Limiting tie piece for forming prefabricated double-sided laminated shear wall

Abstract

The utility model belongs to the technical field of assembly type constructional engineering, and particularly relates to a limiting tie piece for forming a prefabricated double-faced laminated shear wall. Comprising a limiting rod, an A-face wallboard reinforcing mesh anchor rod and a B-face wallboard reinforcing mesh anchor rod, the A-face wallboard reinforcing mesh anchor rod and the B-face wallboard reinforcing mesh anchor rod are fixedly connected to the upper portion and the lower portion of the limiting rod respectively, and when the double-face overlapped shear wall is prefabricated, the A-face wallboard reinforcing mesh anchor rod is used for being connected with an A-face wallboard reinforcing mesh in an A-face wallboard; the B-face wallboard reinforcing mesh anchor rod is used for being connected with a B-face wallboard reinforcing mesh in the B-face wallboard, the two ends of the limiting rod protrude out of the outer side of the A-face wallboard reinforcing mesh and the outer side of the B-face wallboard reinforcing mesh respectively, and the length of the limiting rod is equal to the designed total thickness of the prefabricated double-face laminated shear wall. The device is simple, convenient and easy to implement, accurate in alignment, not prone to mold expansion, free of special equipment and low in manufacturing cost.

Description

Technical Field

[0001] The utility model belongs to the technical field of prefabricated building engineering, and particularly relates to a limiting and connecting piece for forming a precast double-sided composite shear wall. Background Art

[0002] The double-sided composite shear wall is a commonly used precast reinforced concrete prefabricated component, which is prefabricated in a factory and then secondarily cast at the construction site to form a load-bearing wall. The double-sided composite hollow wall is commonly known as a double-skin wall or a hollow wall. The double-sided composite shear wall is composed of a precast A-side wall panel, a precast B-side wall panel and a cavity, and the precast A and B wall panels are connected by a connecting piece. The forming process of the double-sided composite shear wall is as follows: after the wall steel mesh is bound and in place, the B-side wall panel is first poured to the designed thickness D2, and after curing and forming, it is turned 180°, and then the A-side wall panel is poured to the designed thickness D1. Since there is a connecting piece connecting and supporting between the A and B wall panels, an intermediate cavity is formed, and then the precast double-sided composite shear wall is formed. This process is usually called the flipping and reverse inserting forming process. In the flipping and reverse inserting forming process, the role of the connecting piece is crucial. First, during the product forming process, the connecting piece plays a role in controlling the accuracy; second, during the on-site pouring, it plays a role in preventing the A and B wall panels from bulging; third, the application of different connecting pieces is related to the cost of the product.

[0003] The existing structural forms of the connecting pieces for forming the double-sided composite shear wall are: fully cast-in-place type and steel bar truss type. Among them, the fully cast-in-place type (commonly known as hook bars) is arranged in a point pattern. Similar to the cast-in-place shear wall, it is only horizontally operated during the factory prefabrication process; then it is bound and connected to the steel mesh of the precast A and B wall panels. Since the hook bars only connect the steel meshes of the A and B sides and are separated from the steel bar protection layer pads of the load-bearing steel mesh, traditional steel bar protection layer pads are still required during the forming process. In addition, there is no overall limiting function, and the thickness of the steel bar protection layer of the A and B wall panels cannot be controlled. Once traditional steel bar protection layer pads are used, when the A panel is reversely inserted and formed, it is very difficult for the steel mesh to accurately find the alignment of the pads, which will affect the reverse insertion depth and result in uneven wall thickness. Moreover, since the two ends do not penetrate deeper into the concrete, the anti-bulging ability is greatly reduced. The steel bar truss type is arranged in a full-length pattern, that is, it is arranged linearly along the full length of the precast A and B wall panels; then it is bound and connected to the steel mesh of the precast A and B wall panels. Due to the linear full-length arrangement of the connecting pieces, the steel bars are seriously wasted and the cost is increased. Similar to the hook bars, it cannot control the forming accuracy of the wall and the thickness of the steel bar protection layer, and has no overall limiting function; the two ends do not penetrate deeper into the concrete, and the anti-bulging ability is greatly reduced. Summary of the Utility Model

[0004] In view of the above problems, the purpose of the present invention is to provide a limiting tie piece for the forming of precast double-sided composite shear walls, so as to solve the problems that the tie pieces for the forming of existing double-sided composite shear walls cannot control the forming accuracy of the walls and the thickness of the steel bar protection layer, lack the overall limiting function and have poor anti-bulging ability.

[0005] In order to achieve the above purpose, the present utility model adopts the following technical solutions:

[0006] The present utility model provides a limiting tie piece for the forming of precast double-sided composite shear walls, which is used to connect the A-side wall panel and the B-side wall panel arranged in parallel. The limiting tie piece for the forming of the precast double-sided composite shear wall includes a limiting rod, an A-side wall panel steel bar mesh anchor rod and a B-side wall panel steel bar mesh anchor rod. The A-side wall panel steel bar mesh anchor rod and the B-side wall panel steel bar mesh anchor rod are respectively fixedly connected to both ends of the limiting rod. When precasting the double-sided composite shear wall, the A-side wall panel steel bar mesh anchor rod is used to connect with the A-side wall panel steel bar mesh in the A-side wall panel, and the B-side wall panel steel bar mesh anchor rod is used to connect with the B-side wall panel steel bar mesh in the B-side wall panel. The two end parts of the limiting rod respectively protrude out of the outer sides of the A-side wall panel steel bar mesh and the B-side wall panel steel bar mesh, and the length of the limiting rod is equal to the designed total thickness of the precast double-sided composite shear wall.

[0007] The limiting rod includes a rod body and a straight section vertically connected to one end of the rod body. The straight section is located outside the A-side wall panel steel bar mesh, the straight section is embedded in the A-side wall panel, and the upper surface of the straight section is flush with the outer surface of the A-side wall panel.

[0008] The A-side wall panel steel bar mesh anchor rod includes a binding section a and a welding section a connected to one end of the binding section a. The welding section a is welded to the upper part of the rod body, and the binding section a is fixedly connected to the A-side wall panel steel bar mesh.

[0009] The binding section a is in a straight hook shape or a bent hook shape. The binding section a hooks on the outer steel bars of the A-side wall panel steel bar mesh and is bound and fixed.

[0010] The distance between the top of the straight section and the bottom of the binding section a is the designed thickness of the A-side wall panel steel bar protection layer of the A-side wall panel.

[0011] The B-side wall panel steel bar mesh anchor rod includes a binding section b and a welding section b connected to one end of the binding section b. The welding section b is welded to the lower part of the rod body, and the binding section b is fixedly connected to the B-side wall panel steel bar mesh.

[0012] The distance between the inner surface of the binding section b and the bottom end of the rod body is the designed thickness of the B-side wall panel steel bar protection layer of the B-side wall panel.

[0013] The limiting rod is an integral structure formed by bending a steel bar. A horizontal end sheath is sleeved at the end of the straight section, and a vertical end sheath is sleeved at the lower end of the rod body.

[0014] Both the reinforcing bar mesh anchor of the A-side wall panel and the reinforcing bar mesh anchor of the B-side wall panel are L-shaped structures and are formed by bending two steel bars.

[0015] The reinforcing bar mesh anchor of the A-side wall panel and the reinforcing bar mesh anchor of the B-side wall panel are of an integral structure and are a C-shaped structure formed by bending a steel bar.

[0016] The advantages and beneficial effects of the present utility model are as follows: A limiting and tying member for forming a precast double-sided composite shear wall provided by the present utility model is simple and easy to operate, accurately aligns positions, and has a low cost.

[0017] The present utility model combines the limiting and tying member for forming with the protective layer cushion block of the wall body stress reinforcing bar mesh, which is convenient and efficient; the limiting rod accurately controls the total thickness designed for the wall body, and the designed thickness of the reinforcing bar protective layer of the A and B side wall panels is fully guaranteed; the straight section of the limiting rod penetrates deeper into the A-side wall panel, and the overall anchoring force of the tying member is stronger, and it is more difficult to occur the phenomenon of formwork swelling.

[0018] The present utility model adopts a point layout and has a low cost; the combined limiting and tying member can adjust the specification dimensions of the combined member, that is, for wall bodies of different heights, it can be arbitrarily calculated and combined to form an optimal forming and formwork swelling prevention scheme, without special equipment, reducing costs. Description of the Drawings

[0019] Figure 1 It is a schematic diagram of the implementation state of a limiting and tying member for forming a precast double-sided composite shear wall of the present utility model;

[0020] Figure 2 It is a schematic diagram of the structure of a limiting and tying member for forming a precast double-sided composite shear wall of the present utility model;

[0021] Figure 3 It is a schematic diagram of the structure of the limiting rod in the present utility model;

[0022] Figure 4 It is a schematic diagram of the structure of the reinforcing bar mesh anchor of the A-side wall panel in the present utility model;

[0023] Figure 5 It is a schematic diagram of the structure of the reinforcing bar mesh anchor of the B-side wall panel in the present utility model;

[0024] Figure 6 It is a schematic diagram of the structure of the horizontal end sheath in the present utility model;

[0025] In the figure: 1 - limiting rod, 101 - rod body, 102 - straight section, 103 - bottom end, 2 - A-side wall panel steel mesh anchor rod, 201 - tying section a, 202 - welding section a, 3 - B-side wall panel steel mesh anchor rod, 301 - tying section b, 302 - welding section b, 4 - horizontal end sheath, 5 - vertical end sheath, 6 - A-side wall panel steel mesh, 7 - B-side wall panel steel mesh, 8 - A-side wall panel, 9 - B-side wall panel. Detailed implementation mode

[0026] In order to make the purpose, technical solution and advantages of the present utility model clearer, the present utility model will be described in detail below with reference to the accompanying drawings and specific embodiments.

[0027] See Figure 1 、 Figure 2 As shown in the figure, the present utility model provides a limiting and tying member for forming a precast double-sided composite shear wall, which is used to connect the parallel A-side wall panel 8 and B-side wall panel 9. Both the A-side wall panel 8 and B-side wall panel 9 are precast panels cast with concrete on site. An A-side wall panel steel mesh 6 is provided in the A-side wall panel 8, and a B-side wall panel steel mesh 7 is provided in the B-side wall panel 9. The limiting and tying member for forming the precast double-sided composite shear wall includes a limiting rod 1, an A-side wall panel steel mesh anchor rod 2 and a B-side wall panel steel mesh anchor rod 3. The A-side wall panel steel mesh anchor rod 2 and the B-side wall panel steel mesh anchor rod 3 are respectively fixedly connected to both ends of the limiting rod 1. When precasting the double-sided composite shear wall, the A-side wall panel steel mesh anchor rod 2 is used to connect with the A-side wall panel steel mesh 6, and the B-side wall panel steel mesh anchor rod 3 is used to connect with the B-side wall panel steel mesh 7. Both ends of the limiting rod 1 protrude out of the A-side wall panel steel mesh 6 and the B-side wall panel steel mesh 7 respectively, and the length of the limiting rod 1 is equal to the designed total thickness H of the precast double-sided composite shear wall.

[0028] See Figures 1 to 3 As shown in the figure, in the embodiment of the present utility model, the limiting rod 1 includes a rod body 101 and a straight section 102 vertically connected to one end of the rod body 101. The straight section 102 is located outside the A-side wall panel steel mesh 6, and the straight section 102 is embedded in the A-side wall panel 8, and the upper surface of the straight section 102 is flush with the outer surface of the A-side wall panel 8.

[0029] In the embodiment of the present utility model, the limiting rod 1 is an integral structure formed by bending a steel bar, and its specifications are determined by mechanical calculation according to the wall thickness, height, etc., and it is generally advisable to be about 10 mm in diameter. The rod body 101 controls the tensile force against the formwork expansion during pouring according to the steel bar grade and diameter, and its height is determined by the designed thickness H of the wall. When prefabricating and forming, the straight section 102 penetrates into the concrete of the A-side wall panel 8 to increase the overall anchoring force; for a relatively thick A-side wall panel 8, the straight section 102 can be cancelled, and only the anchoring force of the A-side wall panel steel mesh 6 is required to prevent the formwork from expanding during pouring. When prefabricating and forming the B-side wall panel 9, the bottom end 103 of the rod body 101 contacts the formwork table to control the accuracy.

[0030] Further, a horizontal end sheath 4 is sleeved on the end of the straight section 102, and a vertical end sheath 5 is sleeved on the lower end of the rod body 101. The horizontal end sheath 4 and the vertical end sheath 5 prevent rust spots from forming on the wall surface at the ends of the steel bars. Preferably, both the horizontal end sheath 4 and the vertical end sheath 5 are made of plastic material. Their wall thickness is determined by design, their diameter matches the diameter of the steel bars, and their insertion depth is determined by design. Refer to Figure 6 as shown. The steel bar protective layer of the A and B surface wall panels is calculated starting from the outer skin of the sheath.

[0031] Refer to Figures 1 to 4 as shown. In the embodiment of the present utility model, the steel bar mesh anchor 2 of the A surface wall panel includes a binding section a201 and a welding section a202 connected to one end of the binding section a201. The welding section a202 is welded to the upper part of the rod body 101, and the binding section a201 is used for fixedly connecting with the steel bar mesh 6 of the A surface wall panel.

[0032] Further, the binding section a201 is straight hook-shaped or bent hook-shaped. The binding section a201 hooks on the outer steel bars of the steel bar mesh 6 of the A surface wall panel and is bound and fixed. The distance between the top of the straight section 102 and the bottom of the binding section a201 is the designed thickness H1 of the steel bar protective layer of the A surface wall panel.

[0033] In this embodiment, the binding section a201 is straight hook-shaped, and the lower edge of the binding section a201 is firmly bound to the steel bar mesh 6 of the A surface wall panel with traditional binding wires, that is, the binding section a201 holds tightly the outer steel bars of the steel bar mesh 6 of the A surface wall panel.

[0034] Refer to Figures 1 to 3 、 Figure 5 as shown. In the embodiment of the present utility model, the steel bar mesh anchor 3 of the B surface wall panel includes a binding section b301 and a welding section b302 connected to one end of the binding section b301. Among them, the welding section b302 is welded to the lower part of the rod body 101, and the binding section b301 is used for fixedly connecting with the steel bar mesh 7 of the B surface wall panel.

[0035] In this embodiment, the binding section b301 is straight hook-shaped, and the distance between the inner surface (upper surface) of the binding section b301 and the bottom end 103 of the rod body 101 is the designed thickness H2 of the steel bar protective layer of the B surface wall panel. The upper edge of the binding section b301 is firmly bound to the steel bar mesh 7 of the B surface wall panel with traditional binding wires, that is, the binding section b301 holds tightly the outer steel bars of the steel bar mesh 7 of the B surface wall panel.

[0036] Furthermore, both the A-side wall panel steel mesh anchor rod 2 and the B-side wall panel steel mesh anchor rod 3 are of L-shaped structures and are formed by bending two steel bars. Alternatively, the A-side wall panel steel mesh anchor rod 2 and the B-side wall panel steel mesh anchor rod 3 are of an integral structure and are in a C-shaped structure formed by bending a single steel bar, which is convenient for assembling with the limit rod 1. The inflection point position between the binding section a201 and the welding section a202 of the A-side wall panel steel mesh anchor rod 2 is determined by the designed thickness H1 of the A-side wall panel steel bar protective layer; the welding section a202 is welded to the rod body 101, and its welding length is determined by calculation to meet the requirement of no formwork bulging during concrete pouring. The inflection point position between the binding section b301 and the welding section b302 of the B-side wall panel steel mesh anchor rod 3 is determined by the designed thickness H2 of the B-side wall panel steel bar protective layer, and the welding section b302 is welded to the rod body 101, and its welding length is determined by calculation to meet the requirement of no formwork bulging during pouring.

[0037] In this embodiment, the limit tie is of a combined structure, and the specification dimensions of the combined components can be adjusted. That is, for walls of different heights, they can be arbitrarily calculated and combined to form an optimal forming and anti-formwork bulging scheme; no special equipment is required, materials can be obtained locally, and the cost is low.

[0038] A limit tie for forming a precast double-sided composite shear wall provided by the present utility model has the following specific implementation process:

[0039] Design: Conventional process, including determining the thickness of the composite slab, arranging the limit tie, wall reinforcement, embedded parts, etc. The total designed thickness H of the precast double-sided composite shear wall, the designed thickness H1 of the A-side wall steel bar protective layer, and the designed thickness H2 of the B-side wall steel bar protective layer.

[0040] Preparation of the limit tie: Cut and weld according to the designed specification dimensions to form.

[0041] Preparation of the B-side wall panel 9: Support the side formwork on the formwork table, lay the B-side wall panel steel mesh 7, generally a single-layer steel mesh that has been tied (or welded); lay the limit tie at the specified position and install the embedded parts (such as wire pipes, junction boxes, etc.); carry out concrete pouring and rough surface treatment, generally manual roughening; cure and form, and the thickness of the B-side wall panel is D2.

[0042] Preparation of the A-side wall panel 8: On the formed B-side wall panel 9, tie the A-side wall panel steel mesh 6, and at the same time ensure tying with the limit tie; support the side formwork on the formwork table, install the embedded parts (such as wire pipes, junction boxes, etc.), and pour concrete into the side formwork; turn the precast B-side wall panel 9 together with the tied A-side wall panel steel mesh 6 by 180° and insert it as a whole into the side formwork; carry out rough surface treatment, generally manual roughening; cure and form, and the thickness of the A-side wall panel is D1.

[0043] Demold together.

[0044] The product is completed, and a precast double-sided composite shear wall is obtained. The precast double-sided composite shear wall has a cavity thickness D, and the designed total thickness H of the precast double-sided composite shear wall = D1 + D + D2.

[0045] Specifically, the steel bar meshes of the A and B surface wall panels can be tied together first, the limit tie members are installed at the specified positions, and then the casting and forming are carried out according to the above forming procedure.

[0046] A limit tie member for forming a precast double-sided composite shear wall provided by the present utility model has both ends of the limit rod 1 protruding out of the outer sides of the steel bar mesh 6 of the A surface wall panel and the steel bar mesh 7 of the B surface wall panel respectively. There is no need to additionally lay steel bar mesh protective layer pads, realizing the combination of the limit tie member and the protective layer pads of the wall body stress steel bar mesh into one body, which is convenient and efficient. The designed total thickness H of the precast double-sided composite shear wall is accurately controlled by the limit rod 1, and the designed thickness H1 of the steel bar protective layer of the A surface wall body and the designed thickness H2 of the steel bar protective layer of the B surface wall body are fully guaranteed. The straight section 102 of the limit rod 1 penetrates deeper into the A surface wall panel 8, the overall anchoring force of the tie member is stronger, and it is less likely to occur the phenomenon of formwork bulging. The limit tie members are arranged in a point pattern, and the cost is low.

[0047] The above are only the embodiments of the present utility model and are not used to limit the protection scope of the present utility model. Any modifications, equivalent replacements, improvements, expansions, etc. made within the spirit and principle of the present utility model are all included in the protection scope of the present utility model.

Claims

1. A prefabricated double-sided composite shear wall forming limiter anchor, used to connect parallel A-side wall panels (8) and B-side wall panels (9), characterized in that: The limiting anchor for forming a prefabricated double-sided composite shear wall comprises a limiting rod (1), an A-side wall panel steel mesh anchor rod (2) and a B-side wall panel steel mesh anchor rod (3), wherein the A-side wall panel steel mesh anchor rod (2) and the B-side wall panel steel mesh anchor rod (3) are respectively fixedly connected to the two ends of the limiting rod (1); when the double-sided composite shear wall is prefabricated, the A-side wall panel steel mesh anchor rod (2) is used to connect with the A-side wall panel steel mesh (6) in the A-side wall panel (8), and the B-side wall panel steel mesh anchor rod (3) is used to connect with the B-side wall panel steel mesh (7) in the B-side wall panel (9); the end portions of the limiting rod (1) respectively protrude from the outside of the A-side wall panel steel mesh (6) and the B-side wall panel steel mesh (7); and the length of the limiting rod (1) is equal to the designed total thickness of the prefabricated double-sided composite shear wall.

2. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 1, characterized in that: The limiting rod (1) comprises a rod body (101) and a straight section (102) vertically connected to one end of the rod body (101); the straight section (102) is located outside the A-side wall panel steel mesh (6); the straight section (102) is pre-embedded in the A-side wall panel (8); and the upper surface of the straight section (102) is flush with the outer surface of the A-side wall panel (8).

3. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 2, characterized in that: The A-side wall panel steel mesh anchor rod (2) comprises a binding section a (201) and a welding section a (202) connected to one end of the binding section a (201); the welding section a (202) is welded to the upper part of the rod body (101); and the binding section a (201) is fixedly connected to the A-side wall panel steel mesh (6).

4. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 3, characterized in that: The binding section a (201) is in a straight hook shape or a curved hook shape. The binding section a (201) is hooked onto the outer steel bars of the A-side wall panel steel mesh (6) and is bound and fixed.

5. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 3, characterized in that: The distance between the top of the straight section (102) and the bottom of the binding section a (201) is the designed thickness of the A-side wall panel steel bar protective layer of the A-side wall panel (8).

6. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 2, characterized in that: The B-side wall panel steel mesh anchor rod (3) comprises a binding section b (301) and a welding section b (302) connected to one end of the binding section b (301), wherein the welding section b (302) is welded to the lower part of the rod body (101), and the binding section b (301) is fixedly connected to the B-side wall panel steel mesh (7).

7. The limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 6, characterized in that: The distance between the inner surface of the binding section b (301) and the bottom end (103) of the rod body (101) is the designed thickness of the B-side wall panel steel bar protective layer of the B-side wall panel (9).

8. The position-limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 2, characterized in that: The limit rod (1) is an integrated structure formed by bending a steel bar, the end of the straight section (102) is sheathed with a horizontal end cap sheath (4), and the lower end of the rod body (101) is sheathed with a vertical end cap sheath (5).

9. The position-limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 1, characterized in that: The A-side wall panel steel mesh anchor rod (2) and the B-side wall panel steel mesh anchor rod (3) are both L-shaped structures and are formed by bending two steel bars.

10. The position-limiting anchor for forming a prefabricated double-sided composite shear wall according to claim 1, characterized in that: The A-side wall panel steel mesh anchor rod (2) and the B-side wall panel steel mesh anchor rod (3) are an integrated structure and are formed into a C-shaped structure by bending a steel bar.

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