Earthquake-resistant laminated shear wall structure and its construction method

Abstract

To solve the problems of conventional assembly type shear walls that braces easily warp and deform, earthquake resistance of wall bodies is low, and a force transmission effect between upper and lower laminated shear walls is low.SOLUTION: An earthquake resistance laminated shear wall structure includes a precast concrete layer, a cast-in-place concrete layer, vertical reinforcing bars 3, horizontal reinforcing bars 4, a brace, reinforcing parts 8, positioning connection members, reinforcing lap joint reinforcing bars, and a lower spiral hoop 11. The brace is provided within a precast concrete plate 1. There is provided the positioning connection member including a front flange, a rear flange, and a middle rod. The reinforcing parts 8 are inserted into a floor slab at the bottom of the cast-in-place concrete layer. The reinforcing lap joint reinforcing bars and the vertical reinforcing bars are provided in one-to-one correspondence. The lower spiral hoop is wrapped around the reinforcing lap joint reinforcing bars and the corresponding vertical reinforcing bars.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to the field of construction technology, and more particularly to an earthquake-resistant laminated shear wall structure and its construction method. [Background technology]

[0002] In recent years, prefabricated buildings have been widely adopted in China, among which prefabricated shear walls are one of the important components in prefabricated buildings, and prefabricated shear wall structures also include various forms such as full or partial precast shear wall structures, prefabricated integral double-sided laminated concrete shear wall structures, prefabricated combined earthquake-resistant laminated walls, precast prefabricated shear walls, etc. In prefabricated shear walls, the horizontal joints are the weakest points under the action of earthquakes, and the horizontal joints open first to form a main cut through the wall under the action of horizontal loads, and the plastic deformation of the steel bars and concrete in the wall are both concentrated near the joints, and in rare earthquakes, the cut width at the horizontal joints of the shear walls is large, and slippage is likely to occur, making it difficult for the deformation of the steel bars and concrete to meet the requirements.

[0003] The methods commonly used in assembling prefabricated shear walls at construction sites include grouting sleeve connection, grouting anchor lap joint, welding connection, etc., where when grouting anchor lap joint is adopted in the prefabricated shear walls such as the above-mentioned prefabricated integral double-sided laminated concrete shear wall structure, prefabricated combined earthquake-resistant laminated wall, and precast prefabricated shear wall, the gap between the vertical rebars and the lap joint vertical rebars in the upper shear wall is large, and there is no restraining effect between the two corresponding vertical rebars, so that the force transmission effect between the upper and lower laminated shear walls is relatively low. At present, there are several methods for improving the seismic energy dissipation capacity of prefabricated shear walls, among which adding braces to the shear wall is a common method. However, after traditional braces are added to the shear wall, the braces are bonded and fixed integrally with the concrete under the action of an earthquake, so the braces will only deform together with the concrete, which greatly reduces the energy dissipation capacity of the braces. In addition, there is no horizontal constraint in the connection between the braces and the concrete, so the braces in the wall are prone to warping deformation under the action of earthquake forces, which will cause the concrete and the braces to peel off and be destroyed, resulting in a reduction in the seismic resistance of the wall.

[0004] In view of the above, a person skilled in the art should consider how to improve or solve the problems existing in current prefabricated buildings. Summary of the Invention [Problem to be solved by the invention]

[0005] The objective of the present invention is to provide an earthquake-resistant laminated shear wall structure and its construction method that solves the technical problems that the braces in conventional prefabricated shear walls are very susceptible to warping deformation, the earthquake resistance of the wall body is low, and the force transmission effect between the upper and lower laminated shear walls is relatively low. [Means for solving the problem]

[0006] To achieve the above objectives, the present invention adopts the following technical solutions:

[0007] The seismic laminated shear wall structure includes a precast concrete plate, a cast-in-place concrete layer, vertical reinforcing bars, and horizontal reinforcing bars, the precast concrete plate is installed between a bottom floor slab and a top floor slab, the cast-in-place concrete layer is cast into a cavity between the inside of the precast concrete plate and the inside of a formwork, the vertical reinforcing bars are arranged in two sets inside the precast concrete plate and the cast-in-place concrete layer, the vertical reinforcing bars of each set are arranged with horizontal intervals, and the horizontal reinforcing bars are wrapped around the two sets of vertical reinforcing bars with vertical intervals. A laminated shear wall structure further comprising a brace, a reinforcing component, a positioning connection member, a reinforcing lap joint bar, and a lower spiral hoop, the brace being X-shaped and provided in a precast concrete plate at a location close to an inner surface of the precast concrete plate, the two diagonal bars of the brace being provided with through holes at intervals along the long axis direction of the corresponding diagonal bar, the through holes being elongated and the long axis direction of the through holes being aligned with the long axis direction of the diagonal bar, the precast concrete plate being provided with a positioning connection member, the positioning connection member being provided in the matrix, The reinforcement member is a set of a lower flange, an upper flange and a web rod, the lower flange being embedded in advance in a position close to the outer surface of the precast concrete plate in the precast concrete plate, the upper flange being cast in the on-site concrete layer close to the outer surface of the on-site concrete layer and abutting against the inner surface of the formwork, the web rod being connected between the lower flange and the upper flange, and a female screw hole is further drilled in the end of the upper flange of the web rod, and the reinforcement member is mounted on the site at intervals along the lateral direction. The reinforcing lap joint rebar is one set placed at the bottom of the poured concrete layer, and the lower part of the reinforcing part is inserted into the bottom floor slab, and the upper part of the reinforcing part is cast into the poured-in-place concrete layer. The reinforcing lap joint rebar refers to a part or all of the cross-sectional dimension of the installed lap joint rebar being larger than the cross-sectional dimension of the vertical reinforcing bar in the wall body. The reinforcing lap joint rebar is two sets placed inside the two sets of vertical reinforcing bars, and is installed one-to-one with the vertical reinforcing bars. The reinforcing lap joint rebar has a lower end extending into the bottom floor slab or lower wall body, and an upper end extending into the poured-in-place concrete layer. The lower spiral hoop isEach is wrapped around the portion of the reinforcing lap joint rebar located in the cast-in-place concrete layer and the corresponding vertical rebar.

[0008] Preferably, when the bottom floor slab is the floor slab of the lowest floor, the reinforcing lap splice bars are L-shaped, with the horizontal segment embedded in the floor slab of the lowest floor and the upper portion cast into the cast-in-place concrete layer.

[0009] Preferably, when the bottom floor slab is a floor slab of an intermediate floor and the upper end of the vertical rebar in the lower wall does not extend beyond the top of the lower wall, the upper end of the reinforcing lap joint rebar extends into the cast-in-place concrete layer and the lower end extends through the bottom floor slab into the lower wall, and an upper spiral hoop is wrapped around the portion of the reinforcing lap joint rebar located in the lower wall and the corresponding vertical rebar.

[0010] Preferably, when the bottom floor slab is a floor slab of an intermediate floor and the upper ends of the vertical reinforcing bars in the lower wall body exit from the top of the lower wall body, the reinforcing lap joint bars are formed by bending the portions of the lower wall body where the vertical reinforcing bars exit from the top of the lower wall body.

[0011] Preferably, a first screw hole is drilled in the center of the surface of the lower flange, a second screw hole is drilled in the center of the surface of the upper flange, male threads are provided on both ends of the abdominal rod, and the abdominal rod is screwed to the lower flange and the upper flange, respectively.

[0012] Preferably, the reinforcing part is X-shaped and formed by welding two identical steel bars vertically in the middle, the horizontal cross section of the steel bar is rectangular or circular, the area of ​​the horizontal cross section of the steel bar is equal to or greater than the maximum cross section of the vertical rebar in the wall, and the length of the steel bar is equal to or greater than 20 cm.

[0013] Preferably, the reinforcing part is a rectangular steel plate, the thickness of the rectangular steel plate is equal to or greater than the maximum rebar diameter in the vertical reinforcing bars, the length of the short side of the vertical cut surface of the rectangular steel plate is 15 cm or more, and the outer surface of the rectangular steel plate is a surface that does not require processing.

[0014] The construction method of the earthquake-resistant laminated shear wall structure includes the following steps 1 to 6.

[0015] Step 1, Manufacture the reinforcing parts, upper spiral hoop, brace and lower spiral hoop.

[0016] Step 2: In the factory, the precast concrete slab and the vertical bars, horizontal bars, upper spiral hoops, lower spiral hoops, positioning connecting members and braces in the cast-in-place concrete layer are bound together, the precast concrete slab is then cast, the formwork is assembled, and the whole is finally transported to the construction site.

[0017] Step 3: Install the reinforcing lap joint bars.

[0018] Step 4: Install the reinforcing parts. When pouring the bottom floor slab, install the reinforcing parts by burying them in the bottom floor slab at the location of the in-situ poured concrete layer to be poured. The pre-embedding depth is 1 / 2 the vertical height of the reinforcing parts.

[0019] Step 5: Lift the precast concrete wall panel into place.

[0020] Step 6: Pour the cast-in-place concrete layer, completing the construction.

[0021] Preferably, the upper spiral hoop and the lower spiral hoop connected to the vertical rebar in the precast concrete slab are embedded in the precast concrete slab in advance, and one end of the upper spiral hoop and the lower spiral hoop are hung on the corresponding vertical rebar and the other end protrudes from the inner surface of the precast concrete slab.

[0022] Any one of the above X-shaped / rectangular reinforcement elements, spiral hoops, reinforcing lap splice bars and braces can be applied to the same shear wall with one or more of the others to further improve its seismic resistance. The above combinations are as follows:

[0023] Combine two together.

[0024] Combination A is X-shaped / rectangular reinforcement piece + spiral hoop, i.e., adding a spiral hoop in the lap joint area and then adding multiple X-shaped / rectangular reinforcement pieces to the horizontal seams.

[0025] Combination B is X-shaped / rectangular reinforcement piece + reinforcing lap splice bar, that is, it increases the cross-sectional area of ​​the lap splice bar and adds multiple X-shaped / rectangular reinforcement pieces at the horizontal joints.

[0026] Combination C is X-shaped / rectangular reinforcement + braces, i.e., braces are embedded in the precast wall and multiple X-shaped / rectangular reinforcement parts are added at the horizontal joints.

[0027] Combination D is spiral hoop + reinforcing lap splice bars, i.e., increasing the cross-sectional area of ​​the lap splice bars while adding spiral hoops to the longitudinal bars of the wall in the lap splice area.

[0028] Combination E is spiral hoop + brace, i.e., pre-embed the brace in the precast wall and add spiral hoop to the vertical bars of the wall in the lap joint area.

[0029] Combination F is reinforcing lap splice bars + braces, that is, the braces are embedded in the precast wall and the cross-sectional area of ​​the lap splice bars is increased when the wall is assembled on site.

[0030] Combine three of each.

[0031] Combination G is X-shaped / rectangular reinforcing piece + spiral hoop + reinforcing lap joint bar, that is, when precast in the factory, the spiral hoop and the vertical reinforcing bar of the wall are connected together by welding or steel wire tying, and when constructed on site, the cross-sectional area of ​​the lap joint bar is increased and multiple X-shaped / rectangular reinforcing pieces are added at the horizontal joint locations.

[0032] Combination H is X-shaped / rectangular reinforcement + spiral hoop + brace, that is, the brace is pre-embedded in the seismic laminated wall at the factory, and the spiral hoop and the vertical reinforcement of the wall are welded or wire-bound together, and multiple X-shaped / rectangular reinforcement pieces are added at the horizontal joints during on-site construction.

[0033] Combination I is spiral hoop + reinforcing lap joint bar + brace, that is, the brace is pre-embedded in the seismic laminated wall in the factory, and the spiral hoop and the vertical bar of the wall are welded or wire-tied together, and the cross-sectional area of ​​the lap joint bar is increased during on-site assembly.

[0034] Combine four together.

[0035] Combination J is X-shaped / rectangular reinforcing piece + spiral hoop + reinforcing lap joint bar + brace, that is, in the factory, the brace is pre-embedded in the seismic laminated wall, and the spiral hoop and the vertical reinforcing bar of the wall are welded or wire-connected together, and when assembled on site, the cross-sectional area of ​​the lap joint bar is increased and multiple X-shaped pieces are added at the horizontal joints.

[0036] By combining different strengthening schemes or parts with each other, each strengthening part can fully exert its performance and finally achieve a synergistic effect. Different combinations may be used to solve different problems occurring in actual construction. Effect of the Invention

[0037] Compared with the prior art, the present invention has the following features and beneficial effects:

[0038] 1. The reinforcing parts in the earthquake-resistant laminated shear wall structure of the present invention, together with the reinforcing bars in the wall, resist the horizontal external load that the wall receives, thereby improving the earthquake resistance of the wall. In addition, the reinforcing members can reduce cracks at the horizontal joints between the wall and the floor slab, thereby improving the anti-slip performance of the horizontal joints of the wall.

[0039] 2. The present invention provides a reinforcing lap splice bar at the bottom of the laminated shear wall structure, and increases the cross-sectional area of ​​the bottom lap splice bar in the lap splice area, so that the plastic hinge area in the wall body can move upward when the shear wall structure is subjected to horizontal load, so that the reinforcing bar and concrete at the horizontal joint can maintain their elasticity even in rare earthquakes, thereby improving the seismic resistance of the laminated shear wall; at the same time, the present invention increases the number of lower spiral hoops and upper spiral hoops within the lap splice range between the vertical reinforcing bar and the reinforcing lap splice bar, thereby improving the connection between the reinforcing bar and the concrete, and the spiral hoops can play a certain restraining role on the reinforcing lap splice bar in the lap splice area, thereby improving the force transmission effect between the upper and lower two layers of laminated shear walls.

[0040] 3. The brace provided by the present invention is pre-embedded in the precast concrete slab in the factory, and does not need to be installed on-site, making it easy to install on-site. The brace provided by the present invention is pre-drilled with through-holes for the positioning connecting members to pass through, and the through-holes are long, allowing the brace to move back and forth along the direction of the through-hole relative to the concrete under the action of an earthquake, thereby improving the energy consumption capacity of the wall. The positioning connecting members pass through the through-holes of the brace, thereby playing a corresponding role in restraining the relationship between the concrete and the brace. This prevents the brace from deforming or warping under the action of an earthquake force, which would cause delamination and failure between the concrete and the brace, and greatly improves the earthquake resistance of the wall. [Brief description of the drawings]

[0041] [Figure 1] This is a front structural schematic diagram of the combination G of the earthquake-resistant laminated shear wall structure in the present invention when the bottom floor slab is the floor slab of the lowest floor. [Diagram 2] FIG. 2 is a schematic side view of the structure of FIG. [Diagram 3]This is a front structural schematic diagram of combination A of an earthquake-resistant laminated shear wall structure in which the bottom floor slab in this invention is a floor slab of an intermediate floor, and the upper end of the vertical reinforcing bar in the lower wall comes out from the top of the lower wall, and the reinforcing part is welded with two steel bars. [Figure 4] FIG. 4 is a schematic diagram of the side structure of FIG. [Diagram 5] This is a front structural schematic diagram of the combination G of the seismic laminated shear wall structure in which the bottom floor slab in the present invention is the floor slab of the intermediate floor, and the upper end of the vertical reinforcing bar in the lower wall does not protrude from the top of the lower wall, and the reinforcing part is X-shaped. [Figure 6] FIG. 6 is a schematic diagram of the side structure of FIG. 5. [Figure 7] This is a front structural schematic diagram of combination A of an earthquake-resistant laminated shear wall structure in which the bottom floor slab in the present invention is a floor slab of an intermediate floor, and the upper end of the vertical reinforcing bar in the lower wall extends from the top of the lower wall, and the reinforcing part is a rectangular steel plate. [Figure 8] FIG. 8 is a schematic diagram of the side structure of FIG. [Figure 9] This is a schematic front view of the structure of the combination G of the seismic laminated shear wall structure in which the bottom floor slab in the present invention is the floor slab of the intermediate floor, and the upper end of the vertical reinforcing bar in the lower wall does not extend beyond the top of the lower wall, and the reinforcing part is a rectangular steel plate. [Figure 10] FIG. 10 is a schematic diagram of the side structure of FIG. [Figure 11] FIG. 2 is a structural schematic diagram of a brace installed in a precast concrete plate in the present invention. [Figure 12] 12 is a schematic cross-sectional view of the AA section in FIG. 11. FIG. [Figure 13] FIG. 2 is a structural schematic diagram of a brace according to the present invention. [Figure 14] 3A to 3C are schematic diagrams illustrating the structure of a positioning and connecting member according to the present invention. [Figure 15] FIG. 2 is a structural schematic diagram of a lower flange in the present invention. [Figure 16] FIG. 2 is a schematic diagram of the structure of an abdominal rod in the present invention. [Figure 17]FIG. 2 is a structural schematic diagram of an upper flange in the present invention. [Figure 18] FIG. 2 is a structural schematic diagram of the earthquake-resistant laminated shear wall structure of the present invention, connecting the bottom floor slab and the top floor slab. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0042] The present invention will now be described in more detail with reference to the drawings. As shown in Figs. 1 to 18, the earthquake-resistant laminated shear wall structure includes such a precast concrete plate 1, a cast-in-place concrete layer 2, vertical reinforcing bars 3, and horizontal reinforcing bars 4, the precast concrete plate 1 is installed between a bottom floor slab 5 and a top floor slab 6, the cast-in-place concrete layer 2 is cast in a cavity between the inside of the precast concrete plate 1 and the inner surface of a formwork 19, the vertical reinforcing bars 3 are arranged in two sets inside the precast concrete plate 1 and the cast-in-place concrete layer 2, the vertical reinforcing bars 3 of each set are arranged with a gap therebetween in the horizontal direction, and the horizontal reinforcing bars 4 are arranged in one set wrapped around the two sets of vertical reinforcing bars 3 with a gap therebetween in the vertical direction, and the earthquake-resistant laminated shear wall structure further includes a brace 7, a reinforcing part 8, a positioning connection member 9, a reinforcing lap joint reinforcing bar 10, and a lower spiral hoop 11, the brace 7 is X-shaped and is arranged in the precast concrete plate 1 near the inner surface of the precast concrete plate 1. The brace 7 has two diagonal bars with through holes 12 at intervals along the long axis direction of the corresponding diagonal bar, the through holes 12 are elongated, and the long axis direction of the through holes 12 coincides with the long axis direction of the diagonal bar, the precast concrete slab 1 is provided with a positioning connection member 9, the positioning connection member 9 is a set arranged in a matrix, and penetrates the through holes 12 at positions corresponding to the through holes 12, and includes a lower flange 9.1, an upper flange 9.2, and a web rod 9.3, the lower flange 9.1 is embedded in advance in the precast concrete slab 1 at a position close to the outer surface of the precast concrete slab 1, the upper flange 9.2 is cast in the on-site concrete layer 2 close to the outer surface of the on-site concrete layer 2, and abuts against the inner surface of the formwork 19, the web rod 9.3 is connected between the lower flange 9.1 and the upper flange 9.2, and a female screw hole 9.4 is further opened, the reinforcing parts 8 are a set arranged at the bottom of the cast-in-place concrete layer 2 with a gap along the horizontal direction, the lower part of the reinforcing parts 8 is inserted into the bottom floor slab 5, and the upper part of the reinforcing parts 8 is cast into the cast-in-place concrete layer 2, the reinforcing lap joint reinforcing bars 10 refer to a part / all of the cross-sectional dimension of the provided lap joint reinforcing bars being larger than the cross-sectional dimension of the vertical reinforcing bars 3 in the wall body, the reinforcing lap joint reinforcing bars 10 are two sets arranged inside the two sets of vertical reinforcing bars 3, and are arranged one-to-one with the vertical reinforcing bars 3, the lower end of the reinforcing lap joint reinforcing bars 10 extends into the bottom floor slab 5 or the lower wall body 13, and the upper end extends into the cast-in-place concrete layer 2, and the lower spiral hoop 11 is wound around the part of the reinforcing lap joint reinforcing bars 10 located in the cast-in-place concrete layer 2 and the corresponding vertical reinforcing bars 3.

[0043] In this embodiment, the side of the seismic laminated shear wall structure closer to the vertical axis is the inside, and the side of the seismic laminated shear wall structure away from the vertical axis is the outside, and the seismic laminated shear wall structure below the bottom floor slab 5 is the lower wall.

[0044] In this embodiment, when the bottom floor slab 5 is the floor slab of the lowest floor of the lowest floor, the reinforcing lap joint bar 10 is L-shaped, and the horizontal segment is embedded in the floor slab of the lowest floor, and the upper part is cast into the cast-in-place concrete layer.

[0045] In this embodiment, when the bottom floor slab 5 is a floor slab of an intermediate floor, i.e., not the floor slab of the lowest or highest floor, and the upper end of the vertical reinforcing bar 3 in the lower wall 13 does not extend beyond the top of the lower wall 13, the upper end of the reinforcing lap joint bar 10 extends into the cast-in-place concrete layer 2, and the lower end of the reinforcing lap joint bar 10 penetrates the bottom floor slab 5 and extends into the lower wall 13, and the upper spiral hoop 14 is wrapped around the portion of the reinforcing lap joint bar 10 located in the lower wall 13 and the corresponding vertical reinforcing bar 3.

[0046] In this embodiment, when the bottom floor slab 5 is a floor slab of an intermediate floor, i.e., not the floor slab of the lowest or highest floor, and the upper end of the vertical reinforcing bar 3 in the lower wall 13 exits from the top of the lower wall 13, the reinforcing lap joint reinforcing bar 10 is formed by bending the portion of the lower wall 13 where the vertical reinforcing bar 3 exits from the top of the lower wall 13.

[0047] In this embodiment, a first screw hole 15 is drilled in the center of the surface of the lower flange 9.1, a second screw hole 16 is drilled in the center of the surface of the upper flange 9.2, male threads are provided on both ends of the abdominal rod 9.3, and the abdominal rod 9.3 is screwed into the lower flange 9.1 and the upper flange 9.2, respectively.

[0048] In this embodiment, the reinforcing part 8 is X-shaped and is formed by welding two identical steel bars vertically in the middle, the horizontal cross section of the steel bar is rectangular or circular, the area of ​​the horizontal cross section of the steel bar is equal to or greater than the maximum cross section of the vertical rebar 3 in the wall, and the length of the steel bar is equal to or greater than 20 cm.

[0049] In this embodiment, the reinforcing part 8 is a rectangular steel plate, the thickness of the rectangular steel plate is equal to or greater than the maximum rebar diameter in the vertical reinforcing bar 3, the length of the short side of the vertical cut surface of the rectangular steel plate is equal to or greater than 15 cm, and the outer surface of the rectangular steel plate is a surface that does not require processing.

[0050] In this embodiment, some / all of the diameters of the reinforcing lap splice bars 10 are larger than the diameters of the corresponding vertical bars 3 in the wall, the effect of which is to increase the cross-sectional area of ​​the reinforcing lap splice bars 10 in the lap splice area, thereby shifting the plastic hinge areas in the wall upwards when the shear wall is subjected to horizontal loads, thereby allowing the reinforcing bars and concrete at the horizontal joints to remain elastic even in rare earthquakes.

[0051] When the reinforcing lap joint bar 10 is formed by a portion of the lower vertical bar whose upper portion exits the top surface of the lower wall 13, the diameter of the portion of the lower vertical bar exiting the top of the lower wall 13 is equal to the diameter of the portion of the lower vertical bar located within the lower wall 13.

[0052] In this embodiment, the distribution of the positioning connecting members 9 in the precast concrete slab 1 should be reasonably distributed according to the formwork used and its actual load-bearing condition. For example, when using an aluminum formwork, the distribution and quantity of the positioning connecting members 9 may be consistent with the positions and quantities of the two tension bolts in the cast-in-place shear wall. Regarding the materials and dimensions of the web rod 9.3 and its lower flange 9.1 and upper flange 9.2 of the positioning connecting member 9, different materials and dimensions may be selected to manufacture the web rod 9.3, the lower flange 9.1 and the upper flange 9.2 respectively according to the load-bearing condition of the positioning connecting member 9. For example, The main load-receiving part of the positioning connection member 9 is the abdominal rod 9.3, which is mainly subjected to the action of tensile force. The abdominal rod 9.3 can be made of steel, alloy or other metal / non-metallic materials with high tensile strength. However, the lower flange 9.1 and the upper flange 9.2 in this positioning connection member 9 are subjected to a slightly smaller force against the abdominal rod 9.3, so other materials with lower strength / cost can be selected, such as aluminum or aluminum alloy, other corrosion-resistant materials such as plastics that can achieve the required strength at low cost, etc. Through the above method, the processing and use method of the positioning connection member 9 can be optimized to reduce costs and improve cost performance.

[0053] In this embodiment, the width of the through hole 12 is larger than the diameter of the web rod 9.3, so that the positioning connection member 9 and the brace 12 do not have any adverse effect on each other during installation, and the shape of the through hole 12 is elliptical, as shown in FIG. 13, the web rod 9.3 of the positioning connection member 9 penetrates the through hole 12 of the brace 7, and after the casting of the on-site concrete layer 2 is completed, it plays a certain restraining role between the brace 7 and the concrete of the on-site concrete layer 2, so that the brace 7 does not warp under the action of seismic force. In addition, the brace 7 and the concrete move relatively along the direction of the through hole 12 under the action of seismic force, which can improve the energy consumption capacity of the brace 7 and the seismic resistance of the wall.

[0054] In this embodiment, Rachel reinforcing bars 17 are provided at intervals along the longitudinal direction between the precast concrete slabs 1 and the corresponding longitudinal bars 3 in the cast-in-place concrete layer 2 .

[0055] In this embodiment, dense hoops 18 are provided on both sides of the precast concrete slab 1 at intervals along the vertical direction, and the dense hoops 18 are wrapped around adjacent vertical reinforcing bars 3 at intervals in the horizontal direction.

[0056] The construction method for such an earthquake-resistant laminated shear wall structure includes the following steps 1 to 6.

[0057] Step 1: Manufacture the reinforcing part 8, the upper spiral hoop 14, the brace 7 and the lower spiral hoop 11.

[0058] Step 2: In the factory, the precast concrete slab 1 and the vertical rebars 3, horizontal rebars 4, upper spiral hoops 14, lower spiral hoops 11, positioning connection members 9 and braces 7 in the cast-in-place concrete layer 2 are bound together, the precast concrete slab 1 is then cast, the formwork 19 is assembled, and finally the whole structure is transported to the construction site.

[0059] Step 3 is to install the reinforcing lap splice bars 10, which are placed in place before the bottom floor slab 5 is installed.

[0060] Step 4: Install the reinforcing parts 8. When pouring the bottom floor slab 5, the reinforcing parts 8 are pre-embedded in the bottom floor slab 5 at two locations in the on-site poured concrete layer to be poured, and the pre-embedding depth is 1 / 2 the vertical height of the reinforcing parts 8.

[0061] Step 5: Lift the precast concrete wall panel into place.

[0062] Step 6: Pour the in-situ concrete layer 2, and the construction is now complete.

[0063] In this embodiment, the lower spiral hoop 11 connected to the vertical reinforcing bar 3 in the precast concrete slab 1 is embedded in the precast concrete slab 1 in advance, with one end hung on the corresponding vertical reinforcing bar 3 and the other end protruding from the inner surface of the precast concrete slab 1.

[0064] In this embodiment, the upper spiral hoop 14 and the lower spiral hoop 11 are formed by winding reinforcing bars around a fixed circumference, and the upper spiral hoop 14 and the lower spiral hoop 11 located on one side of the precast concrete slab 1 are formed in the factory by connecting the manufactured spiral hoop and the vertical reinforcing bars 3 of the precast concrete slab 1 together by welding or by a metal wire bundling connection method.

[0065] In this embodiment, the dimensions of the steel plate of the brace 7 and the opening positions of the through holes 12 are first designed in advance, and the brace 7 is machined as required in the factory by cutting, drilling or other methods. Then, during the process of binding the rebar in the precast concrete slab 1, the brace 7 is installed in the precast concrete slab 1. When the positioning connecting member 9 is added, the positioning connecting member 9, which needs to pass through the through hole 12, first passes the web rod 9.3 of the positioning connecting member 9 through the through hole 12, then the two front and rear flanges of the positioning connecting member 9 are tightened with screws, and finally, the lower flange 9.1 and the front end of the web rod 9.3 can be embedded in the precast concrete slab 1 together with the rebar framework in the precast concrete slab 1.

[0066] The above examples are not exhaustive of specific embodiments, and there are other examples. The above examples are for illustrating the present invention and do not limit the scope of protection of the present invention. All applications that are easily modified from the present invention are within the scope of protection of the present invention. [Explanation of symbols]

[0067] 1-Precast concrete slab 2- Cast-in-place concrete layer 3-Vertical bars 4-Horizontal Reinforcement Bar 5-Bottom floor slab 6-Top floor slab 7-Brace 8-Reinforcement parts 9- Positioning connection parts 9.1-Bottom flange 9.2-Top flange 9.3-belly rod 9.4-Female threaded hole 10- Reinforced lap joint bars 11-Lower Spiral Hoop 12-Through hole 13-Lower wall 14-Top Spiral Hoop 15-First screw hole 16-Second screw hole 17- Rachel Reinforcement Bar 18-Close Hoops 19 - Formwork.

Claims

1. The present invention relates to a construction method for a concrete structure comprising: a precast concrete slab (1), a cast-in-place concrete layer (2), longitudinal reinforcement bars (3), and transverse reinforcement bars (4), the precast concrete slab (1) being installed between a bottom floor slab (5) and a top floor slab (6), the cast-in-place concrete layer (2) being cast into a cavity between the inside of the precast concrete slab (1) and the inside of a formwork (19), the longitudinal reinforcement bars (3) being arranged in two sets inside the precast concrete slab (1) and the cast-in-place concrete layer (2), the longitudinal reinforcement bars (3) of each set being spaced apart in the transverse direction, and the longitudinal reinforcement bars (3) of each set being spaced apart in the transverse direction. A seismic laminated shear wall structure in which a horizontal reinforcing bar (4) is a set wrapped around two sets of vertical reinforcing bars (3) with a gap therebetween in the vertical direction, further comprising a brace (7), a reinforcing part (8), a positioning connection member (9), a reinforcing lap joint reinforcing bar (10), and a lower spiral hoop (11), the brace (7) is X-shaped and is provided in a precast concrete plate (1) at a location close to an inner surface of the precast concrete plate (1), and through holes (12) are provided in two diagonal bars of the brace (7) with a gap therebetween along the longitudinal direction of the corresponding diagonal bars, and the through holes (12) are formed in the .... The precast concrete slab (1) has an elongated shape, and the longitudinal direction of the through hole (12) coincides with the longitudinal direction of the oblique rod. Positioning and connecting members (9) are provided within the precast concrete slab (1). The positioning and connecting members (9) are a set arranged in a matrix, and pass through the through holes (12) at positions corresponding to the through holes (12). The positioning and connecting members (9) include a lower flange (9.1), an upper flange (9.2) and an inner rod (9.3). The lower flange (9.1) is embedded in the precast concrete slab (1) at a position close to the outer surface of the precast concrete slab (1), and the precast concrete slab (1) is provided with a lower flange (9.1), an upper flange (9.2) and an inner rod (9.3). The upper flange (9.2) is cast in the cast-in-place concrete layer (2) near the outer surface of the cast-in-place concrete layer (2) and abuts against the inner surface of the formwork (19); the web rod (9.3) is connected between the lower flange (9.1) and the upper flange (9.2), and a female screw hole (9.4) is further drilled at the end of the upper flange of the web rod (9.3); the reinforcing parts (8) are a pair arranged at the bottom of the cast-in-place concrete layer (2) with a space between them along the lateral direction; the lower part of the reinforcing part (8) is inserted into the bottom floor slab (5); and the upper part of the reinforcing part (8) isThe seismic laminated shear wall structure is characterized in that the reinforcing lap joint rebars (10) are cast in a cast-in-place concrete layer (2), and the reinforcing lap joint rebars (10) are two sets arranged inside two sets of vertical rebars (3), and are provided in a pair with the vertical rebars (3), the lower ends of the reinforcing lap joint rebars (10) extend into the bottom floor slab (5) or the lower wall body (13) below the bottom floor slab (5), and the upper ends extend into the cast-in-place concrete layer (2), and the lower spiral hoops (11) are respectively wrapped around the portions of the reinforcing lap joint rebars (10) located in the cast-in-place concrete layer (2) and the corresponding vertical rebars (3).

2. 2. The seismic laminated shear wall structure according to claim 1, characterized in that the bottom floor slab (5) is the floor slab of the lowest floor, and the reinforcing lap joint bars (10) are L-shaped, with a horizontal segment embedded in the floor slab of the lowest floor and an upper portion cast into a cast-in-place concrete layer.

3. 2. The seismic laminated shear wall structure according to claim 1, characterized in that the bottom floor slab (5) is a floor slab of an intermediate floor, and the upper ends of the vertical reinforcing bars (3) in the lower wall (13) do not extend beyond the top of the lower wall (13), the upper ends of the reinforcing lap joint bars (10) extend into the cast-in-place concrete layer (2) and the lower ends of the reinforcing lap joint bars (10) extend through the bottom floor slab (5) into the lower wall (13), and the upper spiral hoop (14) is wrapped around the portions of the reinforcing lap joint bars (10) located in the lower wall (13) and the corresponding vertical reinforcing bars (3).

4. 2. The earthquake-resistant laminated shear wall structure according to claim 1, wherein the bottom floor slab (5) is a floor slab of an intermediate floor, and the upper ends of the vertical reinforcing bars (3) in the lower wall (13) extend from the top of the lower wall (13), and the reinforcing lap joint bars (10) are formed by bending the portions of the lower wall (13) where the vertical reinforcing bars (3) extend from the top of the lower wall (13).

5. The seismic laminated shear wall structure according to claim 1, characterized in that a first screw hole (15) is drilled in the center of the surface of the lower flange (9.1), a second screw hole (16) is drilled in the center of the surface of the upper flange (9.2), male threads are provided at both ends of the web rod (9.3), and the web rod (9.3) is screwed to the lower flange (9.1) and the upper flange (9.2), respectively.

6. 2. The earthquake-resistant laminated shear wall structure according to claim 1, characterized in that the reinforcing element (8) is X-shaped and formed by welding two identical steel bars vertically in the middle, the horizontal cross section of the steel bar is rectangular or circular, the area of ​​the horizontal cross section of the steel bar is equal to or larger than the maximum cross section of the vertical rebars (3) in the wall body, and the length of the steel bar is equal to or larger than 20 cm.

7. The earthquake-resistant laminated shear wall structure according to claim 1, characterized in that the reinforcing part (8) is a rectangular steel plate, the thickness of the rectangular steel plate is equal to or greater than the maximum rebar diameter of the vertical reinforcing bars (3), the length of the short side of the vertical cut surface of the rectangular steel plate is equal to or greater than 15 cm, and the outer surface of the rectangular steel plate is a surface that does not require processing.

8. Step 1 of manufacturing a reinforcing part (8), an upper spiral hoop (14), a brace (7) and a lower spiral hoop (11); Step 2 is to bundle together the formwork, vertical reinforcing bars (3), horizontal reinforcing bars (4), upper spiral hoops (14), lower spiral hoops (11), positioning connection members (9) and braces (7) for pouring the precast concrete slab (1) in the factory, then pour concrete for the precast concrete slab (1), assemble the formwork (19) into one piece, and finally transport the slab to the construction site; Step 3 of installing reinforcing lap joint bars (10); Step 4 of constructing the reinforcing part (8) by embedding the reinforcing part (8) in the bottom floor slab (5) at a location of the in-situ concrete layer (2) where the bottom floor slab (5) is to be poured, to a depth that is 1 / 2 the vertical height of the reinforcing part (8); Step 5 of lifting the precast concrete slab (1) into position; 4. The method of claim 3, further comprising a step 6 of casting a cast-in-place concrete layer (2) to complete the construction.

9. 9. The construction method for an earthquake-resistant laminated shear wall structure according to claim 8, characterized in that the upper spiral hoop (14) and the lower spiral hoop (11) connected to the vertical reinforcing bars (3) in the precast concrete slab (1) are embedded in the precast concrete slab (1) in advance, and one end of the upper spiral hoop (14) and the lower spiral hoop (11) in the diameter direction is hung on the corresponding vertical reinforcing bar (3) and the opposite end of the diameter direction protrudes from the inner surface of the precast concrete slab (1).

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