CN218622790U - Antidetonation coincide wall - Google Patents

Abstract

An anti-seismic superposed wall comprises a precast concrete slab, a cast-in-place concrete layer, vertical steel bars, wall stirrups, reinforcing devices, reinforcing lap steel bars and lower spiral stirrups; two groups of vertical steel bars are respectively arranged in the precast concrete plate and the cast-in-place concrete layer; the positioning connecting pieces are arranged in a matrix shape, the front ends of the positioning connecting pieces are embedded in the precast concrete plate, and the rear ends of the positioning connecting pieces are poured in a cast-in-place concrete layer; the reinforcing devices are arranged at the bottom of the cast-in-place concrete layer at intervals along the transverse direction, and the lower parts of the reinforcing devices are inserted into a bottom floor slab; the reinforced lap joint steel bars and the vertical steel bars are arranged in a one-to-one correspondence manner; two groups of lower spiral stirrups are respectively hooped on the parts of the reinforced lapped reinforcing steel bars in the cast-in-place concrete layer and the corresponding vertical reinforcing steel bars. The utility model provides a bracing take place warpage easily among the traditional assembled shear force wall, wall body anti-seismic performance lower and the lower technical problem that passes power effect is more weak between the upper and lower range upon range of composite shear force wall.

Description

Antidetonation coincide wall

Technical Field

The utility model belongs to the technical field of building engineering, especially an antidetonation coincide wall.

Background

In recent years, the assembled shear wall is one of important components in the assembled building, and the assembled shear wall structure comprises a whole or partial prefabricated shear wall structure, an assembled integral double-faced superposed concrete shear wall structure, an assembled combined anti-seismic superposed wall, a prefabricated assembled shear wall and other forms. The assembled shear wall is the weakest part of the horizontal abutted seam under the action of an earthquake, the horizontal abutted seam is firstly opened under the action of horizontal load to form a through main crack, the plastic deformation of reinforcing steel bars and concrete in the wall body is concentrated near the abutted seam, if the horizontal abutted seam of the shear wall is large in crack width and easy to slip, the deformation of the reinforcing steel bars and the concrete hardly meets the requirement.

The common method for assembling the fabricated shear wall on a construction site comprises the following steps: grouting sleeve connection, slurry anchor lap joint connection, welding connection and the like; when the assembled integral double-sided laminated concrete shear wall structure, the assembled combined anti-seismic laminated wall and the prefabricated assembled shear wall are connected in a slurry anchor lap joint mode, the distance between the longitudinal ribs and the lap joint longitudinal ribs in the upper layer shear wall is large, and the two corresponding longitudinal ribs have no constraint effect, so that the force transmission effect between the upper layer laminated shear wall and the lower layer laminated shear wall is relatively weak. At present, a plurality of methods are available for improving the seismic energy dissipation capacity of an assembled shear wall, wherein a method for adding an inclined strut in the shear wall is a common method, but after a traditional inclined strut is added into the shear wall, under the action of an earthquake, the inclined strut is bonded and fixed with concrete, and the inclined strut can only deform together with the concrete, so that the energy dissipation capacity of the inclined strut is greatly reduced, the connection between the inclined strut and the concrete is not restricted in the horizontal direction, the inclined strut in the wall is easy to warp and deform under the action of the earthquake, and the concrete and the inclined strut are stripped and damaged, so that the seismic performance of the wall is reduced.

In view of the above, it would be desirable to improve upon or solve the problems encountered with the assembly type structures at the present time.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing an antidetonation coincide wall, solve and adopt in the traditional assembled shear force wall that the bracing takes place warpage very easily, the anti-seismic performance of wall body is lower and the relative weaker technical problem of biography power effect between the range upon range of shear force wall from top to bottom.

In order to achieve the above purpose, the utility model adopts the following technical scheme.

An anti-seismic superposed wall comprises a precast concrete slab, a cast-in-place concrete layer, vertical steel bars and wall stirrups; the precast concrete plate is arranged between the bottom floor slab and the top floor slab; the cast-in-place concrete layer is poured on the rear side of the precast concrete plate; two groups of vertical steel bars are respectively arranged in the precast concrete plate and the cast-in-place concrete layer, and each group of vertical steel bars are arranged at intervals along the transverse direction; one group of wall stirrups is hooped on the two groups of vertical steel bars at intervals along the vertical direction; the steel wire rope further comprises a reinforcing device, reinforcing lap steel bars and lower spiral stirrups; a positioning connecting piece is arranged in the precast concrete plate; the positioning connecting pieces are arranged in a matrix shape, the front ends of the positioning connecting pieces are embedded in the precast concrete plates, and the rear ends of the positioning connecting pieces are poured in the cast-in-place concrete layer; the reinforcing devices are arranged at the bottom of the cast-in-place 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 in the cast-in-place concrete layer; two groups of reinforced lapping reinforcing steel bars are respectively arranged at the inner sides of the two groups of vertical reinforcing steel bars, and the reinforced lapping reinforcing steel bars and the vertical reinforcing steel bars are arranged in a one-to-one correspondence manner; the lower ends of the reinforced lap-joint reinforcing steel bars extend into a bottom floor slab or a lower-layer wall body, and the upper ends of the reinforced lap-joint reinforcing steel bars extend into a cast-in-place concrete layer; and two groups of lower spiral stirrups are respectively hooped at the positions of the reinforced lapped reinforcing steel bars in the cast-in-place concrete layer and the corresponding vertical reinforcing steel bars.

Preferably, the positioning connecting piece comprises a front wing plate, a rear wing plate and a web member; the front wing plate is pre-embedded in the precast concrete plate and is close to the front side position of the precast concrete plate; the rear wing plate is poured in the cast-in-place concrete layer and is close to the rear side position of the cast-in-place concrete layer; the web member is connected between the front wing plate and the rear wing plate.

Preferably, the device also comprises a cross brace; the cross supports are in an X shape and are arranged in the precast concrete plates and close to the rear side surfaces of the precast concrete plates; through holes are respectively arranged on the two inclined rods of the scissor support at intervals along the long axial direction of the corresponding inclined rods; the through hole is in a strip shape, and the long axis direction of the through hole is consistent with that of the inclined rod; the positioning connecting piece penetrates through the through hole at the position corresponding to the through hole.

Preferably, when the bottom floor slab is the bottommost floor slab, the reinforcing lapped reinforcing steel bars are in an L shape, the horizontal sections of the reinforcing lapped reinforcing steel bars are embedded in the bottommost floor slab, and the upper portions of the reinforcing lapped reinforcing steel bars are poured in a cast-in-place 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 steel bars extend into the cast-in-place concrete layer, and the lower ends of the reinforced lap steel bars penetrate through the bottom floor slab and extend into the lower wall body; and the part of the reinforced lapped reinforcing steel bar in the lower-layer wall body and the corresponding vertical reinforcing steel bar are hooped with an upper spiral stirrup.

Preferably, when the bottom floor slab is the intermediate floor slab and the upper end of the vertical steel bar in the lower wall body exceeds the top of the lower wall body, the reinforced lap joint steel bar is formed at the position where the vertical steel bar of the lower wall body exceeds the top of the lower wall body.

Preferably, a first threaded hole is formed in the middle of the plate surface of the front wing plate; a second threaded hole is formed in the middle of the plate surface of the rear wing plate; external threads are respectively arranged at two ends of the web member; the front wing plate and the rear wing plate are connected by the web member, and the rear end face of the web member is flush with the rear side face of the rear wing plate; the rear end surface of the web member is provided with an internal thread hole.

Preferably, the reinforcing device is X-shaped and is formed by vertically welding two same 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 less than the cross-sectional area of the vertical steel bar with the largest diameter in the two groups of vertical steel bars, and the length of the steel bar is not less than 20cm.

Preferably, the reinforcing device is a rectangular steel plate, the thickness of the rectangular steel plate is not less than the diameter of the vertical reinforcing steel bar, the length of the short side of the vertical tangent plane of the rectangular steel plate is not less than 15cm, and the outer surface of the rectangular steel plate is a rough surface.

Compared with the prior art, the utility model has the following characteristics and beneficial effect.

1. The reinforcing device in the anti-seismic superposed wall of the utility model can resist the horizontal external load applied to the wall body together with the reinforcing steel bars in the wall body, thereby improving the anti-seismic performance of the wall body; in addition, the reinforcing device can slow down the 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 utility model discloses set up reinforcing overlap joint reinforcing bar in the bottom of coincide shear wall structure, can make the shear wall structure shift up in the plasticity hinge region in the wall body under the horizontal load effect through increasing the cross sectional area of bottom overlap joint reinforcing bar in the overlap joint region, thereby make reinforcing bar and concrete of horizontal piece still can keep elasticity under rare earthquake, reach the effect that improves the shock resistance of coincide shear wall; and simultaneously, the utility model discloses increase down spiral stirrup and last spiral stirrup and can improve the connection performance between reinforcing bar and the concrete in the overlap joint within range of vertical reinforcing bar and reinforcing overlap joint reinforcing bar to the spiral stirrup can play certain constraint effect to the reinforcing overlap joint reinforcing bar in the overlap joint region, and then improves the biography power effect between the upper and lower two-layer composite shear wall.

3. The cross bracing application provided by the utility model is pre-embedded in the precast concrete plate in advance in a factory, and the site installation is not needed, thereby facilitating the site construction; moreover, the through hole for the positioning connecting piece to pass through is reserved on the cross brace provided by the utility model, and the through hole is long-strip-shaped, so that the cross brace can move back and forth along the direction of the through hole relative to the concrete under the action of an earthquake, and the energy consumption capability of the wall body is improved; in addition, the positioning connecting piece penetrates through the through hole of the bridging can generate corresponding constraint action between the concrete and the bridging, so that the bridging cannot be deformed and warped under the action of the earthquake force to cause the stripping damage of the concrete and the bridging, and the earthquake resistance of the wall body is greatly improved.

Drawings

The present invention will be described in further detail with reference to the accompanying drawings.

Fig. 1 is the utility model discloses in when the bottom floor is the bottom floor, the positive structure sketch map of antidetonation coincide wall.

Fig. 2 is a side view of the structure of fig. 1.

Fig. 3 is the utility model discloses in be the intermediate level floor when the bottom floor to vertical reinforcement upper end in the lower floor's wall body surpasss the top of lower floor's wall body, strengthens when the device is formed by two rod iron welding simultaneously, the positive structure schematic diagram of antidetonation coincide wall.

Fig. 4 is a side view of the structure of fig. 3.

Fig. 5 is the utility model discloses in be the intermediate level floor when the bottom floor to vertical reinforcement upper end in the lower floor's wall body does not surpass the top of lower floor's wall body, when strengthening the device simultaneously and being X-shaped, the positive structure schematic diagram of antidetonation coincide wall.

Fig. 6 is a side view of the structure of fig. 5.

Fig. 7 is the utility model discloses in be the intermediate level floor when the bottom floor to vertical reinforcement upper end in the lower floor's wall body surpasss the top of lower floor's wall body, when strengthening the device simultaneously and being the rectangle steel sheet, the positive structure schematic diagram of antidetonation coincide wall.

Fig. 8 is a side view of the structure of fig. 7.

Fig. 9 is the utility model discloses in be the intermediate level floor when the bottom floor to vertical reinforcement upper end in the wall body of lower floor does not surpass the top of lower floor's wall body, when strengthening the device simultaneously and being the rectangle steel sheet, the positive structure schematic diagram of antidetonation coincide wall.

Fig. 10 is a side view of the structure of fig. 9.

Fig. 11 is a schematic view illustrating a structure in which the cross-braces of the present invention are disposed in the precast concrete slab.

Fig. 12 isbase:Sub>A schematic sectional view ofbase:Sub>A-base:Sub>A in fig. 11.

Fig. 13 is a schematic structural diagram of a cross brace in the present invention.

Fig. 14 is a schematic structural view of the positioning connector of the present invention.

Fig. 15 is a schematic structural view of a front wing plate of the present invention.

Fig. 16 is a schematic structural view of the middle web member of the present invention.

Fig. 17 is a schematic structural view of the rear wing plate of the present invention.

Fig. 18 is the utility model discloses well antidetonation coincide wall is connected with bottom floor, top floor's structural schematic.

Reference numerals: 1-precast concrete slab, 2-cast-in-place concrete layer, 3-vertical steel bar, 4-wall stirrup, 5-bottom floor slab, 6-top floor slab, 7-cross brace, 8-reinforcing device, 9-positioning connecting piece, 9.1-front wing plate, 9.2-rear wing plate, 9.3-web member, 10-reinforcing lap steel bar, 11-lower spiral stirrup, 12-through hole, 13-lower wall body, 14-upper spiral stirrup, 15-first threaded hole, 16-second threaded hole, 17-tie bar, 18-encrypted stirrup and 19-internal threaded hole.

Detailed Description

As shown in fig. 1-18, the earthquake-resistant superimposed wall comprises a precast concrete slab 1, a cast-in-place concrete layer 2, vertical steel bars 3 and wall stirrups 4; the precast concrete plate 1 is arranged between a bottom floor slab 5 and a top floor slab 6; the cast-in-place concrete layer 2 is poured on the rear side of the precast concrete plate 1; two groups of vertical steel bars 3 are respectively arranged in the precast concrete plate 1 and the cast-in-place concrete layer 2, and each group of vertical steel bars 3 are transversely arranged at intervals; one group of the wall stirrups 4 is hooped on the two groups of the vertical steel bars 3 at intervals along the vertical direction; the steel wire rope further comprises a reinforcing device 8, reinforcing lap steel bars 10 and lower spiral stirrups 11; a positioning connecting piece 9 is arranged in the precast concrete plate 1; the front end of the positioning connecting piece 9 is embedded in the precast concrete plate 1, and the rear end of the positioning connecting piece 9 is poured in the cast-in-place concrete layer 2; the reinforcing devices 8 are arranged at the bottom of the cast-in-place 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 in the cast-in-place concrete layer 2; two groups of the reinforced lapping reinforcing steel bars 10 are respectively arranged at the inner sides of the two groups of the vertical reinforcing steel bars 3, and the reinforced lapping reinforcing steel bars 10 are arranged corresponding to the vertical reinforcing steel bars 3 one by one; the lower ends of the reinforced lap bars 10 extend into the bottom floor 5 or the lower-layer wall 13, and the upper ends of the reinforced lap bars 10 extend into the cast-in-place concrete layer 2; two groups of lower spiral stirrups 11 are respectively hooped on the part of the reinforced lapped reinforcing steel bars 10 in the cast-in-place concrete layer 2 and the corresponding vertical reinforcing steel bars 3.

In the embodiment, one side close to the long axis of the anti-seismic superposed wall is the inner side, and the other side far away from the long axis of the anti-seismic superposed wall is the outer side; the anti-seismic composite wall below the bottom floor slab 5 is a lower-layer wall body.

In this embodiment, the positioning connector 9 includes a front wing plate 9.1, a rear wing plate 9.2 and a web member 9.3; the front wing plate 9.1 is pre-buried in the precast concrete plate 1 at a position close to the front side surface of the precast concrete plate 1; the rear wing plate 9.2 is poured in the cast-in-place concrete layer 2 and is close to the rear side position of the cast-in-place concrete layer 2; the web member 9.3 connects the front wing plate 9.1 with the rear wing plate 9.2, and the rear end surface of the web member 9.3 is flush with the rear side surface of the rear wing plate 9.2; the rear end surface of the web member 9.3 is provided with an internal threaded hole 19; the bolt is screwed in the internal threaded hole 19 for connecting with the template of the cast-in-place concrete layer 2.

In this embodiment, the device further comprises a cross brace 7; the scissor supports 7 are X-shaped and are arranged in the precast concrete plate 1 and close to the rear side face of the precast concrete plate 1; through holes 12 are respectively arranged on the two inclined rods of the scissor support 7 at intervals along the long axial direction of the corresponding inclined rods; the through hole 12 is long, and the long axial direction of the through hole 12 is consistent with the long axial direction of the inclined rod; the positioning connection 9 passes through the through hole 12 at a position corresponding to the through hole 12.

In this embodiment, when the bottom floor 5 is a bottom floor, the reinforcing overlapping steel bars 10 are L-shaped, the horizontal sections of the reinforcing overlapping steel bars 10 are embedded in the bottom floor, and the upper portions of the reinforcing overlapping steel bars 10 are poured in a cast-in-place concrete layer.

In this embodiment, when the bottom floor 5 is a middle floor, that is, a non-bottommost floor and a non-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 reinforcing lap steel bars 10 extend into the cast-in-place concrete layer 2, and the lower ends of the reinforcing lap steel bars 10 extend into the lower wall 13 through the bottom floor 5; the part of the reinforced lapping reinforcing steel bar 10 in the lower layer wall body 13 and the corresponding vertical reinforcing steel bar 3 are hooped with an upper spiral stirrup 14.

Of course, in other embodiments, when the bottom floor 5 is a middle floor, i.e. not the bottom floor and the top floor, and the upper ends of the vertical reinforcing bars 3 in the lower wall 13 exceed the top of the lower wall 13, the reinforced lap bars 10 are formed at the positions where the vertical reinforcing bars 3 of the lower wall 13 exceed the top of the lower wall 13.

In this embodiment, a first threaded hole 15 is formed in the middle of the front wing plate 9.1; a second threaded hole 16 is formed in the middle of the plate surface of the rear wing plate 9.2; and the two ends of the web member 9.3 are respectively provided with an external thread, and the web member 9.3 is respectively in threaded connection with the front wing plate 9.1 and the rear 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 area of the horizontal section of the steel bar is not less than the cross-sectional area of the vertical steel bar 3 with the largest diameter in the two groups of vertical steel bars 3, and the length of the steel bar is not less 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 vertical steel bar 3, the length of the short side of the vertical tangent 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 overlap joint reinforcing bars 10 is greater than the diameter of the vertical reinforcing bars 3 in the corresponding wall body, and the effect is that the cross-sectional area of the reinforcing overlap joint reinforcing bars 10 in the overlap joint region is increased to enable the plastic hinge region in the shear wall body to move upwards under the action of horizontal load, so that the reinforcing bars and the concrete at the horizontal abutted seam can still keep elasticity under rare earthquakes.

When the reinforcing overlap joint reinforcing steel bars 10 are formed by the parts of the upper parts of the lower-layer vertical reinforcing steel bars exceeding the top surface of the lower-layer wall body 13, the diameter of the parts of the lower-layer vertical reinforcing steel bars exceeding the top of the lower-layer wall body 13 is larger than that of the parts of the lower-layer vertical reinforcing steel bars in the lower-layer wall body 13.

In this embodiment, the distribution of the positioning connecting members 9 in the precast concrete slab 1 should be reasonably distributed according to the used formwork and the actual stress condition thereof, for example, when an aluminum formwork is used, the distribution and the number of the positioning connecting members 9 may be consistent with the position and the number of the split bolts in the cast-in-place shear wall; the materials and the sizes of the web member 9.3, the front wing plate 9.1 and the rear wing plate 9.2 of the positioning connecting piece 9 can be different according to the stress condition of the positioning connecting piece 9, and different materials and sizes can be selected to respectively manufacture the web member 9.3, the front wing plate 9.1 and the rear wing plate 9.2; the method comprises the following steps: the utility model provides a positioning connection 9's main atress part is web member 9.3, the effect of main tension, can make web member 9.3's part with better steel of tensile properties or other materials, and front wing board 9.1 among this positioning connection 9 and back pterygoid lamina 9.2 atress for web member 9.3 is little a little less, consequently can choose other materials that intensity/cost are lower for use, for example aluminium or other low-cost can reach the corrosion-resistant material etc. of required intensity, processing and application method through above mode optimization positioning connection 9 come reduce cost, improve the price/performance ratio.

In this embodiment, the width of the through hole 12 is larger than the diameter of the web member 9.3, so that the positioning connection member 9 and the bridging member 12 are not affected by each other during installation; the through holes 12 are oval as shown in fig. 13, the web members 9.3 of the positioning connecting pieces 9 penetrate through the through holes 12 of the cross braces 7, and after the cast-in-place concrete layer 2 is poured, a certain constraint effect is generated between the cross braces 7 and the concrete of the cast-in-place concrete layer 2, so that the cross braces 7 cannot be warped and deformed under the action of an earthquake force. In addition, the cross braces 7 and the concrete can move relatively along the direction of the through holes 12 under the action of seismic force, and therefore the energy consumption capacity of the cross braces 7 and the seismic performance of the wall are improved.

In this embodiment, tie bars 17 are arranged between the corresponding vertical steel bars 3 in the precast concrete slab 1 and the cast-in-place concrete layer 2 at vertical intervals.

In the embodiment, the two sides of the precast concrete slab 1 are respectively provided with the encrypted stirrups 18 at intervals along the vertical direction; the encrypted stirrups 18 are alternately hooped between the transversely adjacent vertical reinforcing steel bars 3.

In this embodiment, the lower spiral stirrup 11 connected to the vertical steel bar 3 in the precast concrete slab 1 is embedded in the precast concrete slab 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 rear side surface of the precast concrete slab 1.

In this embodiment, the upper spiral stirrup 14 and the lower spiral stirrup 11 are formed by the steel bars wound around a fixed circumference in a rotating manner, the upper spiral stirrup 14 and the lower spiral stirrup 11 which are positioned on one side of the precast concrete slab 1 are connected together in a factory by means of welding or wire binding connection of the manufactured spiral stirrups and the vertical steel bars 3 of the precast concrete slab 1.

In the embodiment, the size of the steel plates of the scissor supports 7 and the opening positions of the through holes 12 are designed in advance, the required scissor supports 7 are processed in a factory in a cutting and drilling mode and the like, then the scissor supports 7 are installed in the precast concrete plates 1 in the steel bar binding process of the precast concrete plates 1, when the positioning connecting piece 9 is added, the web members 9.3 of the positioning connecting piece 9 can firstly penetrate through the through holes 12 by the positioning connecting piece 9 which needs to penetrate through the through holes 12, and then the front wing plate and the rear wing plate of the positioning connecting piece 9 are fastened through threads; finally, the front 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, which are intended to illustrate, but not limit the scope of the present invention, and all applications derived from the simple changes of the present invention fall within the scope of the present invention.

Claims (9)

1. An anti-seismic superposed wall comprises a precast concrete slab (1), a cast-in-place concrete layer (2), vertical steel bars (3) and wall stirrups (4); the precast concrete plate (1) is arranged between the bottom floor (5) and the top floor (6); the cast-in-place concrete layer (2) is poured on the rear side of the precast concrete plate (1); two groups of vertical steel bars (3) are respectively arranged in the precast concrete plate (1) and the cast-in-place concrete layer (2), and each group of vertical steel bars (3) are arranged at intervals along the transverse direction; one group of wall stirrups (4) is hooped on the two groups of vertical steel bars (3) at intervals along the vertical direction; the method is characterized in that: the steel wire rope further comprises a reinforcing device (8), reinforcing lap joint steel bars (10) and lower spiral stirrups (11); a positioning connecting piece (9) is arranged in the precast concrete plate (1); the positioning connecting pieces (9) are arranged in a matrix shape, the front ends of the positioning connecting pieces (9) are embedded in the precast concrete plates (1), and the rear ends of the positioning connecting pieces (9) are poured in the cast-in-place concrete layer (2); the reinforcing devices (8) are arranged at the bottom of the cast-in-place 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 in the cast-in-place concrete layer (2); two groups of reinforced lapping reinforcing steel bars (10) are respectively arranged at the inner sides of the two groups of vertical reinforcing steel bars (3), and the reinforced lapping reinforcing steel bars (10) are arranged in one-to-one correspondence with the vertical reinforcing steel bars (3); the lower ends of the reinforced lap bars (10) extend into the bottom floor (5) or the lower-layer wall (13), and the upper ends of the reinforced lap bars (10) extend into the cast-in-place concrete layer (2); two groups of lower spiral stirrups (11) are respectively hooped on the part of the reinforced lapped reinforcing steel bars (10) in the cast-in-place concrete layer (2) and the corresponding vertical reinforcing steel bars (3).

2. An earthquake-resistant laminated wall according to claim 1, wherein: the positioning connecting piece (9) comprises a front wing plate (9.1), a rear wing plate (9.2) and a web member (9.3); the front wing plate (9.1) is pre-buried in the precast concrete plate (1) and is close to the front side position of the precast concrete plate (1); the rear wing plate (9.2) is poured in the cast-in-place concrete layer (2) at a position close to the rear side surface of the cast-in-place concrete layer (2); the web member (9.3) connects the front wing plate (9.1) with the rear wing plate (9.2), and the rear end face of the web member (9.3) is flush with the rear side face of the rear wing plate (9.2); the rear end surface of the web member (9.3) is provided with an internal threaded hole (19).

3. An earthquake-resistant laminated wall according to claim 1, wherein: also comprises a scissor support (7); the scissor supports (7) are X-shaped and are arranged in the precast concrete plate (1) and close to the rear side face of the precast concrete plate (1); through holes (12) are respectively arranged on the two inclined rods of the cross brace (7) at intervals along the long axial direction of the corresponding inclined rods; the through hole (12) is long-strip-shaped, and the long axial direction of the through hole (12) is consistent with the long axial direction of the inclined rod; the positioning connecting piece (9) penetrates through the through hole (12) at the position corresponding to the through hole (12).

4. An earthquake-resistant laminated wall according to claim 1, wherein: when the bottom floor (5) is the bottommost floor, the reinforced lapped reinforcing steel bars (10) are L-shaped, the horizontal sections of the reinforced lapped reinforcing steel bars (10) are embedded in the bottommost floor, and the upper parts of the reinforced lapped reinforcing steel bars (10) are poured in a cast-in-place concrete layer.

5. An earthquake-resistant laminated wall according to claim 1, wherein: when the bottom floor (5) is a middle-layer floor and the upper ends of the vertical steel bars (3) in the lower-layer wall (13) do not exceed the top of the lower-layer wall (13), the upper ends of the reinforced lap-joint steel bars (10) extend into the cast-in-place concrete layer (2), and the lower ends of the reinforced lap-joint steel bars (10) penetrate through the bottom floor (5) and extend into the lower-layer wall (13); the reinforced lap joint reinforcing steel bars (10) are positioned in the lower-layer wall body (13) and are hooped with the corresponding vertical reinforcing steel bars (3) to form upper spiral hooping (14).

6. An earthquake-resistant laminated wall according to 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-layer wall (13) exceed the top of the lower-layer wall (13), the reinforcing lap steel bars (10) are formed at positions, exceeding the top of the lower-layer wall (13), of the vertical steel bars (3) of the lower-layer wall (13).

7. An earthquake-resistant laminated wall according to claim 2, wherein: a first threaded hole (15) is formed in the middle of the plate surface of the front wing plate (9.1); a second threaded hole (16) is formed in the middle of the plate surface of the rear wing plate (9.2); and the two ends of the web member (9.3) are respectively provided with an external thread, and the web member (9.3) is in threaded connection with the front wing plate (9.1) and the rear wing plate (9.2) respectively.

8. An earthquake-resistant laminated wall according to claim 1, wherein: the reinforcing device (8) is X-shaped and is formed by vertically welding two same 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 vertical steel bar (3) with the largest diameter in the two groups of vertical steel bars (3), and the length of the steel bar is not smaller than 20cm.

9. An earthquake-resistant laminated wall according to claim 1, wherein: the reinforcing device (8) is a rectangular steel plate, the thickness of the rectangular steel plate is not less than the diameter of the vertical steel bar (3), the length of the short side of the vertical tangent plane of the rectangular steel plate is not less than 15cm, and the outer surface of the rectangular steel plate is a rough surface.

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