Large-span formwork-removal-free floor slab, floor slab mounting structure and construction method

Abstract

The invention provides a large-span formwork-removal-free floor slab, a floor slab mounting structure and a construction method. The large-span formwork-removal-free floor slab comprises prefabricated slabs, cast-in-place slabs and truss steel bars. The cast-in-place slab is formed at the upper end of the prefabricated slab through concrete pouring; the truss steel bars comprise upper-layer steel bars, lower-layer steel bars and a plurality of hook steel bars. By using the combination form of the prefabricated slab and the cast-in-place slab, the formwork does not need to be disassembled in the construction process, so that the construction period is shortened, the labor cost is reduced, and the construction efficiency is improved. The upper-layer ribs and the lower-layer ribs of the truss steel bars are arranged at the top and the bottom of the cast-in-place slab respectively, a good stress system is formed, the bearing capacity and the bending resistance of the floor slab can be improved, the hook steel bars are arranged on the upper portion of the prefabricated slab, the upper-layer ribs and the lower-layer ribs are connected through the extending parts, and stress transmission among different parts is more uniform. The stability of the whole structure is enhanced, the number of supporting structures can be effectively reduced, the flexibility and the utilization rate of space are improved, and the structure is suitable for large-space building application.

Description

Technical Field

[0001] The invention belongs to the field of building construction, and in particular relates to a large-span formwork-free floor slab, a floor slab installation structure and a construction method. Background Art

[0002] There are two main problems with traditional large-span floor slabs during construction: First, since the middle of the floor slab will bear large shear forces and bending moments, a large number of supports will be set up below the floor slab. These supports are not only troublesome to install and disassemble, affecting the construction progress; but also the lower supports are too dense, resulting in narrow space, making it extremely inconvenient for construction workers to pass through and transport materials. Second, after the concrete of the cast-in-place slab is poured and maintained, there are two forms: removing the prefabricated slab or not. If the prefabricated slab is removed, the process is cumbersome and affects the construction progress; if the prefabricated slab is not removed, the prefabricated slab is generally calculated as part of the floor slab thickness. In the actual construction process, the prefabricated slab steel bars extending from both sides of the prefabricated slab are inserted into the walls on both sides, and the prefabricated slab steel bars collide with the steel bars of the walls on both sides, causing difficulties in construction.

[0003] With the development of prefabrication technology and the widespread use of lifting machinery, floor slabs are prefabricated in workshops and hoisted on site. The prefabrication and hoisting methods can effectively reduce the time and labor costs of on-site construction, improve the overall construction efficiency, and greatly improve the construction efficiency. At the same time, the workshop working environment is generally better than the on-site construction environment. The construction process of prefabricated floor slabs is relatively safe and comfortable, which improves the safety factor of workers and reduces the accident rate. Prefabricated floor slabs can meet the functional requirements of buildings without or with little need for temporary support structures, thereby realizing the characteristics of formwork-free. In recent years, they have been widely used in civil building structures and have also begun to be gradually used in the structural design of nuclear power plants.

[0004] However, in the floor structure of the nuclear island of a nuclear power plant, due to the need to meet specific layout space requirements and the diversity of items in the room, it is often impossible to effectively divide the room or set up intermediate walls and other structures. This results in relatively large spans for some floors, and the room also has strict requirements on the height of the clearance. Due to these restrictions, the application scope of prefabricated floors in nuclear power plants is limited to a certain extent, and it is difficult to form economies of scale.

[0005] Therefore, it is necessary to design a large-span formwork-free floor, a floor installation structure and a construction method. Summary of the invention

[0006] In view of the above shortcomings of the prior art, the purpose of the present invention is to provide a large-span formwork-free floor, a floor installation structure and a construction method, so as to realize the large-span installation arrangement of prefabricated floor slabs, and have sufficient rigidity to withstand large loads, while avoiding the use of temporary supports for the construction and installation of large-span floors, so as to meet the special requirements of the nuclear island building of a nuclear power plant.

[0007] In order to achieve the above-mentioned purpose and other related purposes, the present invention provides a large-span formwork-free floor slab, comprising:

[0008] Precast panels;

[0009] A cast-in-place slab, wherein the cast-in-place slab is formed by pouring concrete on the upper end of the precast slab;

[0010] Truss steel bars, the truss steel bars comprising upper steel bars, lower steel bars and a plurality of hook steel bars;

[0011] Among them, the upper reinforcement and the lower reinforcement are respectively buried in the top and bottom of the cast-in-place slab, each of the hook steel bars is arranged on the upper part of the precast slab and extends out of the upper end of the precast slab, and the upper reinforcement and the lower reinforcement are connected by the hook steel bars.

[0012] In a preferred embodiment of the present invention, the upper layer of ribs and the lower layer of ribs are composed of mutually perpendicular transverse ribs and vertical ribs, the transverse ribs are evenly and horizontally arranged along the width direction of the precast panel, and the vertical ribs are evenly and horizontally arranged along the length direction of the precast panel.

[0013] In a preferred embodiment of the present invention, the upper and lower parts of each of the hook steel bars are configured to be hook-shaped and are respectively buried inside the prefabricated slab and the cast-in-place slab. The hook steel bars span the upper reinforcement and the lower reinforcement and are tied and fixed at the intersection of the transverse reinforcement and the vertical reinforcement.

[0014] In a preferred embodiment of the present invention, the two ends of the prefabricated panel are overlapped at the elevation position of the wall respectively, and the end of each transverse reinforcement is bent and tied and fixed with the corresponding wall reinforcement.

[0015] To achieve the purpose of the present invention and other purposes, the present invention also provides a floor installation structure, including:

[0016] A steel tower frame, wherein the steel tower frame is fixedly installed below the middle of the floor slab;

[0017] A corbel assembly, wherein the corbel assembly is fixedly mounted on the walls on both sides of the floor slab;

[0018] A main beam assembly, the main beam assembly being overlapped on the upper ends of the corbel assembly and the steel tower;

[0019] A secondary beam assembly, the upper end of which is fixedly connected to the bottom end of the prefabricated panel and is arranged across the upper end of the main beam assembly.

[0020] In a preferred embodiment of the present invention, the main beam assembly includes a pair of first main beams and a pair of second main beams, and the first main beams and the second main beams are arranged in parallel in the longitudinal extension direction of the wall; the pair of first main beams are respectively fixedly mounted on the corbel assemblies on the walls on both sides, and the pair of second main beams are respectively fixedly mounted on both sides of the steel tower close to the wall.

[0021] In a preferred embodiment of the present invention, the secondary beam assembly includes a plurality of secondary beams that are evenly arranged along the longitudinal extension direction of the wall, and each of the secondary beams is horizontally arranged and perpendicular to the first main beam.

[0022] In a preferred embodiment of the present invention, two ends of the secondary beam are respectively overlapped on the first main beam and the second main beam on the same side of the steel tower.

[0023] In a preferred embodiment of the present invention, each of the first main beams, each of the second main beams and each of the secondary beams is a steel I-beam.

[0024] To achieve the above object and other related objects, the present invention also provides a floor construction method, comprising the following steps:

[0025] Install the steel tower frame below the middle of the floor slab, and fix the bracket assembly to the walls on both sides of the floor slab;

[0026] The main beam assembly is fixedly mounted on the upper ends of the corbel assembly and the steel tower;

[0027] In the production workshop, the sub-beam assembly is fixedly installed on the bottom end of the prefabricated panel;

[0028] The prefabricated panels are transported and hoisted to a designated location, and the secondary beam assembly is fixedly installed on the upper end of the main beam assembly;

[0029] Each hook steel bar of the truss steel bar is tied to the upper steel bar and the lower steel bar respectively, and after the tying is completed, concrete is poured on the upper end of the precast plate to form a cast-in-place plate;

[0030] After the concrete reaches the designed strength, the steel tower, the corbel assembly, the main beam assembly and the secondary beam assembly are removed.

[0031] In a preferred embodiment of the present invention, hoisting the prefabricated panel to a designated position includes overlapping both ends of the prefabricated panel at the elevation position of the walls on both sides of the floor; wherein the elevation position is a preset bottom height of the prefabricated panel.

[0032] In a preferred embodiment of the present invention, the present invention further comprises pouring the wall:

[0033] Casting concrete walls to the set elevation;

[0034] After the strength of the wall reaches the required level, the ends of the prefabricated panels are anchored to the wall;

[0035] Binding and fixing the bent ends of the transverse reinforcements of the upper reinforcement and the lower reinforcement to the wall reinforcements;

[0036] Continue pouring the concrete wall until a junction between the cast-in-place slab and the wall is formed.

[0037] The beneficial technical effects of the present invention include at least:

[0038] The large-span formwork-free floor slab proposed by the present invention includes a prefabricated slab, a cast-in-place slab and truss steel bars. The upper and lower layers of the truss steel bars are arranged at the top and bottom of the cast-in-place slab, respectively, to form a good force system, which helps to improve the bearing capacity and bending resistance of the floor slab. The hook steel bars of the truss steel bars are arranged at the upper part of the prefabricated slab, and the upper and lower layers of the steel bars are connected through the extended part, so that the force transmission between different parts is more uniform. Such a design enhances the stability of the overall structure, can effectively reduce the number of supporting structures, improve the flexibility and utilization of space, and is suitable for large-space building applications.

[0039] The floor construction method of the present invention adopts an overlapping method to connect the prefabricated panels and the walls on both sides, and further the ends of the prefabricated panels are laid on the walls and then anchored and fixed. The cast-in-place panels and the walls are connected by bending the ends of the transverse reinforcements and tying them with the wall reinforcements. The above-mentioned connection and fixing method not only avoids the collision problem between the reinforcements, but also eliminates the need for construction personnel to make complicated adjustments when installing the prefabricated panels, reduces the uncertainty in the construction, thereby improving the construction efficiency and shortening the construction period. The stress characteristics of the structure are taken into consideration to ensure that the floor slab and the wall can maintain a good cooperative working state under various loads, thereby ensuring the safety and durability of the entire building structure.

[0040] The floor installation structure of the present invention, the arrangement of the steel tower and the corbel assembly provide support for the installation of the floor, which is convenient for construction personnel to operate. The steel tower and the corbel assembly are respectively arranged below the middle of the floor and on the walls on both sides of the floor, so that a large space is freed up in the lower part of the floor without affecting the passage of construction personnel and the transportation of materials. The secondary beam assembly is arranged across the upper end of the main beam assembly to form a stable frame structure, which further increases the installation height of the prefabricated panel. The space height is increased and safety is also guaranteed. Therefore, the design of the entire installation structure takes into account the convenience of construction and the stability of the structure, making the installation of large-span formwork-free floors more efficient and safe. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for describing the embodiments are briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0042] Figure 1 A schematic diagram of a floor installation structure in one embodiment of the present invention Figure 1 .

[0043] Figure 2 A schematic diagram of a floor installation structure in one embodiment of the present invention Figure 2 .

[0044] Figure 3 The figure is a schematic diagram of the installation of the prefabricated panels and the secondary beams in one embodiment of the present invention.

[0045] Figure 4 The figure is a schematic diagram of a wall, a prefabricated panel and truss reinforcement in a floor construction method according to one embodiment of the present invention.

[0046] Figure 5 The present invention is a flow chart of a floor construction method in one embodiment.

[0047] Explanation of numbers: 1. Steel tower; 2. Corbel; 3. Precast slab; 4. Secondary beam; 5. Second main beam; 6. First main beam; 7. Cast-in-place slab; 8. Hook steel bar; 9. Wall; 10. Wall steel bar; 11. Horizontal reinforcement; 12. Vertical reinforcement. DETAILED DESCRIPTION

[0048] The following describes the embodiments of the present invention through specific examples, and those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present invention.

[0049] It should be noted that the illustrations provided in this embodiment are only used to illustrate the basic concept of the present invention in a schematic manner. Therefore, the drawings only show components related to the present invention rather than being drawn according to the number, shape and size of components in actual implementation. In actual implementation, the type, quantity and proportion of each component may be changed arbitrarily, and the component layout may also be more complicated.

[0050] It should be noted that the floor slab is part of the horizontal structure of the building, and is usually used to form the load-bearing surface of the floor or roof. The basic function of the floor slab is to bear the load transmitted from the inside of the building and the external load, and distribute these loads to the supporting members (such as beams, columns or walls 9). A long-span floor slab refers to a floor slab with a large span (i.e., the distance between the two ends of the support) that is usually larger than the span of a conventional floor slab (generally referring to a floor slab with a span of more than 6 meters). Long-span floor slabs are usually used in architectural designs that require large open spaces and do not want to have many supporting columns, such as gymnasiums, exhibition centers, shopping malls, industrial plants and parking lots. The design requirements for long-span floor slabs are relatively high, usually involving the strength, rigidity and stability of the structure, and reinforced concrete, prestressed concrete and other new materials may be used to meet these requirements. At the same time, the structure and construction methods of long-span floor slabs are also different from those of ordinary floor slabs, and more complex hoisting and support technologies may be used to ensure the safety and accuracy of construction. The nuclear island of a nuclear power plant contains a large number of large equipment and heavy machinery, such as reactors, steam generators, turbine generators and their auxiliary equipment. These equipment need to be reasonably arranged on the same level to ensure the convenience of operation and accessibility of maintenance. Large-span floor slabs can provide sufficient space and reduce the number of columns, thereby preventing interference with the layout of equipment. Therefore, large-span floor slab structures are required in the construction of nuclear island buildings of nuclear power plants.

[0051] See also Figure 1 to Figure 4 As shown, in order to achieve the above-mentioned purpose and other related purposes, the present invention proposes a large-span formwork-free floor slab, comprising a precast slab 3, a cast-in-place slab 7 and truss steel bars. The cast-in-place slab 7 is formed on the upper end of the precast slab 3 by pouring concrete; the truss steel bars include an upper layer of steel bars, a lower layer of steel bars and a plurality of hook steel bars 8; wherein the upper layer of steel bars and the lower layer of steel bars are respectively buried at the top and the bottom of the cast-in-place slab 7, each hook steel bar 8 is arranged on the upper part of the precast slab 3 and extends out of the upper end of the precast slab 3, and the upper layer of steel bars and the lower layer of steel bars are connected by the hook steel bars 8.

[0052] It should be noted that the above-mentioned large-span floor slab includes a precast slab 3, a cast-in-place slab 7 and truss steel bars. The combination of the precast slab 3 and the cast-in-place slab 7 can eliminate the need to remove the formwork during construction, thereby reducing the construction period and labor costs and improving construction efficiency. The upper and lower layers of the truss steel bars are arranged at the top and bottom of the cast-in-place slab 7, respectively, to form a good force system, which helps to improve the bearing capacity and bending resistance of the floor slab. The hook steel bars 8 of the truss steel bars are arranged on the upper part of the precast slab 3, and the upper and lower layers of the steel bars are connected through the extended part, so that the force transmission between different parts is more uniform. Such a design enhances the stability of the overall structure, can effectively reduce the number of supporting structures, improve the flexibility and utilization of space, and is suitable for large space building applications.

[0053] In a preferred embodiment of the present invention, the upper and lower ribs are composed of mutually perpendicular transverse ribs 11 and vertical ribs 12, the transverse ribs 11 are evenly and horizontally arranged along the width direction of the precast panel 3, and the vertical ribs 12 are evenly and horizontally arranged along the length direction of the precast panel 3.

[0054] It should be noted that the upper and lower ribs are composed of mutually perpendicular transverse ribs 11 and vertical ribs 12. This staggered configuration provides better tensile and bending strength and improves the stability of the overall structure. Moreover, the transverse ribs 11 and vertical ribs 12 are evenly arranged along the width and length of the precast panel 3, respectively, so that the load can be more evenly distributed to the entire panel surface, reducing the local stress concentration phenomenon.

[0055] In a preferred embodiment of the present invention, the upper and lower parts of each hook steel bar 8 are configured to be hook-shaped and are respectively buried inside the prefabricated slab 3 and the cast-in-place slab 7. The hook steel bar 8 spans the upper and lower reinforcements and is tied and fixed at the intersection of the transverse reinforcement 11 and the vertical reinforcement 12.

[0056] It should be noted that the hook steel bars 8 can be evenly arranged on the precast slab 3, and the upper and lower parts of the hook steel bars 8 are effectively embedded in the precast slab 3 and the cast-in-place slab 7, forming an effective shear connection between the upper and lower reinforcements, thereby enhancing the shear resistance of the overall structure in the transverse and longitudinal directions. It also enhances the connection strength between the precast slab 3 and the cast-in-place slab 7, avoiding disengagement and displacement.

[0057] In a preferred embodiment of the present invention, both ends of the prefabricated panel 3 are overlapped at the elevation position of the wall 9 respectively, and the end of each transverse reinforcement 11 is bent and tied and fixed with the corresponding wall reinforcement 10 .

[0058] It should be noted that the traditional prefabricated panel 3 has reinforcement bars on both sides, and the protruding reinforcement bars are inserted into the wall 9 to achieve the connection between the wall 9 and the prefabricated panel 3. This fixing method will cause the protruding reinforcement bars of the prefabricated panel 3 to collide with the wall reinforcement bars 10 of the wall 9, which will cause a series of problems. For example, during the construction process, the construction workers may need to make additional adjustments and processing, which increases the complexity and time cost of the construction; the collision causes the position of the reinforcement bars to shift, which may cause the actual stress state to be inconsistent with the design state, thereby reducing the strength and stability of the overall structure; the collision may cause the reinforcement bars to bend, break or other physical damage, further affecting the strength and stability of the connection, resulting in increased subsequent maintenance costs, etc.

[0059] The connection between the prefabricated panels 3 and the walls 9 on both sides of the present invention is overlapped, and the ends of the prefabricated panels 3 are laid on the walls 9 and then anchored and fixed. The connection between the cast-in-place panels 7 and the walls 9 is achieved by bending the ends of the transverse reinforcements 11 and tying them to the wall reinforcements 10. The above-mentioned connection and fixing method not only avoids the collision problem between the reinforcements, but also eliminates the need for construction workers to make complex adjustments when installing the prefabricated panels 3, reducing the uncertainty in construction, thereby improving construction efficiency and shortening the construction period. Taking into account the stress characteristics of the structure, it is ensured that under various loads, the floor slab and the wall 9 can maintain a good cooperative working state, thereby ensuring the safety and durability of the entire building structure.

[0060] See also Figure 1 to Figure 4 As shown, in order to achieve the purpose of the present invention and other purposes, the present invention also provides a floor installation structure for installing the above-mentioned large-span formwork-free floor, including a steel tower 1, a corbel assembly, a main beam assembly and a secondary beam assembly. The steel tower 1 is fixedly installed below the middle of the floor; the corbel assembly is fixedly installed on the wall 9 on both sides of the floor; the main beam assembly is overlapped on the upper end of the corbel assembly and the steel tower 1; the upper end of the secondary beam assembly is fixedly connected to the bottom end of the prefabricated panel 3, and is arranged across the upper end of the main beam assembly.

[0061] It should be noted that in the floor installation structure of the present invention, the setting of the steel tower 1 and the corbel assembly provides support for the installation of the floor, which is convenient for construction personnel to operate. The steel tower 1 and the corbel assembly are respectively arranged below the middle of the floor and on the walls 9 on both sides of the floor, so that a large space is freed up in the lower part of the floor without affecting the passage of construction personnel and the transportation of materials. The secondary beam assembly is arranged across the upper end of the main beam assembly to form a stable frame structure, which further increases the installation height of the prefabricated panel 3. The space height is increased and safety is also guaranteed. Therefore, the design of the entire installation structure takes into account the convenience of construction and the stability of the structure, making the installation of large-span formwork-free floors more efficient and safe.

[0062] In a preferred embodiment of the present invention, the main beam assembly includes a pair of first main beams 6 and a pair of second main beams 5, and the first main beams 6 and the second main beams 5 are arranged in parallel in the longitudinal extension direction of the wall 9; the pair of first main beams 6 are respectively fixedly mounted on the corbel assemblies on the walls 9 on both sides, and the pair of second main beams 5 are respectively fixedly mounted on both sides of the steel tower 1 close to the wall 9. The sub-beam assembly includes a plurality of sub-beams 4, and is evenly arranged along the longitudinal extension direction of the wall 9, and each sub-beam 4 is arranged horizontally and perpendicular to the first main beam 6. Both ends of the sub-beam 4 are respectively overlapped on the first main beam 6 and the second main beam 5 on the same side of the steel tower 1.

[0063] In a further embodiment, the corbel assembly may include six corbels 2, three corbels 2 are arranged on each side wall 9, and each corbel 2 is vertically fixedly connected to the wall 9. The arrangement of the corbels 2 can effectively disperse the load of the first main beam 6 and improve the stability and safety of the entire structure. The shape and size of the corbels 2 can be adjusted according to actual needs to adapt to different building requirements and environmental conditions.

[0064] The steel tower 1 can be square and include a plurality of tower sections, each of which is connected by bolts. This modular tower design is not only convenient for transportation and installation, but also can be flexibly combined and adjusted according to the span and height requirements of the floor.

[0065] It should be noted that bolts may be used for the above-mentioned fixing and installation, and both ends of the auxiliary beam 4 may be fixed to the first main beam 6 and the second main beam 5 by bolts respectively.

[0066] Both the main beam assembly and the auxiliary beam assembly are adjustable support structures, so as to accurately position and support the prefabricated panels 3 during the installation process. In particular, during the construction process, by adjusting the spacing between the auxiliary beams 4, prefabricated panels 3 of different sizes can be flexibly adapted, thereby improving the flexibility and efficiency of the construction.

[0067] In a preferred embodiment of the present invention, each first main beam 6, each second main beam 5 and each auxiliary beam 4 is a steel I-beam.

[0068] It should be noted that, in practical applications, steel I-beams can bear larger loads, and standardized production of steel I-beams can simplify the construction process, speed up installation, and reduce construction costs. In addition, the prefabricated panels 3 can be kept horizontal during installation, ensuring the flatness and construction quality of the floor.

[0069] See also Figure 1 to Figure 5 As shown, in order to achieve the above purpose and other related purposes, the present invention also proposes a floor construction method, which uses the above floor installation structure for the construction of the above large-span formwork-free floor, specifically comprising the following steps:

[0070] S1: The steel tower 1 is fixedly installed below the middle of the floor slab, and the bracket assembly is fixed to the wall 9 on both sides of the floor slab;

[0072] Specifically, bolts are used to fix the lower part of the steel tower 1 at the center of the floor slab, and then three brackets 2 are evenly fixed on each side wall 9 of the floor slab using bolts.

[0073] S2: The main beam assembly is fixedly installed on the upper end of the corbel assembly and the steel tower 1;

[0074] Specifically, the first main beam 6 is placed on the upper end of the corbel 2 of the wall 9 on the same side, and then the first main beam 6 is fixed to the corbel 2 using bolts.

[0075] The second main beams 5 are respectively placed on both sides of the steel tower frame 1 close to the wall 9, and then the second main beams 5 are fixed to the steel tower frame 1 using bolts.

[0076] S3: In the production workshop, the sub-beam assembly is fixedly installed on the bottom end of the prefabricated plate 3;

[0077] Specifically, in the production workshop, the sub-beams 4 are evenly arranged along the longitudinal extension direction (y-axis direction) of the prefabricated panel 3, and each sub-beam 4 is arranged parallel to the transverse direction (x-axis direction) of the prefabricated panel 3. The bottom end of the prefabricated panel 3 and the top end of each sub-beam 4 are fixedly connected by bolts.

[0078] S4: transport and hoist the prefabricated panel 3 to a designated location, and fix the secondary beam assembly on the upper end of the main beam assembly;

[0079] Specifically, one end of the secondary beam 4 is placed on the second main beam 5 on the steel tower 1, and the other end is placed on the first main beam 6 on the corbel 2. They are fixed with bolts.

[0080] S5: Tie each hook steel bar 8 of the truss steel bar to the upper steel bar and the lower steel bar respectively. After the tying is completed, pour concrete on the upper end of the precast plate 3 to form a cast-in-place plate 7;

[0081] Specifically, the upper and lower reinforcement layers include transverse reinforcement 11 and vertical reinforcement 12 arranged perpendicular to each other, and the transverse reinforcement 11 and vertical reinforcement 12 are arranged horizontally, and the hook reinforcement 8 is tied and fixed at the intersection of the transverse reinforcement 11 and the vertical reinforcement 12. Then, concrete cement is poured to form the cast-in-place slab 7. At this time, the cast-in-place slab 7 and the prefabricated slab 3 are firmly connected.

[0082] S6: After the concrete reaches the designed strength, the steel tower 1, the corbel assembly, the main beam assembly and the secondary beam assembly are removed.

[0083] During the dismantling process, first loosen and remove the bolts fixed on the main beam assembly, and then dismantle the secondary beam assembly, the main beam assembly and the corbel assembly in turn; specifically, loosen the connecting bolts between the secondary beam assembly and the main beam assembly one by one, then loosen the connecting bolts between the main beam assembly and the corbel assembly, and finally loosen the bolts between the corbel assembly and the wall 9. While ensuring safety, use lifting equipment to lift the steel tower 1 away from the site as a whole; specifically, use lifting equipment such as a crane or a crane to lift the steel tower 1 steadily and carefully move it to a designated location for storage or recycling. Clean up the site, ensure that there is no residue on the surface of the floor, and complete the construction; specifically, thoroughly clean the surface of the floor, including removing all construction waste, excess concrete and steel bars, etc., to ensure that the surface of the floor is clean and tidy, and prepare for subsequent decoration or use.

[0084] In a preferred embodiment of the present invention, hoisting the prefabricated panel 3 to the designated position includes overlapping the two ends of the prefabricated panel 3 at the elevation position of the wall 9 on both sides of the floor; wherein the elevation position is the preset bottom height of the prefabricated panel 3.

[0085] In a preferred embodiment of the present invention, the pouring of the wall 9 is also included, which specifically includes the following steps:

[0086] S1: pouring concrete wall 9 to the set elevation position;

[0087] S2: After the strength of the wall 9 reaches the required level, the end of the prefabricated panel 3 is anchored to the wall 9;

[0088] S3: Bind and fix the bent ends of the transverse reinforcement 11 of the upper and lower reinforcements to the wall reinforcement 10;

[0089] S4: Continue pouring the concrete wall 9 until a node between the cast-in-place slab 7 and the wall 9 is formed.

[0090] The construction of the wall 9 and the floor slab is now completed.

[0091] It should be noted that in the above construction, the end of the prefabricated panel 3 is anchored to the wall 9, which can be done by pre-embedded parts or post-anchoring. The pre-embedded parts anchoring method is to embed anchors in the wall 9 in advance when pouring the wall 9, and after the strength of the wall 9 reaches the requirement, the end of the prefabricated panel 3 is connected and fixed to the pre-embedded parts. The post-anchoring method is to connect and fix the end of the prefabricated panel 3 to the wall 9 by drilling holes, implanting anchor bolts, etc. after the strength of the wall 9 reaches the requirement.

[0092] The bent ends of the transverse reinforcement 11 of the upper and lower layers are tied and fixed to the wall reinforcement 10 to ensure sufficient connection strength between the prefabricated panel 3 and the wall 9 to ensure the integrity and stability of the structure. During the tying process, it should be ensured that the lap length and tying quality between the reinforcements meet the design requirements.

[0093] Continuing to pour concrete wall 9 until the joint of cast-in-place slab 7 and wall 9 is formed means that after the anchoring of the end of precast slab 3 and the steel bar binding are completed, the concrete is continued to be poured until the wall 9 is completely combined with the precast slab 3 to form an integral structure. This process requires strict control of the pouring quality of concrete to ensure that there are no defects such as honeycombs and rough surfaces, and to ensure the durability and bearing capacity of the structure.

[0094] In summary, the large-span formwork-free floor, floor installation structure and construction method of the present invention at least solve the following problems:

[0095] (1) Solved the problem of narrow space under large-span floor slabs:

[0096] During the construction of traditional large-span floors, a large number of supports are set under the floor slabs because the middle of the floor slabs will be subjected to large shear forces and bending moments, resulting in narrow space, difficulty for construction workers to pass through, and inconvenience in material transportation. The present invention sets a square steel tower 1 in the center of the floor slab, sets brackets 2 on the walls 9 on both sides of the floor slab, and uses steel I-beams to support prefabricated panels 3, so that a larger space is freed up at the bottom of the floor slab.

[0097] (2) Avoid the tedious process of installing and removing too many supports:

[0098] During the construction of traditional large-span floors, the installation and removal of the support under the floor is very cumbersome and time-consuming. The technical solution of the present invention effectively avoids this process and speeds up the construction period.

[0099] (3) Avoiding the disassembly of prefabricated panels 3:

[0100] The upper part of the precast panel 3 is provided with a hook steel bar 8 embedded in the concrete. During the disassembly process, only the corbel 2, the steel I-beam and the square steel tower 1 at the lower part of the precast panel 3 are removed, and the precast panel 3 is not removed, which speeds up the construction period.

[0101] (4) Avoid the problem of reinforcement collision caused by the precast slab 3 protruding from the walls 9 on both sides:

[0102] In the conventional prefabricated panels 3, the reinforcements are protruding from the walls 9 on both sides. Although the prefabricated panels 3 can be used as part of the floor thickness for verification, there is a problem that the reinforcements of the prefabricated panels 3 collide with the reinforcements 10 of the walls 9 on both sides during the actual construction process, which causes difficulties in the construction. The prefabricated panels 3 of the present invention do not have reinforcements protruding from the walls 9 on both sides, and the thickness of the prefabricated panels 3 is not considered during the verification process, which effectively solves this problem.

[0103] The above embodiments are merely illustrative of the principles and effects of the present invention, and are not intended to limit the present invention. Anyone familiar with the art may modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by a person of ordinary skill in the art without departing from the spirit and technical concept disclosed by the present invention shall still be covered by the claims of the present invention.

[0104] In the description herein, many specific details, such as examples of components and / or methods, are provided to provide a complete understanding of embodiments of the present invention. However, those skilled in the art will recognize that embodiments of the present invention may be practiced without one or more of the specific details or with other devices, systems, components, methods, components, materials, parts, etc. In other cases, well-known structures, materials, or operations are not specifically shown or described in detail to avoid obscuring aspects of embodiments of the present invention.

[0105] References throughout this specification to "one embodiment," "an embodiment," or "a specific embodiment" mean that a particular feature, structure, or characteristic described in connection with the embodiment is included in at least one embodiment of the invention, and not necessarily in all embodiments. Thus, various appearances of the phrases "in one embodiment," "in an embodiment," or "in a specific embodiment" in different places throughout this specification do not necessarily refer to the same embodiment. In addition, the particular features, structures, or characteristics of any specific embodiment of the invention may be combined with one or more other embodiments in any suitable manner. It should be understood that other variations and modifications of the embodiments of the invention described herein and shown are possible in light of the teachings herein and are considered part of the spirit and scope of the invention.

[0106] It should also be understood that one or more of the elements shown in the figures may also be implemented in a more separate or more integrated manner, or even removed because they are inoperable in certain circumstances or provided because they may be useful depending on the application.

[0107] In addition, unless otherwise explicitly indicated, any marking arrows in the drawings should be regarded as exemplary only and not limiting. In addition, unless otherwise indicated, the term "or" used herein is generally intended to mean "and / or". In the case where the term is not clear because it is anticipated that the ability to separate or combine is provided, the combination of components or steps will also be regarded as indicated.

[0108] As used in the description herein and throughout the claims that follow, "a," "an," and "the" include plural references unless otherwise indicated. Likewise, as used in the description herein and throughout the claims that follow, the meaning of "in" includes "in" and "on," unless otherwise indicated.

[0109] The above description of the illustrated embodiments of the present invention (including the contents in the abstract of the specification) is not intended to be an exhaustive list or to limit the present invention to the precise form disclosed herein. Although specific embodiments of the present invention and examples of the present invention are described herein for illustrative purposes only, as will be recognized and appreciated by those skilled in the art, various equivalent modifications are possible within the spirit and scope of the present invention. As noted, these modifications may be made to the present invention in accordance with the above description of the embodiments of the present invention, and these modifications will be within the spirit and scope of the present invention.

[0110] Systems and methods have been generally described herein as details that aid in understanding the present invention. In addition, various specific details have been given to provide an overall understanding of embodiments of the present invention. However, those skilled in the relevant art will recognize that embodiments of the present invention may be practiced without one or more of the specific details, or may be practiced using other devices, systems, accessories, methods, components, materials, parts, etc. In other cases, well-known structures, materials, and / or operations are not specifically shown or described in detail to avoid confusion with various aspects of embodiments of the present invention.

[0111] Thus, although the invention has been described herein with reference to specific embodiments thereof, freedom of modification, various changes and substitutions are also within the foregoing disclosure, and it should be understood that in some cases, some features of the invention will be employed without the corresponding use of other features without departing from the scope and spirit of the proposed invention. Thus, many modifications may be made to adapt a particular environment or material to the essential scope and spirit of the invention. The invention is not intended to be limited to the specific terms used in the claims below and / or the specific embodiments disclosed as the best mode contemplated for carrying out the invention, but the invention will include any and all embodiments and equivalents falling within the scope of the appended claims. Thus, the scope of the invention will be determined solely by the appended claims.

Claims

1. A large-span formwork-free floor, characterized in that: include: Precast panels; A cast-in-place slab, wherein the cast-in-place slab is formed by pouring concrete on the upper end of the precast slab; Truss steel bars, the truss steel bars comprising upper steel bars, lower steel bars and a plurality of hook steel bars; Among them, the upper reinforcement and the lower reinforcement are respectively buried in the top and bottom of the cast-in-place slab, each of the hook steel bars is arranged on the upper part of the precast slab and extends out of the upper end of the precast slab, and the upper reinforcement and the lower reinforcement are connected by the hook steel bars.

2. The large-span formwork-free floor slab according to claim 1 is characterized in that: The upper reinforcement layer and the lower reinforcement layer are composed of mutually perpendicular transverse reinforcements and vertical reinforcements. The transverse reinforcements are evenly and horizontally arranged along the width direction of the prefabricated board, and the vertical reinforcements are evenly and horizontally arranged along the length direction of the prefabricated board.

3. The large-span formwork-free floor slab according to claim 2 is characterized in that: The upper and lower parts of each hook steel bar are configured to be hook-shaped and are respectively buried inside the prefabricated slab and the cast-in-place slab. The hook steel bar spans the upper reinforcement and the lower reinforcement and is tied and fixed at the intersection of the transverse reinforcement and the vertical reinforcement.

4. The large-span formwork-free floor slab according to claim 3 is characterized in that: The two ends of the prefabricated plate are overlapped at the elevation position of the wall respectively, and the end of each transverse reinforcement is bent and tied and fixed with the corresponding wall reinforcement.

5. A floor installation structure, used for installing the large-span formwork-free floor as claimed in claims 1-4, characterized in that: include: A steel tower frame, wherein the steel tower frame is fixedly installed below the middle of the floor slab; A corbel assembly, wherein the corbel assembly is fixedly mounted on the walls on both sides of the floor slab; A main beam assembly, the main beam assembly being overlapped on the upper ends of the corbel assembly and the steel tower; A secondary beam assembly, the upper end of which is fixedly connected to the bottom end of the prefabricated panel and is arranged across the upper end of the main beam assembly.

6. The floor installation structure according to claim 5, characterized in that: The main beam assembly includes a pair of first main beams and a pair of second main beams, and the first main beams and the second main beams are arranged in parallel in the longitudinal extension direction of the wall; the pair of first main beams are respectively fixedly mounted on the corbel assemblies on the walls on both sides, and the pair of second main beams are respectively fixedly mounted on both sides of the steel tower near the wall.

7. The floor slab installation structure according to claim 6, characterized in that: The secondary beam assembly includes a plurality of secondary beams which are evenly arranged along the longitudinal extension direction of the wall, and each of the secondary beams is horizontally arranged and perpendicular to the first main beam.

8. The floor installation structure according to claim 7, characterized in that: Two ends of the secondary beam are respectively overlapped on the first main beam and the second main beam on the same side of the steel tower.

9. The floor installation structure according to claim 8, characterized in that: Each of the first main beams, each of the second main beams and each of the secondary beams is a steel I-beam.

10. A floor construction method, used for the construction of the large-span formwork-free floor as claimed in claims 1-4, characterized in that: The following steps are involved: Install the steel tower frame below the middle of the floor slab, and fix the bracket assembly to the walls on both sides of the floor slab; The main beam assembly is fixedly mounted on the upper ends of the corbel assembly and the steel tower; In the production workshop, the sub-beam assembly is fixedly installed on the bottom end of the prefabricated panel; The prefabricated panels are transported and hoisted to a designated location, and the secondary beam assembly is fixedly installed on the upper end of the main beam assembly; Each hook steel bar of the truss steel bar is tied to the upper steel bar and the lower steel bar respectively, and after the tying is completed, concrete is poured on the upper end of the precast plate to form a cast-in-place plate; After the concrete reaches the designed strength, the steel tower, the corbel assembly, the main beam assembly and the secondary beam assembly are removed.

11. The floor construction method according to claim 10, characterized in that: Lifting the prefabricated panel to the designated position includes overlapping the two ends of the prefabricated panel at the elevation position of the walls on both sides of the floor; wherein the elevation position is a preset bottom height of the prefabricated panel.

12. The floor construction method according to claim 11, characterized in that: Also includes pouring the wall: Casting concrete walls to the set elevation; After the strength of the wall reaches the required level, the ends of the prefabricated panels are anchored to the wall; The bent ends of the transverse reinforcements of the upper reinforcement and the lower reinforcement are tied and fixed to the wall reinforcements; and the concrete wall is poured continuously until the nodes of the cast-in-place slab and the wall are formed.

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