom floor 5; the reinforcing lap joint steel bar 10 is provided with an upper spiral stirrup 14 on the part of the lower wall 13 and the corresponding vertical steel bar 3.
In this embodiment, when the bottom floor 5 is a middle floor, i.e. not the bottommost floor and the topmost floor, and the upper ends of the vertical rebars 3 in the lower wall 13 exceed the top of the lower wall 13, the reinforced lap joint rebars 10 are formed by bending the parts of the vertical rebars 3 of the lower wall 13 beyond the top of the lower wall 13.
In this embodiment, a first threaded hole 15 is formed in the middle of the plate surface of the lower wing plate 9.1; a second threaded hole 16 is formed in the middle of the plate surface of the upper wing plate 9.2; external threads are respectively arranged at two ends of the web member 9.3, and the web member 9.3 is respectively in threaded connection with the lower wing plate 9.1 and the upper wing plate 9.2.
In this embodiment, the reinforcing device 8 is in an X shape, and is formed by vertically welding two identical steel bars in the middle; the horizontal section of the steel bar is rectangular or circular, the horizontal section area of the steel bar is not smaller than the largest steel bar section area of the vertical steel bars 3 in the wall, and the length of the steel bar is not smaller than 20cm.
In this embodiment, the reinforcing device 8 is a rectangular steel plate, the thickness of the rectangular steel plate is not less than the diameter of the largest reinforcing steel bar in the vertical reinforcing steel bars 3, the length of the short side of the vertical tangential plane of the rectangular steel plate is not less than 15cm, and the outer surface of the rectangular steel plate is a rough surface.
In this embodiment, the diameter of the reinforcing lap steel bar 10 is partially/entirely larger than the diameter of the corresponding vertical steel bar 3 in the wall, which has the function of increasing the cross-sectional area of the reinforcing lap steel bar 10 in the lap joint area to enable the plastic hinge area in the wall to move upwards under the action of horizontal load, so that the steel bars and concrete at the horizontal joint can still keep elasticity under rare earthquakes.
When the reinforced lap joint steel bar 10 is formed by the part of the upper part of the lower layer vertical steel bar exceeding the top surface of the lower layer wall body 13, the diameter of the part of the lower layer vertical steel bar exceeding the top of the lower layer wall body 13 is equal to the diameter of the part of the lower layer vertical steel bar positioned in the lower layer wall body 13.
In this embodiment, the distribution of the positioning connectors 9 in the precast concrete slab 1 should be reasonably distributed according to the used formwork and the actual stress situation thereof, for example, when an aluminum formwork is used, the distribution and the number of the positioning connectors 9 can be consistent with the positions and the number of the split bolts in the cast-in-situ shear wall; the web member 9.3 of the positioning connecting piece 9, the lower wing plate 9.1 and the upper wing plate 9.2 are made of materials and sizes, and the web member 9.3, the lower wing plate 9.1 and the upper wing plate 9.2 can be respectively manufactured according to different materials and sizes selected by the stress condition of the positioning connecting piece 9; the list is as follows: the main stress part of the positioning connecting piece 9 is the web member 9.3, the main tension force is applied, steel, alloy or other metal/nonmetal materials with better tensile property can be used for manufacturing the web member 9.3, and the lower wing plate 9.1 and the upper wing plate 9.2 in the positioning connecting piece 9 are slightly stressed less than the web member 9.3, so that other materials with lower strength/cost, such as aluminum, aluminum alloy, plastic and other low-cost corrosion-resistant materials with required strength, and the like can be selected.
In the embodiment, the width of the through hole 12 is larger than the diameter of the web member 9.3, so that the positioning connecting piece 9 and the scissor brace 12 are not mutually influenced in the installation process; the shape of the through hole 12 is elliptic, as shown in fig. 13, the web member 9.3 of the positioning connecting piece 9 passes through the through hole 12 of the scissor support 7, and a certain restraining effect is generated between the scissor support 7 and the concrete of the cast-in-situ concrete layer 2 after the cast-in-situ concrete layer 2 is poured, so that the scissor support 7 cannot warp and deform under the action of earthquake force. In addition, the scissor support 7 and the concrete can relatively move along the direction of the through hole 12 under the action of the earthquake force, so that the energy consumption capacity of the scissor support 7 and the earthquake resistance of the wall body are improved.
In the embodiment, tie bars 17 are arranged between the precast concrete slab 1 and the corresponding vertical steel bars 3 in the cast-in-situ concrete layer 2 along the vertical interval.
In this embodiment, two sides of the precast concrete slab 1 are respectively provided with encryption stirrups 18 along the vertical interval; the encrypted stirrups 18 are arranged between the transversely adjacent vertical steel bars 3 in a hooping mode at intervals.
The construction method of the anti-seismic superimposed shear wall structure comprises the following steps of.
Step one, the reinforcement means 8 and the upper spiral stirrup 14, the scissors support 7 and the lower spiral stirrup 11 are manufactured.
Step two, binding vertical steel bars 3, horizontal steel bars 4, upper spiral stirrups 14, lower spiral stirrups 11, positioning connecting pieces 9 and scissor supports 7 in the precast concrete slab 1 and the cast-in-situ concrete layer 2 in a factory, and then pouring the precast concrete slab 1 and assembling templates 19; finally, the whole is transported to the construction site
Step three, constructing a reinforced lap joint steel bar 10: the reinforcing lap bars 10 are placed in position prior to construction of the underlying floor 5.
Step four, constructing a reinforcing device 8: when the bottom floor 5 is poured, the reinforcement device 8 is embedded in the bottom floor 5 at the cast-in-situ concrete layer 2 to be poured, and the embedded depth is 1/2 of the vertical height of the reinforcement device 8.
And fifthly, hoisting the precast concrete wallboard to a designated position.
And step six, pouring a cast-in-situ concrete layer 2, and finishing the construction.
In this embodiment, a lower spiral stirrup 11 connected to a vertical steel bar 3 in the precast concrete board 1 is embedded in the precast concrete board 1, one end of the lower spiral stirrup 11 is sleeved on the corresponding vertical steel bar 3, and the other end of the lower spiral stirrup 11 exceeds the inner side surface of the precast concrete board 1.
In this embodiment, the upper spiral stirrup 14 and the lower spiral stirrup 11 are formed by winding steel bars around a fixed circumference in a rotating manner, and the upper spiral stirrup 14 and the lower spiral stirrup 11 positioned at one side of the precast concrete board 1 are connected together in a factory by welding or wire binding connection between the manufactured spiral stirrup and the vertical steel bars 3 of the precast concrete board 1.
In this embodiment, the size of the steel plate of the scissors stay 7 and the opening position of the through hole 12 are designed in advance, the needed scissors stay 7 is processed in a factory by cutting, drilling and other modes, then the scissors stay 7 is installed in the precast concrete slab 1 in the steel bar binding process of the precast concrete slab 1, when the positioning connecting piece 9 is added, the web member 9.3 of the positioning connecting piece 9 can pass through the through hole 12 firstly by the positioning connecting piece 9 which needs to pass through the through hole 12, and then the front wing plate and the rear wing plate of the positioning connecting piece 9 are fastened by threads; finally, the lower wing plate 9.1, the front end of the web member 9.3 and the reinforcement cage in the precast concrete slab 1 are pre-buried in the precast concrete slab 1 together.
The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate the present invention, not to limit the scope of the present invention, and all applications that come from simple variations of the present invention fall within the scope of the present invention.

Claims (9)

1. An anti-seismic superimposed shear wall structure comprises a precast concrete plate (1), a cast-in-situ concrete layer (2), vertical steel bars (3) and horizontal steel bars (4); the precast concrete slab (1) is arranged between the bottom floor slab (5) and the top floor slab (6); the cast-in-situ concrete layer (2) is poured in a cavity between the inner side of the precast concrete board (1) and the inner surface of the formwork (19); the vertical steel bars (3) are arranged in the precast concrete slab (1) and the cast-in-situ concrete layer (2) respectively, and each group of vertical steel bars (3) is arranged at intervals along the transverse direction; the horizontal steel bars (4) are provided with a group and are hooped on the two groups of vertical steel bars (3) along the vertical interval; the method is characterized in that: the device also comprises a scissor stay (7), a reinforcing device (8), a positioning connecting piece (9), a reinforcing lap joint reinforcing steel bar (10) and a lower spiral stirrup (11); the scissor support (7) is X-shaped and is arranged in the precast concrete board (1) and close to the inner side surface of the precast concrete board (1); through holes (12) are respectively arranged on the two diagonal rods of the scissor brace (7) at intervals along the long axial direction of the corresponding diagonal rod; the through hole (12) is in a strip shape, and the long axial direction of the through hole (12) is consistent with the long axial direction of the diagonal rod; a positioning connecting piece (9) is arranged in the precast concrete slab (1); the positioning connecting pieces (9) are arranged in a matrix, and the positioning connecting pieces (9) pass through the through holes (12) at positions corresponding to the through holes (12); the positioning connecting piece (9) comprises a lower wing plate (9.1), an upper wing plate (9.2) and a web member (9.3); the lower wing plate (9.1) is pre-buried in the precast concrete plate (1) and is close to the outer side surface of the precast concrete plate (1); the upper wing plate (9.2) is poured in the cast-in-situ concrete layer (2), is close to the outer side surface of the cast-in-situ concrete layer (2) and is abutted against the inner surface of the template (19); the web member (9.3) is connected between the lower wing plate (9.1) and the upper wing plate (9.2), and an inner threaded hole (9.4) is formed in the upper wing plate end of the web member (9.3); the reinforcing devices (8) are arranged at the bottom of the cast-in-situ concrete layer (2) at intervals along the transverse direction, the lower parts of the reinforcing devices (8) are inserted into the bottom floor slab (5), and the upper parts of the reinforcing devices (8) are poured into the cast-in-situ concrete layer (2); the reinforced lap joint steel bars (10) are that the section size of the lap joint steel bars is partially/totally larger than the section size of the vertical steel bars (3) in the wall, the reinforced lap joint steel bars (10) are arranged on the inner sides of the two groups of vertical steel bars (3) respectively, and the reinforced lap joint steel bars (10) are arranged in one-to-one correspondence with the vertical steel bars (3); the lower end of the reinforced lap joint steel bar (10) stretches into the bottom floor slab (5) or the lower wall (13), and the upper end of the reinforced lap joint steel bar (10) stretches into the cast-in-situ concrete layer (2); the lower spiral stirrup (11) is provided with two groups, and is respectively hooped on the part of the reinforced lap joint steel bar (10) in the cast-in-situ concrete layer (2) and the corresponding vertical steel bar (3).
2. The anti-seismic superimposed shear wall structure of claim 1, wherein: when the bottom floor (5) is the bottommost floor, the reinforced lap reinforcement (10) is L-shaped, the horizontal section of the reinforced lap reinforcement (10) is buried in the bottommost floor, and the upper part of the reinforced lap reinforcement (10) is poured in the cast-in-situ concrete layer.
3. The anti-seismic superimposed shear wall structure of claim 1, wherein: when the bottom floor slab (5) is a middle floor slab and the upper ends of the vertical steel bars (3) in the lower wall body (13) do not exceed the top of the lower wall body (13), the upper ends of the reinforcing lap joint steel bars (10) extend into the cast-in-situ concrete layer (2), and the lower ends of the reinforcing lap joint steel bars (10) penetrate through the bottom floor slab (5) and extend into the lower wall body (13); the reinforced lap joint steel bars (10) are arranged in the lower wall (13) and are provided with upper spiral stirrups (14) on the corresponding vertical steel bars (3).
4. The anti-seismic superimposed shear wall structure of claim 1, wherein: when the bottom floor (5) is a middle floor and the upper ends of the vertical steel bars (3) in the lower wall (13) exceed the top of the lower wall (13), the reinforced lap joint steel bars (10) are formed by bending the parts, exceeding the top of the lower wall (13), of the vertical steel bars (3) of the lower wall (13).
5. The anti-seismic superimposed shear wall structure of claim 1, wherein: a first threaded hole (15) is formed in the middle of the plate surface of the lower wing plate (9.1); a second threaded hole (16) is formed in the middle of the plate surface of the upper wing plate (9.2); external threads are respectively arranged at two ends of the web member (9.3), and the web member (9.3) is respectively in threaded connection with the lower wing plate (9.1) and the upper wing plate (9.2).
6. The anti-seismic superimposed shear wall structure of claim 1, wherein: the reinforcing device (8) is X-shaped and is formed by vertically welding two identical steel bars in the middle; the horizontal section of the steel bar is rectangular or circular, the area of the horizontal section of the steel bar is not smaller than the area of the section of the largest steel bar in the vertical steel bar (3) in the wall, and the length of the steel bar is not smaller than 20cm.
7. The anti-seismic superimposed shear wall structure of claim 1, wherein: the reinforcing device (8) is a rectangular steel plate, the thickness of the rectangular steel plate is not smaller than the diameter of the largest reinforcing steel bar in the vertical reinforcing steel bar (3), the length of the short side of the vertical section of the rectangular steel plate is not smaller than 15cm, and the outer surface of the rectangular steel plate is a rough surface.
8. A method of constructing an earthquake-resistant composite shear wall structure as claimed in any one of claims 1 to 7, comprising the steps of:
step one, manufacturing a reinforcing device (8), an upper spiral stirrup (14), a scissor brace (7) and a lower spiral stirrup (11);
step two, binding a precast concrete slab (1) and vertical steel bars (3), horizontal steel bars (4), upper spiral stirrups (14), lower spiral stirrups (11), positioning connecting pieces (9) and a scissor brace (7) in a cast-in-situ concrete layer (2) in a factory, and then pouring the precast concrete slab (1) and assembling a template (19); finally, the whole is transported to a construction site;
thirdly, constructing a reinforced lap joint steel bar (10);
step four, constructing a reinforcing device (8): when the bottom floor slab (5) is poured, embedding a reinforcing device (8) in the bottom floor slab (5) at a cast-in-situ concrete layer (2) to be poured, wherein the embedded depth is 1/2 of the vertical height of the reinforcing device (8);
hoisting the precast concrete wallboard to a designated position;
and step six, pouring a cast-in-situ concrete layer (2) until the construction is finished.
9. The construction method of the earthquake-resistant superimposed shear wall structure according to claim 8, wherein: an upper spiral stirrup (14) and a lower spiral stirrup (11) which are connected with the vertical steel bars (3) in the precast concrete board (1) are pre-buried in the precast concrete board (1), one ends of the upper spiral stirrup (14) and the lower spiral stirrup (11) are sleeved on the corresponding vertical steel bars (3), and the other ends of the upper spiral stirrup and the lower spiral stirrup (11) exceed the inner side surface of the precast concrete board (1).
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