A method for installing a hanging column in a stiff concrete suspension structure

Abstract

The application discloses a kind of stiff concrete suspension structure hoist column installation construction methods, belong to building construction technical field.This method is based on steel structure reverse sequence advanced installation and system conversion principle, first install steel skeleton column, bottom connection steel beam, inclined web member, intermediate horizontal steel beam and top node steel beam in the both sides of overhanging truss, make upper steel structure of hoist column area preform stable stress system capable of bearing hoist column hoisting load;Further utilize this stable stress system as hanging fulcrum, hoist column and bottom steel beam are hoisted in place as a whole and welded in air connection, simultaneously utilize overhanging area concrete floor disc buckle formwork frame retrofit body and serve as hoist column lower part temporary support and welding operation platform, without additional erection temporary support bed frame;Finally install remaining steel beam and complete concrete pouring.The application realizes the function conversion of structure stress system and construction temporary support system, significantly saves construction cost, shortens construction period, and guarantees the safety and precision of hoist column installation.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a method for installing suspended columns in a rigid concrete suspension structure. Background Technology

[0002] In the construction of reinforced concrete suspended structures, the suspended columns are key vertical load-bearing components connecting the upper main structure (or cantilever truss) and the lower cantilever structure. Traditional construction often employs a sequential construction method, which involves setting up a temporary support structure or formwork at the bottom, and then installing the lower structure, suspended columns, and upper steel structure in sequence. After the structure is completed and unloaded, the suspended columns reach the designed stress state. For example, Chinese invention patent application CN109098284A discloses a construction method for converting the stress state of steel structure suspended columns. This method first arranges a temporary support structure, and then sequentially hoists the lower structure, suspended columns, and upper structure, achieving the stress state conversion by reserving weld gaps. Although this method can guarantee the final stress state of the suspended columns, the erection and dismantling of the temporary support structure is cumbersome, occupies construction space, is costly, and has a long construction period. In addition, the on-site welding workload is large, making it difficult to meet the requirements of efficient and low-carbon construction in modern buildings.

[0003] In recent years, some projects have attempted to adopt a reverse construction method to optimize the construction process of suspended structures. For example, Chinese invention patent application CN121451674A discloses a suspended structure system and its construction method with relatively low lateral stiffness of the main steel structure. It adopts a top-down installation sequence, first constructing the main structure and installing the top cantilever truss, and then installing the suspended columns and floor beams layer by layer downwards. However, this type of method mainly focuses on the design of the suspended area structural system (such as the selection of hinged / rigid joints and the arrangement of horizontal struts) to reduce the contribution of overall stiffness to the main structure. The installation process of the suspended columns themselves still relies on conventional support methods or layer-by-layer installation processes. It does not solve the technical problem of how to use the already stabilized upper steel structure to replace the temporary support frame, nor does it involve the construction idea of ​​using the existing formwork of the floor slab as the lower support of the suspended columns and the welding operation platform.

[0004] Therefore, how to form a stable and self-stabilizing system in a rigid concrete suspended structure by a specific combination and advanced installation of the upper steel structure of the suspended column area, so that it can directly bear the lifting load of the suspended column and serve as the hanging support point for the suspended column, thereby eliminating the need for temporary support frames erected from the ground, and using the floor slab disc-locked formwork as an operating platform, to achieve efficient, safe and low-cost installation of the suspended column, is a technical problem that urgently needs to be solved in this field. Summary of the Invention

[0005] The purpose of this invention is to provide a method for installing suspended columns of rigid concrete structures, so as to solve the technical problems of the prior art, which require the setting of temporary support frames, have complicated procedures, high costs, and long construction periods for the construction of suspended columns.

[0006] To achieve the above objectives, the present invention provides the following technical solution: A method for installing suspended columns in a reinforced concrete suspension structure, based on the principle of reverse-sequence advanced installation and system conversion of steel structures, is characterized by the following steps: S1. Install steel columns and bottom connecting steel beams on both sides of the cantilever truss to establish vertical load-bearing boundaries on both sides; S2. Install diagonal web members and a middle horizontal steel beam between the two steel columns to form a cantilever truss load-bearing system; S3. Install the top node of the cantilevered steel column and install the steel beam connecting the top node so that the upper steel structure of the column area forms a stable force system that can withstand the lifting load of the column. This stable force system replaces the temporary support frame as the hanging support point during the column installation stage. S4. Using the upper steel structure that has formed a stable load-bearing system as the hanging support point, the hanging column and the bottom steel beam are hoisted into place as a whole and welded to the upper steel structure in the air. At the same time, the modified disc-lock formwork of the concrete floor slab in the cantilever area is used as a temporary support and welding operation platform under the hanging column, without the need to set up an additional temporary support frame. S5. Install the remaining steel beams of the cantilever section to complete the overall steel structure installation; S6. Concrete is poured in sequence to form a rigid concrete whole between the hanging column and the main structure.

[0007] Preferably, in S2, the diagonal web member and the intermediate horizontal steel beam are assembled into a whole on the ground and then hoisted into place in one go to reduce the high-altitude assembly of disassembled parts.

[0008] Preferably, in S4, the modified disc-lock formwork frame is a continuous support platform formed by laying I-beams on top of the disc-lock formwork frame on the concrete floor slab. The continuous support platform not only bears the self-weight load of the hanging column and the bottom steel beam, but also provides a flat operating surface for aerial welding of the hanging column.

[0009] Preferably, in S4, the lifting column and the bottom steel beam are hoisted as a whole using a tower crane and welded in the air to the connecting steel beam or the top node steel beam that has already been installed above.

[0010] Preferably, before S1, the method further includes: determining the sequence of advanced installation of steel structures in the hanging column area and the node connection scheme based on structural construction simulation analysis.

[0011] Preferably, after S3 and before S4, the construction load simulation verification is carried out on the upper steel structure that has formed a stable force system to confirm that its bearing capacity and deformation meet the requirements for the overall hoisting of the column.

[0012] Preferably, in S6, the concrete pouring is carried out in a bottom-up order, so that the hanging column, the upper steel structure and the lower main structure form a rigid concrete whole layer by layer.

[0013] Compared with the prior art, the present invention has the following beneficial effects: This invention innovatively employs the principle of reverse-sequence pre-installation and system conversion of steel structures. Before the installation of the suspended columns, a specific combination and installation sequence of steel columns, diagonal braces, intermediate horizontal steel beams, and top node steel beams pre-forms a stable load-bearing system in the upper steel structure of the suspended column area, capable of withstanding the lifting load of the suspended columns. This stable load-bearing system completes the functional conversion "from structural component to suspension support point" during the construction phase, directly serving as the suspension support point for the overall lifting of the suspended columns and bottom steel beams. The suspended columns can be welded to the upper steel structure in the air, completely eliminating the need for temporary support frames erected from the ground in traditional sequential construction, and avoiding the inefficiency of multiple lifting and corrections caused by the layer-by-layer installation of suspended columns in existing reverse-sequence construction.

[0014] Meanwhile, this invention fully utilizes the existing disc-lock formwork of the concrete floor slab in the cantilever area. By simply modifying it by laying I-beams on top, it can serve as a temporary support for the lower part of the suspended column and a welding operation platform, achieving dual use of one device, further saving construction costs and reducing the occupation of on-site work area. In addition, this invention adopts a construction strategy of reverse installation of steel structure and sequential pouring of concrete. The formation of a stable load-bearing system in the upper steel structure effectively reduces overall settlement and ensures the accuracy and safety of the suspended column installation.

[0015] It is important to note that although the patent document with publication number CN121451674A also adopts a top-down reverse installation approach, its technical solution mainly focuses on the design of the suspended zone structural system (such as the selection of hinged / rigid connection nodes and the arrangement of horizontal struts) to control the overall stiffness contribution. In the construction method of that document, the suspended columns are installed layer by layer downwards. After each layer of suspended columns is connected to the floor beam, it still needs to rely on the lower structure or temporary connections to maintain stability. It does not disclose the use of the upper stable force-bearing system as the hanging support point for the overall hoisting of the suspended columns, nor does it involve the construction approach of omitting the temporary support frame and using the floor slab disc-locked formwork as a support platform. This invention, through the above-mentioned specific component combination and construction sequence, pre-forms a self-stabilizing cantilever truss force-bearing system before the installation of the suspended columns and gives it the temporary function of "hanging support point," realizing the functional conversion between the structural force-bearing system and the temporary construction support system. This is the essential difference between this invention and existing reverse construction methods. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the structural state after step S1 of the construction method described in this invention, showing the installation positions of the steel columns on both sides of the cantilever truss and the bottom connecting steel beam.

[0017] Figure 2 This is a schematic diagram of the structural state after step S2 in the construction method of the present invention, showing the cantilever truss force system formed by the connection of the diagonal web members and the intermediate horizontal steel beam with the steel columns on both sides.

[0018] Figure 3 This is a schematic diagram of the structural state after step S3 of the construction method described in this invention, showing the top node, the steel beam connecting the top node, and the upper steel structure that has formed a stable load-bearing system.

[0019] Figure 4 This is a schematic diagram of the structural state after step S4 of the construction method described in this invention, showing the overall hoisting and positioning of the suspended column and bottom steel beam, the aerial welding connection, and the setting state of the modified lower disc-lock formwork.

[0020] Figure 5 This is a schematic diagram of the overall steel structure installation state after step S5 of the construction method described in this invention, showing the complete suspended area steel structure after the remaining steel beams of the cantilever section are completed.

[0021] Figure 6 This is a schematic diagram of the modified disc-lock formwork in the construction method of the present invention, showing a continuous support platform formed by laying I-beams on top of the disc-lock formwork in a concrete floor slab. Detailed Implementation

[0022] To further illustrate the technical means and effects of the present invention in achieving its intended purpose, the following detailed description of the specific implementation methods, structures, features, and effects of the present invention, in conjunction with the accompanying drawings and preferred embodiments, is provided below.

[0023] Example 1

[0024] like Figures 1 to 6 As shown, this embodiment provides a method for installing suspended columns in a rigid concrete suspension structure, applicable to the installation of suspended columns in a rigid concrete suspension structure, and mainly includes the following steps: S1. Install steel columns and bottom connecting steel beams on both sides of the cantilever truss to establish vertical load-bearing boundaries on both sides.

[0025] Reference Figure 1 First, based on the detailed design drawings and structural construction simulation analysis results, steel columns are installed on both sides of the cantilever truss, and connecting steel beams are installed between the bottoms of the two steel columns to form the basic frame of the cantilever truss and the vertical load-bearing boundaries on both sides. This step provides a stable vertical support foundation for the subsequent construction of the cantilever truss load-bearing system.

[0026] S2. Install diagonal web members and a middle horizontal steel beam between the two steel columns to form a cantilever truss load-bearing system.

[0027] Reference Figure 2 Diagonal bracing and a central horizontal steel beam are installed between the two steel columns. Preferably, the diagonal bracing and the central horizontal steel beam are pre-assembled into a single module on the ground, and then hoisted into place in one go by a tower crane, connecting and fixing them to the two steel columns to form a complete cantilever truss load-bearing system. This cantilever truss load-bearing system bears the upper load and transfers it to the two steel columns, providing horizontal stiffness for the subsequent installation of the top node. By assembling on the ground and hoisting as a whole, the amount of high-altitude assembly of individual components is reduced, improving construction efficiency and safety.

[0028] S3. Install the top node of the cantilevered steel column and install the steel beam connecting the top node to form a stable force system in the upper steel structure of the column area that can withstand the lifting load of the column. This stable force system replaces the temporary support frame as the hanging support point during the column installation stage.

[0029] Reference Figure 3 Install the top node of the cantilevered steel column and promptly install the steel beam connecting the top node, so that the steel column, diagonal web members, intermediate horizontal steel beams, top node, and connecting steel beams together form a complete, self-stabilizing cantilever truss load-bearing system. At this point, the upper steel structure of the column area has formed a stable load-bearing system capable of withstanding the column hoisting load. Its structural stiffness and bearing capacity are sufficient to serve as a reliable hoisting support during the column hoisting process, without relying on temporary lower supports.

[0030] S4. Using the upper steel structure that has formed a stable load-bearing system as the hanging support point, the hanging column and the bottom steel beam are hoisted into place as a whole and welded to the upper steel structure in the air. At the same time, the modified disc-lock formwork of the concrete floor slab in the cantilever area is used as a temporary support and welding operation platform under the hanging column, without the need to set up an additional temporary support frame.

[0031] Reference Figure 4 Using the upper steel structure of S3, which has already formed a stable load-bearing system, as the suspension support point, the integral module consisting of the lifting column and the bottom steel beam is directly hoisted from the ground or storage yard to the installation position by a tower crane. After the upper end of the lifting column is aligned with the already installed connecting steel beam or top node steel beam in the air, it is welded together.

[0032] Meanwhile, at the lower part of the suspended column, the existing disc-lock formwork in the cantilevered concrete floor slab was modified: 16# I-beams were laid on top of the disc-lock formwork to form a flat, continuous support platform. This continuous support platform not only bears the self-weight load of the suspended column and the bottom steel beam, but also provides a flat operating surface for construction workers to perform welding operations in the air. As a result, the entire installation process of the suspended column does not require the erection of additional temporary support frames from the ground, significantly saving construction costs and time.

[0033] S5. Install the remaining steel beams of the cantilever section to complete the overall steel structure installation.

[0034] Reference Figure 5 After the installation of the hanging columns and bottom steel beams is completed, the remaining steel beams of the cantilever section are installed to complete the overall steel structure, so that the steel structure of the suspended area forms a complete load-bearing system.

[0035] S6. Concrete is poured in sequence to form a rigid concrete whole between the hanging column and the main structure.

[0036] After the overall steel structure installation is completed, concrete pouring is carried out in a bottom-up sequence. First, the lower main structure and the concrete floor slabs of the cantilever area are poured, and then the concrete is poured layer by layer upwards, so that the hanging columns, the upper steel structure and the lower main structure form a rigid concrete whole layer by layer, and finally the construction of the suspended structure is completed.

[0037] Supplementary Explanation Regarding Construction Load Simulation Verification Preferably, after S3 and before S4, a construction load simulation verification is performed on the upper steel structure, which has formed a stable stress system. Specifically, the overall hoisting load (including the self-weight of the hoisting column, the self-weight of the bottom steel beam, and the hoisting dynamic load coefficient) of the hoisting column and the bottom steel beam is simulated in the finite element model, and the stress ratio, nodal displacement, and overall stability of the upper steel structure under the load are verified. Only after confirming that the stress ratio of each component of the upper steel structure meets the design specifications, the nodal displacement is within the allowable range, and the overall stability meets the safety requirements of the construction stage, can the overall hoisting of the hoisting column be carried out.

[0038] The construction method described in this embodiment uses reverse-order advanced installation and system conversion of steel structure to pre-form the upper steel structure of the hanging column area into a stable force-bearing system, which is directly used as the hanging support point for the hanging column. The floor slab disc buckle formwork is also used as a support and operating platform, completely eliminating the need for traditional temporary support frames. It has significant advantages such as convenient construction, low cost, short construction period, stable force, and small settlement.

[0039] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-disclosed technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent changes and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A method for installing suspended columns of a rigid concrete suspension structure, based on the principle of reverse-sequence advanced installation and system conversion of steel structures, characterized in that... Includes the following steps: S1. Install steel columns and bottom connecting steel beams on both sides of the cantilever truss to establish vertical load-bearing boundaries on both sides; S2. Install diagonal web members and a middle horizontal steel beam between the two steel columns to form a cantilever truss load-bearing system; S3. Install the top node of the cantilevered steel column and install the steel beam connecting the top node so that the upper steel structure of the column area forms a stable force system that can withstand the lifting load of the column. This stable force system replaces the temporary support frame as the hanging support point during the column installation stage. S4. Using the upper steel structure that has formed a stable load-bearing system as the hanging support point, the hanging column and the bottom steel beam are hoisted into place as a whole and welded to the upper steel structure in the air. At the same time, the modified disc-lock formwork of the concrete floor slab in the cantilever area is used as a temporary support and welding operation platform under the hanging column, without the need to set up an additional temporary support frame. S5. Install the remaining steel beams of the cantilever section to complete the overall steel structure installation; S6. Concrete is poured in sequence to form a rigid concrete whole between the hanging column and the main structure.

2. The method for installing and constructing a rigid concrete suspended structure column according to claim 1, characterized in that, In S2, the diagonal web members and the intermediate horizontal steel beam are assembled into a whole on the ground and then hoisted into place in one go to reduce the need for high-altitude assembly of disassembled parts.

3. The method for installing and constructing a rigid concrete suspended structure column according to claim 1, characterized in that, In S4, the modified disc-lock formwork frame is a continuous support platform formed by laying I-beams on top of the disc-lock formwork frame on the concrete floor slab. The continuous support platform not only bears the self-weight load of the hanging column and the bottom steel beam, but also provides a flat operating surface for aerial welding of the hanging column.

4. The method for installing and constructing a rigid concrete suspended structure column according to claim 1, characterized in that, In S4, the lifting column and bottom steel beam are hoisted as a whole using a tower crane and welded in the air to the upper connecting steel beam or top node steel beam that has already been installed.

5. The method for installing and constructing a rigid concrete suspended structure column according to claim 1, characterized in that, Before S1, it also includes: determining the sequence of advanced installation of steel structures in the hanging column area and the node connection scheme based on structural construction simulation analysis.

6. The method for installing and constructing a rigid concrete suspended structure column according to claim 1, characterized in that, After S3 and before S4, construction load simulation verification was carried out on the upper steel structure that has formed a stable force system to confirm that its bearing capacity and deformation meet the requirements for the overall hoisting of the column.

7. The method for installing a stiffened concrete suspended structure column according to any one of claims 1 to 6, characterized in that, In S6, the concrete pouring is carried out in a bottom-up sequence, so that the hanging column, the upper steel structure and the lower main structure form a rigid concrete whole layer by layer.

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