CN115095051A - Assembled anti-seismic superposed wall and construction method thereof - Google Patents

Abstract

The invention relates to the field of prefabricated buildings, and discloses a prefabricated anti-seismic composite wall and a construction method thereof. The prefabricated anti-seismic composite wall comprises upper distribution steel bars, lower distribution steel bars, a prefabricated concrete layer, a template and several positioning connectors, The upper distribution reinforcement and the lower distribution reinforcement are connected by tie reinforcement and/or truss reinforcement to form a reinforcement cage; the positioning connection includes the upper flange plate, the lower flange plate and the abdominal connection vertically connected between the two. The flange plate is provided with a number of threaded holes for installing fastening bolts, and the length of the threaded holes is less than the thickness of the upper flange plate; the abdominal connecting piece penetrates the reinforcement cage, and the upper flange plate and the lower flange plate protrude out of the reinforcement cage. The distribution reinforcement, the lower flange plate, the lower hooks of the tie reinforcement and the lower reinforcement of the truss reinforcement are all pre-buried in the precast concrete layer; the fastening bolts pass through the through holes of the template to connect with the upper flange plate to form a post-casting structure. The cavity for pouring concrete effectively reduces the cost of manufacturing and construction and installation.

Description

A prefabricated anti-seismic composite wall and its construction method

technical field

The invention relates to the technical field of prefabricated buildings, and more particularly, to a prefabricated anti-seismic composite wall. In addition, the present invention also relates to a construction method comprising the above-mentioned prefabricated anti-seismic composite wall.

Background technique

Prefabricated buildings, especially double-sided superimposed shear walls, have developed rapidly due to their advantages of high efficiency, environmental protection, safety and energy saving, and have broad application prospects.

In the prior art, the double-sided superimposed shear wall is made by superimposing two sheets of prefabricated wall panels, which requires large-scale production equipment such as a placing machine, a vibrating mold table and a reverse mold table, and the equipment cost is relatively high; The thickness of one-page prefabricated wall panels should not be less than 50mm, so the thickness of two-page prefabricated wall panels can reach 100mm, and the self-weight is relatively large. It is difficult for small transport vehicles and small tower cranes to meet the needs. Large transport vehicles and large spreaders need to be prepared for transportation and lifting. higher cost.

To sum up, how to reduce the manufacturing and construction and installation costs of prefabricated buildings is an urgent problem to be solved by those skilled in the art at present.

SUMMARY OF THE INVENTION

In view of this, the purpose of the present invention is to provide a prefabricated anti-seismic composite wall, which does not require large-scale production equipment such as reversing mold tables, and can be transported and hoisted by small transport vehicles and small tower cranes, effectively reducing manufacturing and construction. installation cost.

In addition, the present invention also provides a construction method for the above-mentioned prefabricated anti-seismic composite wall.

In order to achieve the above object, the present invention provides the following technical solutions:

A prefabricated anti-seismic composite wall comprises upper distribution steel bars, lower distribution steel bars, prefabricated concrete layers, formwork and several I-shaped positioning connectors, the upper distribution steel bars and the lower distribution steel bars pass through the tie bars and/or truss rebar connections to form rebar cages;

The positioning connector includes an upper flange plate, a lower flange plate, and a belly connector vertically connected between the upper flange plate and the lower flange plate, and the upper flange plate is provided with several Threaded holes for installing fastening bolts, the length of the threaded holes is less than the thickness of the upper flange plate;

The abdominal connector penetrates the reinforcement cage, the upper flange plate and the lower flange plate both extend out of the reinforcement cage, and the lower layer distributes reinforcement bars, the lower flange plate, and the tie The lower hooks of the bars and the lower bars of the truss bars are pre-buried in the precast concrete layer;

The fastening bolts pass through the through holes of the formwork and are connected to the upper flange plate to form a cavity between the formwork and the precast concrete layer for post-casting concrete.

Preferably, the abdominal connector includes a web and a web.

Preferably, the tie bars are connected with the upper distribution steel bar and the lower layer distribution steel bars by binding or welding, and the tie bars are distributed in a plum blossom shape.

Preferably, the truss steel bar includes at least one upper-layer steel bar and at least two lower-layer steel bars, and the upper-layer steel bar and the lower-layer steel bar are sequentially formed by welding steel wires, steel bars or steel strands to form an N-shaped structure or an M-shaped structure. type structure;

The upper-layer steel bars and the upper-layer distribution steel bars are bonded and connected by binding or welding; the lower-layer steel bars and the lower-layer distribution steel bars are bonded and connected by binding or welding, and the lower-layer steel bars are pre-buried in the in precast concrete.

Preferably, the formwork includes wood formwork, steel formwork, plastic formwork, aluminum alloy formwork, PVC skinned foam board and fiber-reinforced composite board.

Preferably, it also includes a thermal insulation layer, the thermal insulation layer is arranged between the template and the upper distribution steel bars, and there is a gap between the thermal insulation layer and the template and the upper distribution steel bars.

A construction method for the prefabricated anti-seismic composite wall described in any of the above, comprising:

Use tie bars and/or truss bars to connect upper distribution bars and lower distribution bars to form reinforcement cages;

A plurality of positioning connectors are arranged in the reinforcing bar cage, and the upper flange plate of the positioning connector and the lower flange plate of the positioning connector both extend out of the reinforcing bar cage;

pouring a precast concrete layer, and pre-embedding the lower distribution steel bars, the lower flange plates, the lower hooks of the tie bars and/or the lower reinforcement bars of the truss steel bars in the precast concrete layer;

A formwork is placed outside the upper flange plate, and the formwork and the upper flange plate are connected by fastening bolts to complete the assembly of the prefabricated wall;

transporting and hoisting the prefabricated wall to the construction position, connecting the prefabricated wall and edge members, and pouring concrete after pouring;

After the post-cast concrete reaches the preset strength, the fastening bolts and the template are removed, and the threaded holes of the positioning connector are filled with grout.

Preferably, the web rod of the positioning connector is located at the intersection of the reinforcement bars of the reinforcement cage, and the web rod is bound or welded to the reinforcement cage;

The web of the positioning connecting piece is provided with horizontal reinforcement holes, so that part of the horizontal reinforcement bars of the reinforcement cage can be inserted into the horizontal reinforcement holes.

During the construction of the prefabricated anti-seismic composite wall provided by the present invention, firstly, tie bars and/or truss bars are used to connect the upper distribution steel bars and the lower distribution steel bars to form a reinforcement cage; The upper flange plate and the lower flange plate of the connector both extend out of the reinforcement cage; then the precast concrete layer is poured, and the lower hooks of the tie bars, the lower distribution reinforcement, the lower flange plate and the lower reinforcement of the truss reinforcement are all pre-buried In the prefabricated concrete layer; place the formwork outside the upper flange plate, and use the fastening bolts to connect the formwork and the upper flange plate to complete the assembly of the prefabricated wall in the factory; after the prefabricated wall is transported and hoisted in place, pour concrete after pouring ; After the post-cast concrete reaches the preset strength, remove the fastening bolts and formwork, and fill the threaded holes of the positioning connector.

The precast concrete layer, the reinforcement cage and the formwork are tied together by positioning connectors in the factory, and then the concrete is poured in the cavity between the precast concrete layer and the formwork at the construction site. Compared with the existing double-sided laminated shears Force wall, no need to reverse large equipment such as mold table during prefabrication in the factory, saving a lot of equipment costs;

At the same time, the prefabricated wall is a cavity, which is not poured and then poured with concrete, and only one side is a prefabricated concrete layer, and the other side is a light formwork, which is beneficial to reduce the self-weight of the prefabricated wall, so that the prefabricated wall can be used. Small transport vehicles and small tower cranes are used for transportation and hoisting, effectively reducing transportation and hoisting costs.

Therefore, the prefabricated anti-seismic composite wall provided by the present invention greatly reduces the manufacturing and construction and installation costs of the prefabricated building.

In addition, the present invention also provides a construction method for the above-mentioned prefabricated anti-seismic composite wall.

Description of drawings

In order to explain the embodiments of the present invention or the technical solutions in the prior art more clearly, the following briefly introduces the accompanying drawings that need to be used in the description of the embodiments or the prior art. Obviously, the accompanying drawings in the following description are only It is an embodiment of the present invention. For those of ordinary skill in the art, other drawings can also be obtained according to the provided drawings without creative work.

1 is a schematic structural diagram of a specific embodiment 1 of a prefabricated anti-seismic composite wall provided by the present invention;

FIG. 2 is a schematic structural diagram of a specific embodiment 2 of the prefabricated anti-seismic composite wall provided by the present invention;

3 is a schematic structural diagram of a specific embodiment 3 of the prefabricated anti-seismic composite wall provided by the present invention;

FIG. 4 is a schematic structural diagram of a fourth specific embodiment of the prefabricated anti-seismic composite wall provided by the present invention;

5 is a schematic structural diagram of Embodiment 5 of the prefabricated anti-seismic composite wall provided by the present invention;

Fig. 6 is the structural schematic diagram of the specific embodiment 6 of the prefabricated anti-seismic composite wall provided by the present invention;

7 is a schematic diagram of the distribution of tie bars and positioning connectors in the prefabricated seismic composite wall provided by the present invention;

Fig. 8 is the assembly schematic diagram of the positioning connector, the fastening bolt and the backing plate;

Fig. 9 is the assembly schematic diagram of the prefabricated wall body and the L-shaped edge member of the prefabricated anti-seismic composite wall provided by the present invention;

Fig. 10 is the assembly schematic diagram of the prefabricated wall body and the in-line edge member of the prefabricated anti-seismic composite wall provided by the present invention;

Fig. 11 is a schematic front view of the reinforcement cage of the edge member.

In Figures 1-11:

11 is the positioning connector, 12 is the fastening bolt, 13 is the backing plate, 2 is the upper distribution steel bar, 3 is the lower distribution steel bar, 4 is the tie bar, 5 is the truss steel bar, 6 is the precast concrete layer, 7 is the cavity , 8 is the thermal insulation layer, 9 is the template, 10 is the edge member, 101 is the longitudinal reinforcement, 102 is the stirrup, and 103 is the horizontal connecting reinforcement.

Detailed ways

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, but not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

The core of the present invention is to provide a prefabricated anti-seismic composite wall, which does not require large-scale production equipment such as reversing mold tables, and can be transported and hoisted by small transport vehicles and small tower cranes, effectively reducing manufacturing and construction and installation costs.

In addition, the present invention also provides a construction method for the above-mentioned prefabricated anti-seismic composite wall.

Please refer to Figure 1-Figure 11.

The prefabricated anti-seismic composite wall provided by the present invention includes upper distribution steel bars 2, lower distribution steel bars 3, prefabricated concrete layers 6, formwork 9 and several I-shaped positioning connectors 11, upper distribution steel bars 2 and lower distribution steel bars 3 connected by tie bars 4 and/or truss bars 5 to form reinforcement cages;

The positioning connector 11 includes an upper flange plate, a lower flange plate and a belly connector vertically connected between the upper flange plate and the lower flange plate. Threaded holes, the length of which is less than the thickness of the upper flange plate;

The abdominal connector penetrates through the reinforcement cage, the upper flange plate and the lower flange plate protrude out of the reinforcement cage, the lower distribution reinforcement 3, the lower flange plate, the lower hook of the tie reinforcement 4 and the lower reinforcement of the truss reinforcement 5 are all pre-installed. Buried in the precast concrete layer 6;

Fastening bolts 12 are connected to the upper flange plate through the through holes of the formwork 9 to form a cavity 7 between the formwork 9 and the precast concrete layer 6 for post-casting concrete.

Please refer to FIG. 8 , the positioning connecting piece 11 includes an abdominal connecting piece and flange plates perpendicular to both sides of the abdominal connecting piece, so the positioning connecting piece 11 is in an I-shape; the upper flange plate is provided with a number of pieces for installation and fastening For the threaded holes of the bolts 12, considering that the thickness of the upper flange plate is relatively thin and the length of the threaded holes is short, in order to ensure the connection strength between the upper flange plate and the template 9, the number of threaded holes is usually set to 3-4.

In order to press the template 9 against the outer end face of the upper flange plate, the axis of the threaded hole is perpendicular to the upper flange plate, that is, the axis of the threaded hole is parallel to the central axis of the abdominal connector. Preferably, the threaded holes may be arranged to be evenly distributed along the upper flange plate, so that the pressing force of the fastening bolts 12 on the upper flange plate is relatively uniform.

When the post-cast concrete is poured, the impact force of the post-cast concrete on the formwork 9 can be transmitted from the formwork 9 to the fastening bolts 12, and then transmitted from the upper flange plate to the abdominal connector. The bending moment and shear force are high, and the abdominal connector needs to bear great tensile force.

For this reason, the flange plate must have sufficient flexural bearing capacity, shear bearing capacity and bending resistance, and the bending deformation of the flange plate under the above impact force should be less than 1mm, so as to avoid the flange plate being damaged by bending; The tensile strength of the parts should be greater than the maximum lateral pressure of the post-cast concrete to the formwork 9 to prevent the abdominal connecting parts from being pulled off.

The geometric shapes of the flange plate and the belly connector are not limited. The flange plate can be set to circular, rectangular and triangular shapes, and the belly connector can be set to prismatic, cylindrical and truncated cylindrical structures, or can be set to rectangular plates, etc. plate structure.

In order to facilitate the manufacture of the positioning connector 11 , the shape and size of the upper flange plate are generally the same as those of the lower flange plate, and the center of the upper flange plate and the center of the lower flange plate are vertically welded with the belly connector.

When the web connecting piece is set as a web rod, because the cross-sectional area of the web rod is small, it is more conducive to the production, assembly and construction of the prefabricated wall; and when the web connecting piece is set as a web plate, the I-beam can be cut by cutting By processing the positioning connecting piece 11 , the production of the positioning connecting piece 11 is more convenient and the cost is relatively low.

Since individual parts of the positioning connector 11 are directly exposed to the post-cast concrete, in order to reduce corrosion and prolong its service life, high-strength corrosion-resistant materials such as stainless steel, titanium alloy, high-strength plastic and Hastelloy are mostly used to make the positioning connector 11 .

Of course, the positioning connector 11 can also be made of ordinary steel, and an anti-rust gasket is arranged on the outer end face of the flange plate of the positioning connector 11. The thickness of the anti-rust gasket is mostly 5-40mm, made of cement mortar, fiber It is made of inorganic non-metallic materials such as composite materials, and has good corrosion resistance.

In order to save the manufacturing cost and simplify the manufacturing process, the positioning connector 11 can be cut from I-beam according to the design size, and corresponding threaded holes are drilled at the upper flange plate of the I-beam. It should be noted that the vertical spacing of the upper and lower flange plates of the I-beam should be slightly smaller than the thickness of the assembled seismic composite wall.

Of course, the upper and lower flange plates arranged in the threaded holes can also be vertically welded to the two ends of the abdominal connector, or the three can be set as an integral structure and integrally cast through a mold, and the thickness of the flange plates is 3- 20mm.

Most of the fastening bolts 12 are hexagonal head bolts. In order to prevent the post-cast concrete from overflowing from the through holes of the formwork 9 , the size of the bolt heads of the fastening bolts 12 should be larger than the size of the through holes of the formwork 9 .

When the size of the bolt head of the fastening bolt 12 is small and smaller than the size of the through hole of the template 9, a backing plate 13 can be provided between the fastening bolt 12 and the template 9, and the size of the backing plate 13 is larger than the size of the through hole of the template 9 , and the backing plate 13 is provided with through holes for installing the fastening bolts 12 .

The backing plate 13 is usually made of any material with certain bending strength, such as steel, plastic and alloy, and the backing plate 13 can be set to any geometric shape such as a circle or a rectangle. the center of the plate 13.

The specific types, materials, shapes and sizes of the positioning connector 11 , the fastening bolts 12 and the backing plate 13 are determined according to the design strength requirements of the actual construction, and will not be repeated here.

The upper distribution reinforcement 2 and the lower distribution reinforcement 3 are connected by the tie reinforcement 4 and/or the truss reinforcement 5 to form the reinforcement skeleton of the combined assembled shear wall; the upper distribution reinforcement 2 and the lower distribution reinforcement 3 can be set to be composed of multiple The steel mesh composed of horizontal steel bars and multiple vertical steel bars, as shown in Figure 7, can also be set as a formed steel mesh sheet. The specific material, type and size of the upper and lower distribution steel bars are determined according to the design strength requirements of the actual construction. It is not repeated here.

Preferably, please refer to FIG. 1 , FIG. 3 , FIG. 5 and FIG. 7 , the tie bars 4 are bound or welded to the upper distribution steel bar 2 and the lower layer distribution steel bar 3 , and the tie bars 4 are distributed in a plum blossom shape. The intersection point of the reinforcement bars is the connection point of the horizontal reinforcement bars and the vertical reinforcement bars in the reinforcement cage. Preferably, the tie bars 4 can be arranged here, which is beneficial to enhance the connection stability of the tie bars 4 and the upper and lower distributed steel bars.

Preferably, please refer to FIG. 2, FIG. 4 and FIG. 6, the truss steel bar 5 includes at least one upper-layer steel bar and at least two lower-layer steel bars, and the upper-layer steel bar and the lower-layer steel bar are successively welded and formed by steel wire, steel bar or steel strand to form N Font structure or M-shaped structure;

The upper-layer steel bars and the upper-layer distribution steel bars 2 are bonded and connected by binding or welding; the lower-layer steel bars are bonded with the lower-layer distribution steel bars 3 and the two are bound or welded, and the lower-layer steel bars are embedded in the precast concrete layer 6 .

In order to effectively tie the upper distribution bars 2 and the lower distribution bars 3, preferably, the tie bars 4 and/or the truss bars 5 are evenly arranged along the length direction of the prefabricated shear wall. The spacing between two adjacent tie bars 4/truss bars 5 can be set to 200-800mm, and the specific value thereof is determined according to actual construction needs with reference to the prior art, and will not be repeated here.

In order to effectively tie the upper distribution bars 2 and the lower distribution bars 3, preferably, the tie bars 4 and/or the truss bars 5 are evenly arranged along the length direction of the prefabricated shear wall. Preferably, the distance between two adjacent tie bars 4 may be set to 200-800 mm.

Since the lower distributed reinforcement bars 3 of the reinforcement cage are pre-buried in the precast concrete layer 6, the reinforcement cage is not easy to slip during transportation and hoisting. In order to ensure the strength of the prefabricated anti-seismic composite wall, the thickness of the precast concrete layer 6 must be greater than or equal to 50mm, and the distance from the inner surface of the precast concrete layer 6 to the upper distribution steel bars 2 is greater than or equal to 80mm.

In order to facilitate the bonding between the precast concrete layer 6 and the post-cast concrete, the inner surface of the precast concrete layer 6 is usually provided with rough and/or concave-convex grooves, and the concave-convex depth relative to the inner surface of the precast concrete layer 6 is greater than or equal to 3 mm.

In order to further reduce the slippage of the reinforcement cage, the abdominal connection part of the positioning connection part 11 is connected with the reinforcement cage.

Preferably, the web bar of the positioning connector 11 can be set at the intersection of the reinforcing bars of the reinforcement cage, and the web bar is bound or welded to the bar cage, so the web bar of the positioning connector 11 can be simultaneously connected with the horizontal bars and vertical bars of the bar cage. Rebar connection, compared to only connecting with horizontal rebar/vertical rebar, the connection stability and reliability are strong.

The web of the positioning connector 11 can also be provided with horizontal reinforcement holes, so that the horizontal reinforcement of the reinforcement cage is inserted into the horizontal reinforcement holes, so as to further limit the relative position of the reinforcement cage.

The inner surface of the template 9 is arranged in close contact with the outer surface of the upper flange plate of the positioning connector 11, so that the template 9 is parallel to the inner surface of the precast concrete layer 6, and the two can together form a cavity 7 for pouring concrete after pouring. .

Preferably, the formwork 9 includes wood formwork, steel formwork, plastic formwork, aluminum alloy formwork, PVC skinned foam board and fiber reinforced composite board. The specific type of the formwork 9 is determined according to the actual construction needs with reference to the prior art. The formwork 9 should be in an elastic state when the post-cast concrete is poured, and its deformation should meet the requirements; the thickness of the formwork 9 is determined according to the material of the formwork 9, and the strength is relatively high. Tall templates 9 have lower thicknesses, and relatively lower strength templates 9 have higher thicknesses.

In addition to the through holes for installing the fastening bolts 12, the template 9 can also be reserved with a pipeline hole or door and window hole for placing the hole mold, in preparation for laying pipelines or opening doors and windows in the prefabricated shear wall.

The type and thickness of post-cast concrete will affect the strength of the prefabricated shear wall. Considering the design strength and construction cost, ordinary concrete is usually poured when the horizontal width of the cavity 7 is greater than or equal to 200mm, and the horizontal width of the cavity 7 When less than 200mm, pour self-compacting concrete or fine stone concrete.

During prefabrication in the factory, firstly, the tie bars 4 and/or the truss bars 5 are used to connect the upper distribution bars 2 and the lower distribution bars 3 to form a reinforcement cage; Both the upper flange plate and the lower flange plate protrude out of the reinforcement cage; then pour the precast concrete layer 6, and precast the lower layer distribution reinforcement 3, the lower flange plate, the lower end hook of the tie reinforcement 4 and the lower reinforcement of the truss reinforcement 5. Buried in the prefabricated concrete layer 6; place the template 9 outside the upper flange plate, and use the fastening bolts 12 to connect the template 9 and the upper flange plate to complete the assembly of the prefabricated wall;

After the prefabricated wall is transported and hoisted in place, pour concrete in the cavity 7; after the post-poured concrete reaches the preset strength, remove the fastening bolts 12 and the template 9, and fill the threaded holes of the positioning connector 11. .

In this embodiment, the precast concrete layer 6, the reinforcement cage and the formwork 9 are tied together by the positioning connector 11 in the factory, and then concrete is poured in the cavity 7 between the precast concrete layer 6 and the formwork 9 at the construction site , Compared with the existing double-sided superimposed shear wall, there is no need for large-scale equipment such as reversing mold tables during factory prefabrication, which saves a lot of equipment costs;

At the same time, the prefabricated wall has a cavity 7, which is not poured and then poured with concrete, and only one side is a prefabricated concrete layer 6, and the other side is a light formwork 9, which is beneficial to reduce the self-weight of the prefabricated wall and make the prefabricated wall. The body can be transported and hoisted by small transport vehicles and small tower cranes, which can effectively reduce transportation and hoisting costs.

Therefore, the prefabricated anti-seismic composite wall in this embodiment greatly reduces the manufacturing and construction and installation costs of the prefabricated building.

It should be noted that sometimes the prefabricated wall needs to be connected with the edge member 10 or other prefabricated walls, and then the post-cast concrete is poured.

The connection method of the edge member 10 and the prefabricated wall is affected by the type of the edge member 10 and the binding method of the reinforcement cage of the edge member 10 . Please refer to FIG. 9-FIG. 11, the edge member 10 includes various types such as in-line edge member, L-shaped edge member, T-shaped edge member, etc. The tie bars 4), etc. are connected and formed by various methods such as binding, mechanical connection, sleeve grouting connection and welding.

When the reinforcement cage of the edge member 10 is connected by binding, the reinforcement cage of the edge member 10, the template 9 of the edge member 10 and the prefabricated wall can be set as an integral structure, and the edge member 10 and the prefabricated wall are prefabricated together and transported and hoisted together, such as As shown in Figure 10;

When the edge member 10 is a non-inline edge member or the reinforcement cage of the edge member 10 is a non-binding connection, since the edge member 10 is inconvenient to be prefabricated and transported together with the prefabricated wall at this time, the reinforcement cage of the edge member 10 can be independent in the factory. Prefabrication can also be made on site; after the reinforcement cage of the edge member 10 is completed and the prefabricated wall is hoisted, several horizontal connecting reinforcement bars 103 are evenly arranged between the two, as shown in FIG. 9 .

Preferably, a gap can be set between the reinforcement cage of the edge member 10 and the connection end of the prefabricated wall to prevent the connection end of the prefabricated wall from colliding with the reinforcement cage of the edge member 10 during hoisting, thereby improving the hoisting fault tolerance.

When the prefabricated wall is two or even multi-layered, a connecting section steel or steel plate can be arranged in the cavity 7 of the adjacent upper and lower prefabricated walls, and the surface of the connecting section steel and the surface of the steel plate are provided with several bolts Nails to enhance the shear bearing capacity of the connection interface and simplify the construction process.

In order to ensure the pouring quality of the post-cast concrete, when the number of layers of the prefabricated wall is large, the cavity 7 of the prefabricated wall needs to be poured layer by layer. Preferably, high-strength ductile concrete with better fluidity can be poured into the bottommost prefabricated wall to enhance the overall compressive, flexural and shear bearing capacity.

On the basis of the above-mentioned embodiment, please refer to FIG. 5 and FIG. 6 , a thermal insulation layer 8 can also be provided. There are gaps.

The specific type and thickness of the thermal insulation layer 8 are determined according to the building thermal insulation regulations in various regions with reference to the prior art. The design thickness of the concrete protective layer of the reinforcement cage is determined, and will not be repeated here.

In this embodiment, there is a gap between the insulation layer 8 and the template 9 and the upper distribution steel bar 2, which is beneficial to wrap the upper distribution steel bar 2 and the insulation layer 8 in the post-cast concrete. On the one hand, it strengthens the upper distribution steel bar 2 and the On the other hand, a post-cast concrete layer is provided outside the thermal insulation layer 8 , and the post-cast concrete layer can play an anti-corrosion and fireproof function on the thermal insulation layer 8 .

In addition to the above-mentioned prefabricated anti-seismic composite wall, the present invention also provides a construction method comprising the prefabricated anti-seismic composite wall disclosed in the above embodiments, the construction method comprising:

Step S1, using the tie bar 4 and/or the truss bar 5 to connect the upper distribution bar 2 and the lower layer distribution bar 3 to form a reinforcement cage;

In step S2, several positioning connectors 11 are arranged in the reinforcement cage, and the upper flange plate of the positioning connector 11 and the lower flange plate of the positioning connector 11 both extend out of the reinforcement cage;

Step S3, pouring the precast concrete layer 6, the lower layer distribution steel bar 3, the lower flange plate, the lower end hook of the tie bar 4 and/or the lower layer steel bar of the truss steel bar 5 are all pre-buried in the precast concrete layer 6;

Step S4, place the template 9 outside the upper flange plate, and use the fastening bolts 12 to connect the template 9 and the upper flange plate to complete the assembly of the prefabricated wall;

Step S5, transport and hoist the prefabricated wall to the construction position, connect the prefabricated wall and the edge member 10, and pour concrete after pouring;

In step S6, after the post-cast concrete reaches the preset strength, the fastening bolts 12 and the template 9 are removed, and the threaded holes of the positioning connector 11 are filled with grout.

It should be explained in step S2 that, in order to reduce the slippage of the reinforcement cage during transportation and hoisting, the web rod of the positioning connector 11 can be set to be located at the intersection of the reinforcement bars of the reinforcement cage, and the web rod and the reinforcement cage are bound or welded. Connection; the web of the positioning connector 11 is provided with horizontal reinforcement holes, so that part of the horizontal reinforcement of the reinforcement cage can be inserted into the horizontal reinforcement holes.

The rebar junction point is the connection point of the horizontal rebar and the vertical rebar of the rebar cage, and the web bar is set at the rebar junction point, so that the web bar can be connected with the horizontal rebar and the vertical rebar at the same time, and the connection stability is stronger, and it is not suitable for the rebar cage. The limiting effect is also stronger.

However, if part of the horizontal steel bars are inserted into the web of the positioning connector 11, the horizontal steel holes in the web can be used to limit the slip of the steel cage and effectively constrain the direction of the horizontal steel bars, which is beneficial to the horizontal steel bars and the precast concrete layers 6 and 6. Templates 9 are set in parallel.

The various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments, and the same and similar parts between the various embodiments can be referred to each other.

The prefabricated anti-seismic composite wall and its construction method provided by the present invention are described in detail above. The principles and implementations of the present invention are described herein by using specific examples, and the descriptions of the above embodiments are only used to help understand the method and the core idea of the present invention. It should be pointed out that for those skilled in the art, without departing from the principle of the present invention, several improvements and modifications can also be made to the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

Claims (8)

1. An assembled earthquake-resistant superposed wall is characterized by comprising upper-layer distributed steel bars, lower-layer distributed steel bars, a precast concrete layer, a template and a plurality of I-shaped positioning connecting pieces, wherein the upper-layer distributed steel bars and the lower-layer distributed steel bars are connected through tie bars and/or truss steel bars to form a steel reinforcement cage;

the positioning connecting piece comprises an upper flange plate, a lower flange plate and an abdomen connecting piece vertically connected between the upper flange plate and the lower flange plate, the upper flange plate is provided with a plurality of threaded holes for mounting fastening bolts, and the length of each threaded hole is smaller than the thickness of the upper flange plate;

the abdomen connecting piece penetrates through the reinforcement cage, the upper flange plate and the lower flange plate extend out of the reinforcement cage, and the lower-layer distributed reinforcements, the lower flange plate, the lower end hooks of the tie reinforcements and the lower-layer reinforcements of the truss reinforcements are pre-embedded in the precast concrete layer;

and the fastening bolt penetrates through the through hole of the template and is connected with the upper flange plate so as to form a cavity for pouring post-cast concrete between the template and the precast concrete layer.

2. An assembled earthquake-resistant superimposed wall according to claim 1, wherein said web connecting member comprises a web and a web member.

3. The assembled earthquake-resistant superposed wall according to claim 1, wherein the tie bars are bound or welded with the upper-layer distributed steel bars and the lower-layer distributed steel bars, and the tie bars are distributed in a plum blossom shape.

4. An assembled earthquake-resistant superposed wall according to claim 1, wherein the truss reinforcing steel bars comprise at least one upper layer reinforcing steel bar and at least two lower layer reinforcing steel bars, and the upper layer reinforcing steel bar and the lower layer reinforcing steel bar are formed by welding steel wires, reinforcing steel bars or steel strands one by one to form an N-shaped structure or an M-shaped structure;

the upper reinforcing bar with upper distribution reinforcing bar laminating and both ligature or welded connection, lower floor's reinforcing bar with lower floor's distribution reinforcing bar laminating and both ligature or welded connection, just lower floor's reinforcing bar bury in advance in the precast concrete layer.

5. An assembled earthquake-resistant laminated wall according to any one of claims 1 to 4, wherein the formworks comprise wood formworks, steel formworks, plastic formworks, aluminum alloy formworks, PVC skinned foamed boards and fiber-reinforced composite boards.

6. An assembled earthquake-resistant superimposed wall according to any one of claims 1 to 4, further comprising an insulating layer, wherein the insulating layer is arranged between the formwork and the upper-layer distributed steel bars, and gaps exist between the insulating layer and the formwork and between the insulating layer and the upper-layer distributed steel bars.

7. A construction method for the prefabricated earthquake-resistant superimposed wall as claimed in any one of claims 1 to 6, comprising:

connecting upper-layer distributed steel bars and lower-layer distributed steel bars by using tie bars and/or truss steel bars to form a steel bar cage;

arranging a plurality of positioning connecting pieces in the reinforcement cage, wherein the upper flange plate of each positioning connecting piece and the lower flange plate of each positioning connecting piece extend out of the reinforcement cage;

pouring a precast concrete layer, and pre-burying the lower distributed steel bars, the lower flange plates, the lower hooks of the tie bars and/or the lower steel bars of the truss steel bars in the precast concrete layer;

placing a template outside the upper flange plate, and connecting the template and the upper flange plate by using a fastening bolt to complete the assembly of the prefabricated wall body;

transporting and hoisting the prefabricated wall body to a construction position, connecting the prefabricated wall body and the edge member, and pouring post-cast concrete;

and after the post-cast concrete reaches the preset strength, disassembling the fastening bolt and the template, and filling slurry into the threaded hole of the positioning connecting piece.

8. The construction method according to claim 7, wherein the web members of the positioning connecting pieces are positioned at the steel bar intersection points of the steel bar cage, and the web members are bound or welded with the steel bar cage;

the web plate of the positioning connecting piece is provided with a horizontal reinforcing steel bar hole, so that part of horizontal reinforcing steel bars of the reinforcing cage can penetrate through the horizontal reinforcing steel bar hole.

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