Fabricated high-performance concrete prefabricated laminated hollow wall and production method thereof

Abstract

The invention discloses an assembly type high-performance concrete prefabricated laminated hollow wall and a production method thereof.The shear wall comprises a first leaf plate and a second leaf plate, a plurality of sets of truss steel bars are fixedly connected between the first leaf plate and the second leaf plate, the first leaf plate is integrally formed in a pouring mode or formed by splicing at least two concrete prefabricated plates, the second leaf plate is integrally formed in a pouring mode, and the truss steel bars are fixedly connected between the first leaf plate and the second leaf plate. A plurality of groups of truss steel bars are pre-embedded and fixed in each concrete prefabricated slab during prefabrication forming, each group of truss steel bars comprises connecting steel bars which extend in a wave shape in the vertical direction, the wave crest parts of the connecting steel bars are pre-embedded and fixed in the concrete prefabricated slabs, and the wave trough parts of the connecting steel bars are pre-embedded and fixed in the leaf plates II; the wave crest part and the wave trough part of the connecting steel bar are further provided with anchoring reinforcing structures. The method has the advantages that the production of the blade plate I is decomposed into the production of the concrete precast slabs with smaller specifications, and only the blade plate II is produced on the steel mold table, so that the dependence on the steel mold table can be effectively reduced, the equipment investment can be reduced, the production efficiency can be improved, and meanwhile, the requirement on the production space of a factory area is also reduced.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated buildings, specifically relating to a prefabricated high-performance concrete composite hollow wall and its production method. Background Technology

[0002] Prefabricated construction refers to transferring a large amount of on-site work from traditional construction methods to factories, where prefabricated components are manufactured and then assembled and installed on the construction site using reliable connection methods. Prefabricated shear walls are one of the prefabricated components in prefabricated construction. They generally include inner and outer leaf plates prefabricated in the factory and steel trusses connecting the inner and outer leaf plates. During on-site construction, concrete is poured into the hollow cavity between the inner and outer leaf plates.

[0003] In existing precast composite hollow walls (including but not limited to hollow shear walls), both slabs are cast integrally and separately, and then fixedly connected to the truss reinforcement within the cavity during casting. The drawbacks of this production method are: when the size of a single-sided precast composite hollow wall is relatively large, it cannot be processed on a conventional belt conveyor precast component production line; a large steel mold is required, which involves significant investment, occupies a large area, and places high demands on factory production space; when the casting area of ​​the two slabs is large, the difficulty of casting and curing increases significantly, and the overall weight is also greater, resulting in low production efficiency; and the storage and transfer of large-sized single-sided precast slabs with truss reinforcement (intermediate products) are also inconvenient. In addition, existing precast composite hollow walls usually have steel mesh inside the two slabs to connect the truss steel bars and enhance the strength of the two slabs themselves. However, this results in a large amount of steel bars, thicker slabs, and a heavy self-weight of the precast composite hollow wall after it is formed, which increases the burden of subsequent transportation and on-site hoisting and installation. Summary of the Invention

[0004] This invention provides a prefabricated high-performance concrete composite hollow wall and its production method, aiming to overcome the above-mentioned shortcomings in the prior art.

[0005] The technical solution of the present invention to solve the above-mentioned technical problems is as follows: A prefabricated high-performance concrete composite hollow wall includes a leaf plate one and a leaf plate two. Multiple sets of parallel and spaced truss steel bars are fixedly connected between the leaf plate one and the leaf plate two. The leaf plate one is integrally cast from concrete or spliced ​​from at least two precast concrete slabs. The leaf plate two is integrally cast from concrete. During the prefabrication of each precast concrete slab, multiple sets of truss steel bars are pre-embedded and fixed. Each set of truss steel bars includes connecting steel bars extending in a wavy shape in the vertical direction. The crest of the connecting steel bars is pre-embedded and fixed in the precast concrete slab, and the trough is pre-embedded and fixed in the leaf plate two. The crest and trough of the connecting steel bars are also provided with anchoring reinforcement structures. Vertical steel bars and horizontal steel bars are fixedly connected near the crest and trough of the connecting steel bars. The vertical steel bars and horizontal steel bars are located in the cavity between the leaf plate one and the leaf plate two. After splicing, each precast concrete slab is fixedly connected by the horizontal steel bars.

[0006] Based on the above technical solution, the present invention can be further improved as follows.

[0007] Furthermore, the anchoring reinforcement structure includes angled anchoring sections where the connecting steel bars are folded forward or backward at the crests and troughs, and the angled anchoring sections are pre-embedded and fixed within the precast concrete slab or leaf plate.

[0008] Furthermore, the angled anchoring section is a steel bar segment that is bent into an arc shape or a zigzag shape.

[0009] Furthermore, any adjacent angled anchoring segments are staggered in the front and back directions at the crests, and any adjacent angled anchoring segments are staggered in the back and back directions at the troughs.

[0010] Furthermore, the anchoring reinforcement structure also includes reinforcing anchor bars that are fixedly connected to each of the angled anchoring sections at the crest and trough of the wave, respectively.

[0011] Furthermore, the anchoring reinforcement structure includes reinforcing anchor bars that are fixedly connected to each crest or trough.

[0012] Furthermore, multiple thickness-limiting reinforcing bars are fixed on the truss reinforcement, which are perpendicular to both the horizontal and vertical reinforcement bars. The two ends of the thickness-limiting reinforcing bars are respectively flush with the outer surfaces of blade one and blade two facing away from the cavity.

[0013] Furthermore, both the precast concrete slab and the second leaf plate are cast from high-performance or ultra-high-performance concrete.

[0014] Furthermore, the adjacent truss reinforcing bars are placed in a staggered manner, and a lifting ring is provided on the left and right sides of the upper end of the cavity between blade one and blade two, and the lower part of the lifting ring is fixedly connected to the truss reinforcing bar.

[0015] The present invention also provides a method for producing the prefabricated composite hollow wall of high performance concrete as described above, which includes the following steps:

[0016] S1. The concrete precast slabs of various specifications and sizes are poured and produced on a belt-type precast component production line or a steel mold table production line. Multiple sets of truss steel bars are pre-embedded and fixed on one side surface of the concrete precast slabs. The vertical steel bars are fixed on the truss steel bars. After pouring, the slabs are cured and solidified and stored for later use.

[0017] S2. According to the design dimensions of the composite hollow wall, select two or more precast concrete slabs of suitable specifications prepared by S1, splice and align them to form the composite wall, then fix and install the transverse steel bars on the truss steel bars to form a steel mesh, then place the leaf plate one on the steel formwork with the steel mesh facing down, and finally pour concrete and cure to form the leaf plate two.

[0018] Compared with the prior art, the beneficial effects of the present invention are:

[0019] The prefabricated high-performance concrete composite hollow wall provided by this invention has a special design with A-side splicing (leaf plate one) and B-side integral casting (leaf plate two). In factory production, the prefabricated concrete slabs spliced ​​into leaf plate one can be pre-produced. Since the size of the prefabricated concrete slabs is relatively small, they can be directly processed on a conventional belt-type prefabricated component production line, resulting in high production efficiency. The prefabricated concrete slabs of various specifications produced in advance can be stored for later use. Then, the prefabricated concrete slabs are selected for splicing according to the target size of the prefabricated composite hollow wall (during splicing, since the truss reinforcement is exposed, it is easy to fix the transverse reinforcement on it). Finally, the B-side of the composite hollow wall is cast and formed on a steel mold. Breaking down the production of the A side of the composite hollow wall into the production of smaller-sized precast concrete slabs can effectively reduce the reliance on steel formwork when producing large-sized prefabricated composite hollow walls. Steel formwork requires a large investment and occupies a large area. Only the B side of the composite hollow wall is produced on steel formwork, which can reduce equipment investment, improve production efficiency, and reduce the requirement for a large production space in the factory area.

[0020] No steel mesh is installed inside blade 1 and blade 2. The truss reinforcement is enhanced by the reinforced anchoring structure set in the trough and crest of the wave, which can effectively enhance the connection between the truss reinforcement and blade 1 and blade 2. In particular, the staggered arrangement of the angled anchoring section can effectively increase the area of ​​force application, thereby avoiding concrete cracking caused by stress concentration at the connection between the truss reinforcement and each blade. Attached Figure Description

[0021] Figure 1 An isometric view of a prefabricated high-performance concrete composite hollow wall provided by the present invention;

[0022] Figure 2 for Figure 1 Exploded view of the shear wall shown;

[0023] Figure 3 for Figure 2 Axonometric view of a leaf slab formed by splicing two precast concrete slabs and the truss reinforcement on its surface;

[0024] Figure 4 for Figure 3 Axonometric view of a relatively narrow precast concrete slab and the reinforcing steel of its upper truss;

[0025] Figure 5 for Figure 4 Axonometric view of a group of truss reinforcement bars (with angled anchorage sections at both crests and troughs);

[0026] Figure 6 for Figure 5 Front view of the reinforcing steel of the truss shown;

[0027] Figure 7 for Figure 5 Top view of the reinforcing steel of the truss shown (only a section is enlarged);

[0028] Figure 8 for Figure 5 Axonometric view of a truss with thickness limiting bars connected to its reinforcing bars.

[0029] Figure 9 for Figure 5 The image shows an isometric view of the truss reinforcement with reinforcing bars connected to the angled anchorage section. The reinforcing bars are not continuous in the troughs but are continuous in the crests.

[0030] Figure 10 for Figure 5 The isometric view of the truss reinforcement with reinforcing bars connected to the angled anchorage section. The reinforcing bars are continuous in both the trough and crest sections.

[0031] Figure 11 Axonometric view of the truss reinforcement without angled anchorage sections at the crests and troughs, but connected with straight reinforcing anchor bars;

[0032] Figure 12 for Figure 11 Front view of the reinforcing steel of the truss shown;

[0033] Figure 13 for Figure 12Right view of the reinforcing steel of the truss shown;

[0034] Figure 14 Axonometric drawing of a truss reinforcement bar that has staggered angled anchorage sections at the troughs and is connected to reinforcing anchor bars, without angled anchorage sections at the crests;

[0035] Figure 15 This is an isometric view of a precast concrete slab with lifting rings and tie rod holes, where PVC pipes are inserted at the tie rod holes;

[0036] Figure 16 Axonometric drawing of a precast hollow wall with tie-drill holes.

[0037] The attached diagram lists the components represented by each number as follows:

[0038] 1. Leaf plate one; 101. Precast concrete slab; 2. Leaf plate two; 3. Connecting reinforcement; 4. Vertical reinforcement; 5. Horizontal reinforcement; 6. Anchorage section at bend; 7. Reinforcing anchor bar; 8. Thickness limiting reinforcement; 9. Lifting ring; 10. Tie hole; 11. PVC pipe. Detailed Implementation

[0039] The technical solutions provided by the present invention will be clearly and completely described below with reference to the accompanying drawings and specific embodiments. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0040] In the description of this invention, if terms such as "upper," "lower," "left," "right," "top," "bottom," "inner," and "outer" are used to indicate the orientation or positional relationship, the orientation or positional relationship indicated is based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0041] like Figures 1 to 16As shown, this invention provides a prefabricated high-performance concrete composite hollow wall, comprising leaf plate 1 and leaf plate 2. Multiple sets of parallel and spaced truss reinforcing bars are fixedly connected between leaf plate 1 and leaf plate 2. Leaf plate 1 is integrally cast from concrete or assembled from at least two prefabricated concrete slabs 101. Leaf plate 2 is integrally cast from concrete. During prefabrication, each prefabricated concrete slab 101 has multiple sets of truss reinforcing bars pre-embedded and fixed. Each set of truss reinforcing bars includes wavy sections in the vertical direction. The extended connecting steel bar 3 has its crest portion pre-embedded and fixed within the precast concrete slab 101, and its trough portion pre-embedded and fixed within the blade 2. The crest and trough portions of the connecting steel bar 3 are also provided with anchoring reinforcement structures. The connecting steel bar 3 is fixedly connected with vertical steel bars 4 and horizontal steel bars 5 near the crest and trough portions. The vertical steel bars 4 and horizontal steel bars 5 are located in the cavity between the blade 1 and blade 2. The precast concrete slabs 101 are fixedly connected by the horizontal steel bars 5 after splicing.

[0042] It should be noted that in this invention, both leaf plate one (composed of two or more precast concrete slabs spliced ​​together) and leaf plate two are preferably cast with high-strength or ultra-high-strength concrete. No reinforcing mesh is installed within the slabs during casting. Anchoring reinforcement structures are installed at the locations where the truss reinforcement is embedded in the slabs to strengthen the connection between the truss reinforcement and the two leaf plates. However, it is understood that this structure of "spliced ​​leaf plate one + integrally cast leaf plate two" is not limited to the form where no reinforcing mesh is installed within leaf plate one and leaf plate two; it can also be used in composite hollow walls with reinforcing mesh.

[0043] In addition, the width (lateral dimension) of the multiple precast concrete slabs spliced ​​together to form leaf slab one can be the same or different, but the longitudinal dimension should be the same, for example... Figures 1 to 3 In the prefabricated composite hollow wall shown, leaf slab one is formed by splicing two precast concrete slabs. One slab measures 800mm × 3000mm, and the other measures 1200mm × 3000mm. The resulting leaf slab one measures 2000mm × 3000mm. In this invention, leaf slab one is formed by splicing multiple precast concrete slabs together through vertical side end faces.

[0044] It should also be noted that leaf slab one and leaf slab two are cast using high-performance concrete. In this invention, high-performance concrete should be interpreted broadly, including both conventional high-performance concrete and ultra-high-performance concrete. The preferred strength grade range is C80-UC200, and its material composition includes cement, mineral powder, quartz sand, ultrafine fly ash, fiber, silica fume, and water-reducing agents. Using high-performance concrete for leaf slab one and leaf slab two reduces the risk of cracking during construction and use. Compared to traditional composite walls using ordinary concrete for precast slabs, the tensile strength is significantly improved, making cracking less likely and enhancing structural strength. Simultaneously, leaf slab one and leaf slab two are thinner, resulting in a larger cavity compared to traditional composite walls of the same thickness. This reduces transportation and installation costs and improves the ease of construction of the cavity after concrete pouring.

[0045] In one embodiment of the present invention, the anchoring reinforcement structure includes a folded anchoring section 6 of the connecting steel bar 3 that is folded forward or backward at the crest and trough, and the folded anchoring section 6 is pre-embedded and fixed in the precast concrete slab 101 or leaf slab 2.

[0046] It should be noted that, as Figures 2 to 15 As shown, although each connecting steel bar extends in a wavy curve, it bends within the same plane (not considering when the crests and troughs fold forward or backward). In other words, each connecting steel bar, at least the inclined web connecting the crests and troughs, is located in the same plane. The advantage of this arrangement is that there is a relatively unobstructed channel in the cavity between the two leaf plates, which facilitates the subsequent pouring of concrete into the cavity.

[0047] In one embodiment of the present invention, the angled anchoring section 6 is a steel bar segment bent into an arc shape or a zigzag shape.

[0048] It is understandable that the arc-shaped steel bar segment can be as follows: Figures 3 to 10 The steel bar segment shown, which is open on one side and nearly semi-circular, can also be U-shaped or other curved steel bar segments with an opening on one side, such as a petal shape composed of two or more curves; the zigzag steel bar segment can be a triangular, trapezoidal, rectangular, or other polygonal steel bar segment with an opening on one side. In addition, straight bars can be welded inside each angled anchoring segment, and one or both ends of the welded straight bars are fixedly connected to the angled anchoring segment.

[0049] In one embodiment of the present invention, any adjacent angled anchoring segments 6 are staggered in the front and back directions at the crests, and any adjacent angled anchoring segments 6 are staggered in the back and back directions at the troughs.

[0050] It should be noted that the staggered distribution of the angled anchorage sections can form a larger effective working area, resulting in better stress dispersion and avoiding the problem of concrete cracking and damage at the connection caused by stress concentration. Furthermore, preferably, the plane containing each angled anchorage section is perpendicular to the plane containing the diagonal web reinforcement of the corresponding connecting steel bar, i.e., the included angle is 90 degrees. It can be understood that an angle between 60 and 90 degrees between these two planes generally provides a better connection effect.

[0051] It is understood that the upper and lower corner anchoring segments can be staggered, or the upper corner anchoring segments can be staggered relative to each other, while the lower corner anchoring segments face the same direction; in other words, the folding directions of adjacent corner anchoring segments at the crest or one or more corner anchoring segments at intervals can be opposite, and they can be staggered in front and behind, while the corner anchoring segments at the trough can be folded in the same direction, or vice versa, and all of these should be included within the protection scope of this invention.

[0052] In one embodiment of the present invention, such as Figure 9 and 10 As shown, the anchoring reinforcement structure also includes reinforcing anchor bars 7 that are fixedly connected to each of the angled anchoring sections 6 at the crest and trough of the wave, respectively.

[0053] It should be noted that reinforcing anchor bars are connected to each angled anchoring section on the front side of the crest, and similarly to each angled anchoring section on the rear side of the crest, as well as at the trough. The reinforcing anchor bars can be arranged as follows: Figure 10 The through-length setting shown can also be as follows: Figure 9 The segmented, non-continuous setting shown in the middle trough.

[0054] In one embodiment of the present invention, such as Figures 11 to 13 As shown, the anchoring reinforcement structure includes reinforcing anchor bars 7 that are fixedly connected to each crest or trough of the wave.

[0055] In this embodiment, the connecting steel bars do not have angled anchoring sections at the crests and troughs of the waves. However, to enhance the connection with the two leaf plates, a reinforcing anchor bar is fixed at each crest and trough. The reinforcing anchor bar can be straight as shown in the figure, or it can be curved. Furthermore, Figure 13 The reinforcing anchor bars 7 can be located at the top or left and right sides of the crest or trough. Furthermore, the reinforcing anchor bars at the crest and trough can be installed on the same side or opposite sides. For example, when installed on opposite sides, the reinforcing anchor bars at the crest can be welded and fixed to the left side, while those at the trough can be welded and fixed to the right side. Similarly, the vertical reinforcing bars 4 can also be welded and fixed to the same side or opposite side of the connecting reinforcing bars 3.

[0056] In one embodiment of the present invention, such as Figure 14As shown, the truss reinforcement does not have a bend anchoring section at the crest (i.e., the crest and each diagonal web reinforcement are located on the same plane), but has bend anchoring sections distributed in a staggered manner at the trough. Each bend anchoring section on the front and back sides is also fixed with reinforcing anchor bars. The reinforcing anchor bars on the same side can be continuous steel bars that run the whole length, or multiple steel bars that are intermittently set on the same straight line.

[0057] It is understood that, in this embodiment, although no angled anchoring section is provided at the crest, reinforcing anchor bars connecting each crest can be provided if necessary; in addition, the structural configuration of the crest and trough can also be interchanged, that is, the crest is provided with an angled anchoring section, while the trough is not provided with an angled anchoring section.

[0058] In one embodiment of the present invention, a plurality of thickness limiting steel bars 8 are fixed on the truss steel bars, which are perpendicular to both the horizontal steel bars 5 and the vertical steel bars 4. The two ends of the thickness limiting steel bars 8 are respectively flush with the outer surfaces of the blade plate 1 and the blade plate 2 facing away from the cavity.

[0059] It should be noted that both the upper and lower ends of the thickness limiting steel bars extend out of the plane of the corresponding angled anchorage section. When multiple sets of planar steel trusses are fixed into a steel mesh by transverse steel bars (horizontal steel bars) and placed on a belt conveyor or steel mold for leaf plate casting, each thickness limiting steel bar is supported on the corresponding platform by its lower end, so that the angled anchorage section located at the trough is lifted off the platform. Therefore, the angled anchorage section will not be exposed during casting. Since the two end faces of the thickness limiting steel bars are located on the outer end faces of the two leaf plates respectively, it also plays the role of limiting the thickness of the composite wall.

[0060] In one embodiment of the present invention, both the precast concrete slab 101 and the blade 2 are cast from high-performance or ultra-high-performance concrete.

[0061] In one embodiment of the present invention, adjacent truss reinforcing bars are staggered, and a lifting ring 9 is provided on the left and right sides of the upper end of the cavity between blade 1 and blade 2 (e.g., Figure 15 As shown in the figure, the lower part of the lifting ring 9 is fixedly connected to the truss reinforcement.

[0062] It should be noted that the staggered placement of adjacent truss reinforcement bars means that, in the transverse direction perpendicular to the truss reinforcement bars, two adjacent truss reinforcement bars do not simply overlap by direct transverse translation. Instead, they are exactly half a wavelength apart. For example, if a trough of one truss reinforcement bar is embedded in blade two, then the adjacent truss reinforcement bars at the same position in the transverse direction are embedded in blade two through the crest. The lifting ring is U-shaped, with one open end extending into the cavity between the two blades and fixedly connected to the truss reinforcement bars within the cavity. Figure 15 and Figure 16The diagram also shows tie rod holes 10 and PVC pipes 11. The precast concrete slabs are pre-formed with tie rod holes 10 during precasting (the second leaf plate also has corresponding tie rod holes during casting). PVC pipes 11 are fixed in the corresponding tie rod holes of the two leaf plates. This facilitates the tensioning of adjacent shear walls by tie rods when pouring concrete into the cavity after on-site installation. PVC pipes facilitate the insertion, fixing, and disassembly of tie rods, while also preventing concrete slurry from leaking out from the tie rod holes.

[0063] The present invention also provides a method for producing the prefabricated composite hollow wall of high performance concrete as described above, which includes the following steps:

[0064] S1. The concrete precast slabs 101 of various specifications and sizes are poured and produced on a belt-type precast component production line or a steel mold table production line. Multiple sets of truss steel bars are pre-embedded and fixed on one side surface of the concrete precast slabs 101. The vertical steel bars 4 are fixed on the truss steel bars. After pouring, the slabs are cured and solidified and stored for later use.

[0065] S2. According to the design dimensions of the composite hollow wall, select two or more precast concrete slabs 101 of suitable specifications prepared by S1, splice and align them to form the composite wall, then fix and install each of the transverse steel bars 5 on the truss steel bars to form a steel mesh, then place the leaf plate 1 with the steel mesh facing down on the steel formwork, and finally pour concrete and cure it to form the leaf plate 2.

[0066] It should be noted that during the production of precast concrete slabs in step S1, the corresponding sets of truss reinforcement bars need to be connected into one piece by several transverse auxiliary reinforcement bars (or other auxiliary structures, tooling, etc. that have similar functions) to form a temporary reinforcement mesh (reinforcement cage), and then the slab is poured and cured. After curing, the bottom of the truss reinforcement bars is pre-embedded and fixed to the precast concrete slab. In step S2, during the splicing, the selected precast concrete slabs of appropriate specifications are spliced ​​together by pressing the side end faces together, and then the transverse reinforcement bars are threaded through and welded or tied to form a larger reinforcement mesh. Then, the slab is flipped so that the reinforcement mesh is supported downwards on the steel formwork. Finally, concrete is poured and cured to form a whole leaf slab.

[0067] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A prefabricated high-performance concrete composite hollow wall, characterized in that, The system includes blade plate one (1) and blade plate two (2), with multiple sets of parallel and spaced truss reinforcement bars fixedly connected between blade plate one (1) and blade plate two (2). Blade plate one (1) is integrally cast from concrete or spliced ​​from at least two precast concrete slabs (101). Blade plate two (2) is integrally cast from concrete. Each precast concrete slab (101) has multiple sets of truss reinforcement bars pre-embedded and fixed during prefabrication. Each set of truss reinforcement bars includes connecting reinforcement bars (3) extending in a wavy shape in the vertical direction. The crest of the wave is embedded and fixed in the precast concrete slab (101), and the trough is embedded and fixed in the blade plate (2). The crest and trough of the connecting steel bar (3) are also provided with anchoring reinforcement structures. The connecting steel bar (3) is fixedly connected with vertical steel bars (4) and horizontal steel bars (5) near the crest and trough. The vertical steel bars (4) and horizontal steel bars (5) are located in the cavity between the blade plate (1) and the blade plate (2). Each precast concrete slab (101) is fixedly connected by the horizontal steel bars (5) after splicing.

2. The prefabricated high-performance concrete composite hollow wall according to claim 1, characterized in that, The anchoring reinforcement structure includes a folded anchoring section (6) of the connecting steel bar (3) that is folded forward or backward at the crest and trough, and the folded anchoring section (6) is pre-embedded and fixed in the precast concrete slab (101) or leaf plate (2).

3. The prefabricated high-performance concrete composite hollow wall according to claim 2, characterized in that, The angled anchoring section (6) is a steel bar segment that is bent into an arc shape or a zigzag shape.

4. A prefabricated high-performance concrete composite hollow wall according to claim 2, characterized in that, The angled anchoring segments (6) of any adjacent segments are staggered in the front and back directions at the crests and in the back and front directions at the troughs.

5. A prefabricated high-performance concrete composite hollow wall according to claim 4, characterized in that, The anchoring reinforcement structure also includes reinforcing anchor bars (7) that are fixedly connected to each of the angled anchoring sections (6) at the crest and trough of the wave, respectively.

6. A prefabricated high-performance concrete composite hollow wall according to claim 1, characterized in that, The anchoring reinforcement structure includes reinforcing anchor bars (7) that are fixedly connected to each crest or trough.

7. A prefabricated high-performance concrete composite hollow wall according to claim 1, characterized in that, Multiple thickness limiting steel bars (8) are fixed on the truss steel bars, which are perpendicular to both the horizontal steel bars (5) and the vertical steel bars (4). The two ends of the thickness limiting steel bars (8) are flush with the outer surfaces of the blade plate one (1) and blade plate two (2) facing away from the cavity.

8. A prefabricated high-performance concrete composite hollow wall according to claim 1, characterized in that, The precast concrete slab (101) and the leaf plate (2) are both made of high-performance or ultra-high-performance concrete.

9. A prefabricated high-performance concrete composite hollow wall according to any one of claims 1 to 8, characterized in that, The adjacent truss steel bars are placed in opposite directions. The upper end of the cavity between blade 1 (1) and blade 2 (2) is provided with a lifting ring (9) on the left and right sides respectively. The lower part of the lifting ring (9) is fixedly connected to the truss steel bar.

10. A method for producing prefabricated composite hollow walls as described in any one of claims 1 to 9, characterized in that, Includes the following steps: S1. The concrete precast slabs (101) of various specifications and sizes are poured and produced on a belt-type precast component production line or a steel mold table production line. Multiple sets of truss steel bars are pre-embedded and fixed on one side surface of the concrete precast slabs (101). The vertical steel bars (4) are fixed on the truss steel bars. After pouring, the slabs are cured and solidified and stored for later use. S2. According to the design dimensions of the composite hollow wall, select two or more precast concrete slabs (101) of suitable specifications prepared by S1, splice and align them to form the above, then fix and install each of the transverse steel bars (5) on the truss steel bars to form a steel mesh, then place leaf plate one (1) on the steel formwork with the steel mesh facing down, and finally pour concrete, cure and solidify to form leaf plate two (2), thus obtaining the desired result.

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