Two-stage forming post-cast strip-free super-long frame structure

Abstract

This utility model discloses a two-stage molding ultra-long frame structure without post-pouring strips, comprising an ultra-long frame structure cast in one piece without post-pouring strips and a buckling-restrained brace structure installed later. The ultra-long frame structure includes concrete frame columns and a concrete floor slab. The key feature is that the concrete frame columns and the concrete floor slab are formed in one stage, with the concrete floor slab positioned above the concrete frame columns. A buckling-restrained brace structure installed in the second stage is provided between the concrete frame columns. The buckling-restrained brace structure includes a core material, an outer sleeve, and an isolation layer. This utility model solves the crack resistance problem of ultra-long frames using the simplest, most economical, and most effective method, while avoiding the problems of long construction periods, poor building performance, and poor economic efficiency associated with post-pouring strips.

Description

Technical Field

[0001] This utility model relates to the field of ultra-long cast-in-place concrete structure technology, specifically to an ultra-long frame structure that does not require post-pouring strips and is formed in two stages. Background Technology

[0002] In recent years, with the development of the construction industry, ultra-long frame structure buildings have become more and more common. These buildings often face more problems in the design and construction process, among which two major problems are particularly prominent.

[0003] One issue is the problem of two-stage concrete pouring for the floor slab when post-pouring strips are used. Concrete structures commonly crack due to various factors, including excessive temperature differences between the concrete surface and interior caused by the heat of hydration during pouring, thermal expansion and contraction of concrete due to air temperature changes, and uneven foundation settlement. This problem is particularly severe in ultra-long structures. To address cracking, ultra-long structures typically employ the construction method of using post-pouring strips. However, because concrete shrinkage is slow, the post-pouring strip must be poured only after the floor slab concrete has largely shrunk, typically 30-90 days later. Therefore, while this method effectively reduces the risk of floor slab cracking, the delayed pouring of the post-pouring strip significantly extends the construction period. Furthermore, pouring the post-pouring strip and the main concrete separately not only affects the integrity of the floor slab structure, increasing the risk of cracking and leakage, but also creates difficulties for the construction of wear-resistant flooring in buildings such as logistics warehouses and factories where wear-resistant flooring is formed simultaneously with the main concrete pouring, severely impacting the flatness of the floor slab at the post-pouring strip location.

[0004] Secondly, the excessively large cross-sections of the frame columns in ultra-long frame structures restrict the free shrinkage of the floor slab and exert significant lateral constraint on prestressing tension. Due to the requirements for lateral force resistance and vertical load-bearing capacity, the vertical members of traditional frame structures have very large cross-sectional dimensions. If the structure is not divided into zones using post-cast strips, the lateral constraint exerted by the frame columns on the floor slab is extremely large when the concrete floor slab shrinks and deforms, and during ultra-long prestressing tensioning. The frame columns not only restrict the free shrinkage of the floor slab concrete, increasing the risk of cracking, but also cause a considerable proportion of the horizontal prestress to be borne by the frame columns during prestressing tendon tensioning, reducing the effective prestress within the floor slab and failing to fully utilize the crack-resistant effect of the prestress. This effect is even more pronounced when the story height of the frame structure is relatively small.

[0005] Thirdly, there is the problem of low efficiency and poor seismic ductility of the concrete frame lateral force resisting system. Traditional cast-in-place frame structures do not have shear walls, inter-column bracing, or other components that directly resist horizontal forces. The lateral stiffness and bearing capacity are mainly guaranteed by the bending stiffness and bending bearing capacity of the vertical frame columns. Therefore, the cross-sectional dimensions of the frame columns and beams in ultra-long structures are often designed to be relatively large, with a lot of reinforcement. This leads to low efficiency and poor seismic ductility of the concrete frame lateral force resisting system. Not only is the initial construction cost high, but in the event of a major earthquake, damage to the beams and columns is difficult to repair or the repair cost is very high.

[0006] To address the aforementioned issues, we propose a two-stage molding process for ultra-long frame structures that eliminate the need for post-cast strips. Utility Model Content

[0007] The purpose of this utility model is to provide a two-stage molding, post-pouring strip-free ultra-long frame structure to solve the problems mentioned in the background art, such as cracking, long construction period, poor building performance, and poor economy in the construction of ultra-long frame structures.

[0008] To achieve the above objectives, this utility model provides the following technical solution: a two-stage molding ultra-long frame structure without post-pouring strips, comprising an ultra-long frame structure cast in one piece without post-pouring strips and a buckling-restrained brace structure installed later. The ultra-long frame structure includes concrete frame columns and a concrete floor slab. The concrete frame columns and the concrete floor slab are formed in one piece in the first stage. The concrete floor slab is positioned above the concrete frame columns. A buckling-restrained brace structure installed in the second stage is provided between the concrete frame columns. The buckling-restrained brace structure includes a core material, an isolation layer, and an outer sleeve. The core material is positioned between adjacent concrete frame columns. The outer sleeve is positioned outside the core material. The isolation layer is positioned between the outer sleeve and the core material. Longitudinal prestressing tendons and transverse prestressing tendons are respectively provided inside the concrete floor slab.

[0009] Preferably, the buckling restraint support structure can be a single diagonal brace or two braces combined to form a herringbone support structure.

[0010] Preferably, both the longitudinal and transverse prestressing tendons are high-strength steel strands, and the longitudinal and transverse prestressing tendons are interwoven.

[0011] Preferably, the core material is made of low yield point steel, the outer sleeve is made of steel pipe, and the isolation layer is a non-bonded isolation material.

[0012] Preferably, a first positioning seat and a second positioning seat are respectively installed on the surface of the concrete frame column at the top and bottom of the buckling restraint support structure, and the surface of the first positioning seat is provided with two sets of first threaded holes, and the surface of the second positioning seat is provided with second threaded holes.

[0013] Preferably, the surfaces of the top and bottom ends of the buckling restraint support structure are provided with mounting holes, and the mounting holes correspond to the positions of the first threaded hole and the second threaded hole.

[0014] Preferably, a first mounting bolt and a second mounting bolt are respectively inserted into the interior of the mounting hole, and one end of the first mounting bolt and the second mounting bolt are respectively threadedly connected to the first threaded hole and the second threaded hole.

[0015] Preferably, the concrete frame columns and concrete floor slabs are filled with concrete, and the concrete contains an expansion agent and fiber materials.

[0016] Preferably, the longitudinal prestressing tendons and transverse prestressing tendons are tensioned after the first-stage structure is formed, and only then can the second-stage buckling restraint support structure be installed.

[0017] Preferably, the concrete floor slab is longer than 55m and is poured continuously in one go, without the need for post-pouring strips. The longitudinal and transverse prestressing tendons can be tensioned after the first-stage structure is formed and the compressive strength of the concrete floor slab material reaches the required level, without waiting for the pouring of post-pouring strips.

[0018] Preferably, the longitudinal and transverse prestressing tendons in the concrete floor slab can be laid and tensioned as a whole bundle without being divided into sections, or they can be laid in several sections and tensioned simultaneously in several sections.

[0019] Compared with the prior art, the beneficial effects of this utility model are:

[0020] The two-stage, post-cast strip-free ultra-long frame structure uses a buckling-restrained braced structure with good seismic energy dissipation as the main lateral force resisting member. The cross-sectional dimensions of the vertical members are significantly reduced, thereby greatly reducing the restraining effect of the vertical members on the shrinkage of the floor concrete and the application of prestress. The horizontal shrinkage deformation of the floor is more free before prestressing, avoiding the generation of early shrinkage cracks in the floor. After the prestressing conditions are met, the prestress of the floor is tensioned as a whole in a timely manner, and the prestress can be established more effectively in the floor, avoiding the risk of cracking of the floor due to the influence of concrete shrinkage and temperature in the later stage.

[0021] By eliminating the post-pouring strip, the concrete structure can be formed in one go, making it possible to form the wear-resistant floor in one go. This not only shortens the construction period of the post-pouring strip, but also greatly improves the flatness of the floor in the post-pouring strip area.

[0022] The two-stage molding process for ultra-long frame structures without post-cast strips, employing buckling-restrained braces as the primary lateral force resisting components, improves the structure's seismic performance. From a cost perspective, this two-stage molding process reduces the cross-section and reinforcement of all frame columns, effectively lowering construction costs. Furthermore, in the event of an earthquake, the buckling-restrained braces actively absorb seismic loads, dissipating seismic energy and reducing seismic damage to the main concrete frame structure, thus facilitating post-disaster repair and lowering the building's life-cycle cost. Additionally, the significantly reduced vertical frame column cross-sections in this two-stage molding process improve the utilization efficiency of interior space. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the main structure of this utility model;

[0024] Figure 2 This is a schematic diagram of the first stage structure of this utility model;

[0025] Figure 3 This is a schematic diagram of the second stage structure of this utility model;

[0026] Figure 4 This is a schematic cross-sectional view of the concrete floor slab of this utility model.

[0027] Figure 5 This is a cross-sectional schematic diagram of the buckling restraint support structure of this utility model;

[0028] Figure 6 This is an exploded structural diagram of the buckling restraint support structure of this utility model.

[0029] In the diagram: 101, ultra-long frame structure; 1, concrete frame column; 2, concrete floor slab; 3, buckling-restrained brace structure; 4, first mounting bolt; 5, second mounting bolt; 6, longitudinal prestressing tendon; 7, transverse prestressing tendon; 8, core material; 9, isolation layer; 10, outer sleeve; 11, mounting hole; 12, first positioning seat; 13, first threaded hole; 14, second positioning seat; 15, second threaded hole. Detailed Implementation

[0030] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present utility model. All other embodiments obtained by those skilled in the art based on the embodiments of the present utility model without creative effort are within the scope of protection of the present utility model.

[0031] Please see Figure 1-6This utility model provides an embodiment of a two-stage molding ultra-long frame structure without post-pouring strips, comprising an ultra-long frame structure 101 cast in one piece without post-pouring strips and a buckling restraint brace structure 3 installed later. The ultra-long frame structure 101 includes concrete frame columns 1 and concrete floor slabs 2. The concrete frame columns 1 and concrete floor slabs 2 are formed in one piece in the first stage. The concrete floor slabs 2 are located above the concrete frame columns 1. A buckling restraint brace structure 3 installed in the second stage is provided between the concrete frame columns 1. The buckling restraint brace structure 3 includes a core material 8, an isolation layer 9, and an outer sleeve 10. The core material 8 is located between adjacent concrete frame columns 1. The outer sleeve 10 is located outside the core material 8. The isolation layer 9 is located between the outer sleeve 10 and the core material 8. The interior of the concrete floor slabs 2 is provided with longitudinal prestressing tendons 6 and transverse prestressing tendons 7.

[0032] "Extra-long" means that the length of the structure in one direction or in both the longitudinal and transverse directions is more than 55m.

[0033] The concrete frame column 1 is formed in the first stage and can bear all vertical loads. The buckling restraint brace structure 3 is formed in the second stage and together with the frame structure formed in the first stage, it bears horizontal wind loads and seismic forces.

[0034] Specifically, the buckling restraint brace structure 3 consists of a core material 8, an isolation layer 9, and an outer sleeve 10. The core material 8 is covered by the isolation layer 9 and the outer sleeve 10. The core material 8 is made of low yield point steel, the outer sleeve 10 is made of steel pipe, and the isolation layer 9 is an unbonded isolation material. The outer sleeve 10 does not bear axial loads, but only provides lateral restraint to prevent buckling instability of the core material 8 under compression. The core material 8 is allowed to freely expand and contract under restraint conditions to ensure that plastic deformation is fully developed. This design enables the core material 8 to maintain a stable energy dissipation capacity under repeated tensile and compressive loads.

[0035] When an earthquake generates axial force, the core material 8 enters the plastic deformation stage after reaching a specific yield bearing capacity, rather than directly breaking. At this time, the material consumes energy through microstructural changes, converting seismic energy into heat energy for dissipation. This process ensures that the support can play an energy-dissipating role under both tension and compression, avoiding the defect of traditional supports being prone to buckling failure under compression.

[0036] During construction, the concrete frame column 1 and concrete floor slab 2 are constructed first. After the concrete has cured to a certain strength, the prestressed tendons of the concrete floor slab 2 are tensioned and fixed, the concrete of the concrete floor slab 2 is poured, and finally the buckling restraint brace structure 3 is installed. This method eliminates the need for post-pouring strips, and the ultra-long frame structure 101 is cast in one go.

[0037] This structure has no post-cast strips; the ultra-long frame structure 101 is cast in one go and can bear all vertical loads. The buckling-restrained braces installed in the second stage, together with the frame structure formed in the first stage, bear the horizontal wind loads and seismic forces. Horizontal prestressing tendons are arranged in the floor slab. After the concrete structure reaches a certain strength, early prestressing is applied to achieve the purpose of crack resistance of the floor slab. The buckling-restrained braces are installed in the second stage after all the horizontal prestressing tendons in the floor slab are tensioned. The buckling-restrained braces do not restrict the free deformation of the floor slab during prestressing tensioning. The prestressing effect can be effectively applied to the ultra-long floor slab, thereby giving the floor slab better crack resistance and further improving the crack resistance of its materials and structure.

[0038] The buckling-restrained bracing structure consists of three pairs of structures that combine to form a herringbone bracing structure.

[0039] Both the longitudinal prestressing tendon 6 and the transverse prestressing tendon 7 are high-strength steel strands, and the longitudinal prestressing tendon 6 and the transverse prestressing tendon 7 are crisscrossed.

[0040] The core material 8 is made of low yield point steel, the outer sleeve 10 is a steel pipe, and the isolation layer 9 is made of steel pipe.

[0041] Specifically, the two-stage molding of the post-cast strip-free ultra-long frame structure adopts buckling-restrained braced structure 3 with good seismic energy dissipation effect as the main lateral force resisting member. The cross-sectional size of the vertical members is greatly reduced, thereby greatly reducing the restraining effect of the vertical members on the shrinkage of the floor concrete and the application of prestress. The horizontal shrinkage deformation of the floor is more free before prestressing, avoiding the generation of early shrinkage cracks in the floor. After the prestressing conditions are met, the prestress of the floor is tensioned as a whole in time, and the prestress can be established more effectively in the floor, avoiding the risk of cracking of the floor due to the influence of concrete shrinkage and temperature in the later stage.

[0042] Secondly, since the post-pouring strip is eliminated, the concrete structure is formed in one go, which makes it possible to form the wear-resistant floor in one go. This not only shortens the construction period of the post-pouring strip, but also greatly improves the flatness of the floor in the post-pouring strip area.

[0043] Furthermore, the two-stage molding, stripless ultra-long frame structure employs buckling-restrained braced structure 3 as the main lateral force resisting member, which improves the seismic performance of the structure. From a cost perspective, the two-stage molding, stripless ultra-long frame structure can reduce the cross-section and reinforcement of all frame columns, effectively lowering construction costs. Moreover, in the event of an earthquake, the buckling-restrained braced structure can actively bear seismic loads, dissipate seismic energy, and reduce seismic damage to the main concrete frame structure, thus facilitating post-disaster repair and reducing the overall life-cycle cost of the building.

[0044] Finally, the two-stage molding of the post-pouring strip-free ultra-long frame structure can improve the utilization efficiency of indoor space due to the significant reduction in the cross-sectional dimensions of the vertical frame columns.

[0045] In this embodiment, since there is no restriction from the post-pouring strip, the concrete frame column 1 and the concrete floor slab 2 can be cast in one go, ensuring the integrity of the concrete frame. In this embodiment, since there is no restriction from the post-pouring strip, the prestressing tendons of the concrete floor slab 2 can be tensioned in one go. In this embodiment, the concrete frame structure constructed in the first stage has the capacity to bear all vertical loads and part of the horizontal loads. In this embodiment, the tensioning of the prestressing tendons is completed before the installation of the buckling-restrained brace structure 3. Since the inter-column buckling-restrained brace has not yet been installed when the prestressing of the floor slab concrete structure is applied in the early stages, the vertical frame column exerts very little restraint on the floor slab, ensuring the full application of horizontal prestress within the floor slab. This effectively reduces the influence of lateral restraint of vertical members on the prestressing effect, enabling the floor slab to achieve crack resistance. In this embodiment, the prestressing tendons of the concrete floor slab 2 should be appropriately over-tensioned to avoid prestress loss due to excessive structural length.

[0046] In this embodiment, since the spacing of the concrete frame columns 1 is approximately twice the story height, the buckling restraint brace structure 3 adopts a herringbone brace.

[0047] The top and bottom concrete frame columns 1 of the buckling restraint brace structure 3 are respectively equipped with a first positioning seat 12 and a second positioning seat 14, and the surface of the first positioning seat 12 is provided with two sets of first threaded holes 13, and the surface of the second positioning seat 14 is provided with second threaded holes 15.

[0048] The buckling restraint support structure 3 has mounting holes 11 on the top and bottom surfaces, and the mounting holes 11 correspond to the positions of the first threaded hole 13 and the second threaded hole 15.

[0049] The first mounting bolt 4 and the second mounting bolt 5 are respectively inserted into the mounting hole 11, and one end of the first mounting bolt 4 and the second mounting bolt 5 are respectively threaded to the first threaded hole 13 and the second threaded hole 15.

[0050] The interior of the concrete frame column 1 and the concrete floor slab 2 is filled with concrete, and the concrete contains an expansion agent and fiber material.

[0051] In use, the two-stage molding, post-cast strip-free ultra-long frame structure provided by this application is as follows: First, the ultra-long structure consists of a beam-slab-column frame structure formed in the first stage and a buckling-restrained brace formed in the second stage. The ultra-long frame structure does not require a post-cast strip. The ultra-long frame structure 101, which bears the vertical load, is cast in one pour. The horizontal seismic load is jointly borne by the concrete frame and the buckling-restrained brace installed later. The lateral force resisting mechanism is formed in the second stage. Due to the horizontally arranged longitudinal prestressing tendons 6 and transverse prestressing tendons 7 in the concrete floor slab 2, Completely unrestricted by post-cast strips, prestress can be applied to the entire floor slab through tensioning once the concrete structure reaches a certain strength. The buckling-restrained brace structure 3 is installed in the second stage after all the horizontal prestressing tendons in the floor slab have been tensioned. The buckling-restrained brace structure 3 does not restrict the free deformation of the floor slab during prestressing tensioning, and the prestressing effect can be effectively applied to the ultra-long floor slab, thereby giving the floor slab better crack resistance. The two-stage molding of the post-cast strip-free ultra-long frame structure allows the addition of expansion agents, fiber materials, etc. to the floor slab concrete to further improve the crack resistance of its materials and structure.

[0052] Specifically, the buckling-restrained brace structure 3 consists of a core material 8, an isolation layer 9, and an outer sleeve 10. The core material 8 is covered by the isolation layer 9 and the outer sleeve 10. The core material 8 is made of low yield point steel, the outer sleeve 10 is made of steel pipe, and the isolation layer 9 is an unbonded isolation material. The outer sleeve 10 does not bear axial loads, but only provides lateral restraint to prevent buckling instability of the core material 8 under compression. The core material 8 is allowed to freely expand and contract under restraint conditions, ensuring full development of plastic deformation. This design enables the core material 8 to maintain stable energy dissipation capacity under repeated tensile and compressive loads. When an earthquake generates axial force, the core material 8 enters the plastic deformation stage after reaching a specific yield bearing capacity, rather than directly fracturing. At this time, the material consumes energy through microstructural changes, converting seismic energy into heat energy for dissipation. This process ensures that the brace can play an energy dissipation role under both tensile and compressive conditions, avoiding the defect of traditional braces being prone to buckling failure under compression. Specifically, the two-stage molding of the buckling-restrained brace structure 3 is a key feature of the buckling-restrained brace structure. The ultra-long frame structure with post-cast strip adopts buckling-restrained braced structure 3, which has good seismic energy dissipation effect, as the main lateral force resisting member. The cross-sectional dimensions of the vertical members are significantly reduced, thereby greatly reducing the restraining effect of the vertical members on the shrinkage of the floor concrete and the application of prestress. The horizontal shrinkage deformation of the floor is more free before prestressing, avoiding the generation of early shrinkage cracks in the floor. After the prestressing conditions are met, the prestress of the floor is tensioned as a whole in a timely manner, which can more effectively establish pre-compression stress in the floor and avoid the risk of cracking of the floor due to concrete shrinkage and temperature effects in the later stage. Secondly, since the post-cast strip is eliminated, the concrete structure is formed in one go, which makes it possible to form the wear-resistant floor in one go. This not only shortens the construction period of the post-cast strip, but also greatly improves the construction flatness of the floor in the post-cast strip area. Thirdly, the two-stage forming ultra-long frame structure without post-cast strip adopts buckling-restrained braced structure 3 as the main lateral force resisting member, which can improve the seismic performance of the structure. From a cost perspective, the two-stage molding of the post-cast strip-free ultra-long frame structure can reduce the cross-section and reinforcement of all frame columns, effectively reducing construction costs. Moreover, in the event of an earthquake, the buckling-restrained brace can actively bear the seismic load and consume seismic energy, reducing seismic damage to the main concrete frame structure, thus facilitating post-disaster repair and reducing the cost over the entire life cycle of the building. Finally, the two-stage molding of the post-cast strip-free ultra-long frame structure can improve the utilization efficiency of indoor space due to the significant reduction in the cross-sectional dimensions of the vertical frame columns.

[0053] During construction, the concrete frame columns 1 and concrete floor slab 2 are constructed first. After the concrete has cured to a certain strength, the prestressing tendons of concrete floor slab 2 are tensioned and fixed, the concrete for concrete floor slab 2 is poured, and finally the buckling-restrained brace structure 3 is installed. The beam-slab floor slab has no post-cast strips, and the ultra-long frame structure 101 is cast in one go, capable of bearing all vertical loads. The buckling-restrained brace installed in the second stage shares the horizontal wind load and seismic action with the frame structure formed in the first stage. Horizontal prestressing tendons are arranged within the floor slab. After the concrete structure reaches a certain strength, early prestressing is applied to achieve the purpose of crack resistance of the floor slab. The buckling-restrained brace is installed in the second stage after all the horizontal prestressing tendons within the floor slab have been tensioned. The buckling-restrained brace does not restrict the free deformation of the floor slab during prestressing tensioning, and the prestressing effect can be effectively applied to the ultra-long floor slab, thereby giving the floor slab better crack resistance and further improving the crack resistance of its materials and structure. This solution uses the simplest, most economical, and most effective method to solve the problem of cracking in ultra-long structures, while avoiding the problems of long construction period, poor building performance, and poor economic efficiency caused by leaving post-cast strips.

Claims

1. A two-stage molding, non-post-cast strip ultra-long frame structure, comprising an ultra-long frame structure (101) cast in one piece without post-cast strips and a buckling-restrained bracing structure (3) installed later, wherein the ultra-long frame structure (101) comprises concrete frame columns (1) and concrete floor slabs (2), characterized in that, The concrete frame column (1) and the concrete floor slab (2) are formed in one step in the first stage. The concrete floor slab (2) is set above the concrete frame column (1). A buckling restraint brace structure (3) installed in the second stage is set between the concrete frame columns (1). The buckling restraint brace structure (3) includes a core material (8), an isolation layer (9) and an outer sleeve (10). The core material (8) is set between adjacent concrete frame columns (1). The outer sleeve (10) is set outside the core material (8). The isolation layer (9) is set between the outer sleeve (10) and the core material (8). The interior of the concrete floor slab (2) is provided with longitudinal prestressing tendons (6) and transverse prestressing tendons (7).

2. The two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The buckling restraint support structure (3) can be a single diagonal brace or a combination of two to form a herringbone support structure.

3. The two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The longitudinal prestressing tendons (6) and the transverse prestressing tendons (7) are both high-strength steel strands, and the longitudinal prestressing tendons (6) and the transverse prestressing tendons (7) are interwoven.

4. The two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The core material (8) is made of low yield point steel, the isolation layer (9) is made of steel pipe, and the outer sleeve (10) is made of steel pipe.

5. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The buckling restraint support structure (3) has a first positioning seat (12) and a second positioning seat (14) installed on the inner wall of the concrete frame column (1) at the top and bottom ends respectively. The surface of the first positioning seat (12) is provided with two sets of first threaded holes (13), and the surface of the second positioning seat (14) is provided with second threaded holes (15).

6. The two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The buckling restraint support structure (3) has mounting holes (11) on the top and bottom surfaces, and the mounting holes (11) correspond to the positions of the first threaded hole (13) and the second threaded hole (15).

7. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 6, characterized in that: The first mounting bolt (4) and the second mounting bolt (5) are respectively inserted into the mounting hole (11), and one end of the first mounting bolt (4) and the second mounting bolt (5) are respectively threaded to the first threaded hole (13) and the second threaded hole (15).

8. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 1, characterized in that: The concrete frame columns (1) and concrete floor slabs (2) contain expansion agents and fiber materials.

9. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 3, characterized in that: The longitudinal prestressing tendons (6) and transverse prestressing tendons (7) are tensioned after the first stage of structural forming, and the second stage buckling restraint support structure (3) can be installed afterward.

10. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 3, characterized in that: The concrete floor slab (2) is more than 55m long and is poured continuously in one go. There is no need to set up a post-pouring strip. The longitudinal prestressing tendons (6) and transverse prestressing tendons (7) can be tensioned after the structure is formed in the first stage and the compressive strength of the concrete floor slab (2) reaches the requirements. There is no need to wait for the post-pouring strip to be poured.

11. A two-stage molding, post-pouring strip-free ultra-long frame structure according to claim 3, characterized in that: The longitudinal prestressed tendons (6) and transverse prestressed tendons (7) in the concrete floor slab (2) can be laid and tensioned as a whole without being divided into sections, or they can be laid in several sections and tensioned simultaneously in several sections.

Images