A deformation coordination structure adapting to misplacement of upper and lower structure deformation joints and a construction method thereof

Abstract

This invention discloses a deformation coordination structure and its construction method for adapting to misalignment of expansion joints in upper and lower structures. It relates to the field of airport construction technology and includes a lower concrete structure, a large-span steel grid and metal roof, vertical keel, curtain wall glass, upper expansion joint, lower expansion joint, upper steel beam, steel grid ball joint, upper cantilevered steel beam of the curtain wall, steel corbel, first deformation zone, and second deformation zone. The beneficial effects of this invention are: by setting up the cantilevered steel beam as an active deformation coordination component, it fundamentally solves the problem of systemic deformation incoordination in the enclosure system caused by misalignment of expansion joints in the upper and lower structures of large-span public buildings. Its structure is clear and its force transmission is well-defined; through precise design, the cantilevered steel beam completes deformation coordination within the elastic range, and the stress state of the component is known and controllable, significantly improving the structural safety and reliability.

Description

Technical Field

[0001] This invention relates to the field of terminal building construction technology, and in particular to a deformation coordination structure that adapts to the misalignment of expansion joints in the upper and lower structures, and its construction method. Background Technology

[0002] Large-scale airport terminals typically employ a structural system consisting of a concrete frame or shear wall structure at the bottom and a large-span steel space frame roof at the top. To mitigate the effects of temperature stress, concrete shrinkage and creep, and uneven settlement, both the lower concrete structure and the upper steel space frame require structural expansion joints, also known as deformation joints, which divide the entire building into several independent structural deformation units. Ideally, the expansion joints of the upper and lower structures should be vertically aligned, forming a continuous deformation release path. This allows the exterior walls, curtain walls, metal roofs, and other enclosure systems to clearly coordinate their deformation with their respective structural units, simplifying the construction process.

[0003] However, in actual engineering projects, due to limitations imposed by building functional layout, spatial form, or existing conditions, the expansion joints of the lower concrete structure and the upper steel space frame often cannot be aligned in planar terms. This puts the curtain wall and roof systems located in the misaligned areas in a dilemma: the lower end of the curtain wall is fixed to one section of the lower concrete structure, while its theoretical support point may be located on another section of the upper steel space frame. If a traditional rigid connection structure is used, the relative displacement generated between the misaligned expansion joints will forcefully act on the enclosure system, causing huge additional internal stresses in the curtain wall keel, glass panels, roof purlins, and connectors. This can easily lead to problems such as component cracking, connection failure, and seal damage, seriously affecting structural safety and building functionality.

[0004] Existing technologies typically focus on addressing individual expansion joints or locally reinforcing the building envelope, but fail to fundamentally resolve the systemic deformation inconsistencies caused by misalignment of expansion joints between upper and lower structures. Therefore, an innovative construction solution is urgently needed to effectively resolve this contradiction and ensure the overall safety of the building and the integrity of the building envelope. Summary of the Invention

[0005] The purpose of this section is to outline some aspects of embodiments of the present invention and to briefly describe some preferred embodiments. Simplifications or omissions may be made in this section, as well as in the abstract and title of this application, to avoid obscuring the purpose of these documents; however, such simplifications or omissions should not be construed as limiting the scope of the invention.

[0006] In view of the problems existing in the above and / or existing deformation coordination structures and construction methods for misalignment of expansion joints in the upper and lower structures of airport terminals, this invention is proposed.

[0007] Therefore, the problem that this invention aims to solve is that in large-span public buildings such as airport terminals, there is a planar misalignment between the expansion joints of the lower concrete structure and the upper steel grid structure. Traditional rigid connections will cause excessive additional stress to the enclosure systems such as curtain walls and metal roofs, which can easily lead to problems such as component cracking and connection failure.

[0008] To solve the above-mentioned technical problems, the present invention provides the following technical solution: a deformation coordination structure and its construction method for adapting to the misalignment of expansion joints in upper and lower structures, comprising: a lower concrete structure, a large-span steel grid and metal roof, vertical keel, curtain wall glass, upper expansion joint, lower expansion joint, upper steel beam, steel grid ball joint, upper cantilever steel beam of the curtain wall, steel corbel, first deformation area, and second deformation area; The lower concrete structure has the lower expansion joint, and the steel grid portion of the large-span steel grid and metal roof has the upper expansion joint. The steel grid ball joint is located on the steel grid of the large-span steel grid and metal roof. The curtain wall glass is installed on the vertical keel. The lower end of the vertical keel is connected to the lower concrete structure. The metal roof system of the large-span steel grid and metal roof is connected to the steel grid ball joint through supporting purlins. The steel bracket is fixedly connected to the steel grid ball joint. The upper cantilevered steel beam of the curtain wall is connected to both the steel bracket and the vertical keel. The first deformation area and the second deformation area are two independent deformation areas formed by the misalignment of the upper and lower expansion joints. One end of the upper cantilevered steel beam of the curtain wall is hinged to the ball joint of the steel frame through the steel bracket, and the other end is fixedly connected to the upper end of the vertical keel, so that the upper cantilevered steel beam of the curtain wall forms a cantilever section between the steel bracket and the vertical keel; The upper cantilevered steel beam of the curtain wall can coordinate the displacement difference between the lower concrete structure and the large-span steel grid and metal roof through its own elastic deformation, and control the additional stress transmitted to the vertical keel and the ball node of the steel grid within the allowable range. The first deformation area is the cantilever side area, in which the upper cantilever steel beam of the curtain wall, the vertical keel, the curtain wall glass, the lower concrete structure, the large-span steel grid and the metal roof deform together with the lower deformation joint. The second deformation area is the non-cantilever side area, in which the vertical keel, the curtain wall glass, the lower concrete structure, the large-span steel grid and the metal roof deform together with the upper deformation joint.

[0009] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of an airport terminal, the vertical keel and the upper steel beam are connected by a pin hinge to release the rotation constraint of the node.

[0010] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of an airport terminal, wherein: the lower end of the vertical keel is connected to the lower concrete structure by a vertical elongated hole bolt connection, allowing the vertical keel to freely expand and contract vertically.

[0011] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of an airport terminal, wherein: the large-span steel grid and the metal roof system of the metal roof are vertically locked metal roofs, and the metal roof system is provided with matching roof expansion joints at the positions corresponding to the upper expansion joints.

[0012] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of an airport terminal, wherein: the enclosure structure composed of the vertical keel and the curtain wall glass is provided with a matching expansion joint at the position corresponding to the lower expansion joint.

[0013] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of the terminal building, wherein: the upper cantilevered steel beam of the curtain wall adopts a large H-shaped steel section, and the elastic deformation of its cantilever section is bending deformation.

[0014] As a preferred embodiment of the present invention for the deformation coordination structure of the upper and lower structural expansion joints of the terminal building, wherein: the elevation of the eaves aluminum plate of the large-span steel grid and metal roof is lower than the elevation of the top of the curtain wall glass, and a gap is reserved between the eaves aluminum plate and the curtain wall glass, and a flexible sealing structure is made at the gap.

[0015] As a preferred embodiment of the construction method of the present invention for the deformation coordination structure of the upper and lower structural expansion joint misalignment of the terminal building, the method is as follows: based on the building structure analysis, the correspondence between the structural partitions of the lower concrete structure and the structural partitions of the large-span steel space frame and the steel space frame of the metal roof is determined, the first deformation area and the second deformation area are divided, and the maximum expected relative deformation Δ at the misalignment of the lower expansion joint and the upper expansion joint is obtained. Taking the maximum expected relative deformation Δ as one of the key control conditions, and combining wind load, seismic action and component self-weight, a special structural calculation and design was carried out for the upper cantilever steel beam of the curtain wall to determine the length L and cross-sectional parameters of the cantilever section of the upper cantilever steel beam of the curtain wall, so as to ensure that the upper cantilever steel beam of the curtain wall can achieve displacement difference coordination through its own elastic deformation. The load-bearing capacity of the steel corbels, steel grid ball joints, and vertical keels connecting the upper cantilevered steel beams of the curtain wall is verified to ensure the structural safety of each component and connection point during the deformation coordination process. Construction is carried out according to the design results, and steel brackets, upper cantilevered steel beams of the curtain wall, vertical keels, curtain wall glass, large-span steel grid and metal roof system are installed in sequence. The construction of flexible sealing structure is completed at the junction of the eaves, so that the first deformation area deforms with the lower deformation joint and the second deformation area deforms with the upper deformation joint.

[0016] The beneficial effects of this invention are as follows: By setting up a cantilevered steel beam as an active deformation coordination component, the problem of systemic deformation incoordination of the enclosure system caused by the misalignment of the expansion joints of the upper and lower structures in large-span public buildings is fundamentally solved. Its structure is clear and its force transmission is well-defined. Through precise design, the cantilevered steel beam completes deformation coordination within the elastic range, and the stress state of the component is known and controllable, which greatly improves the structural safety and reliability. At the same time, it takes into account the air tightness and water tightness of the curtain wall and the drainage performance of the metal roof, ensuring the building's functionality and the indoor and outdoor environmental effects. Moreover, this solution does not require modification of the main structure, only optimizes the local connection structure, is convenient to construct, and has low cost. It is both economical and applicable, and has broad promotion value in the field of large-span public buildings. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is an elevation view of the deformation coordination structure used to address the misalignment of the expansion joints in the upper and lower structures of the terminal building.

[0019] Figure 2 This is a side plan view of the deformation coordination structure used to address the misalignment of the expansion joints in the upper and lower structures of the terminal building.

[0020] Figure 3 This is a cross-sectional structural diagram of a deformation coordination structure used to address misalignment of expansion joints in the upper and lower structures of an airport terminal.

[0021] Figure 4 This is a structural diagram of a steel grid ball joint used for deformation coordination of misaligned expansion joints in the upper and lower structures of an airport terminal.

[0022] In the diagram: 1. Lower concrete structure; 2. Large-span steel space frame and metal roof; 3. Vertical keel; 4. Curtain wall glass; 5. Upper expansion joint; 6. Lower expansion joint; 7. Upper steel beam; 8. Steel space frame ball joint; 9. Upper cantilevered steel beam of the curtain wall; 10. Steel bracket; 11. First deformation zone; 12. Second deformation zone. Detailed Implementation

[0023] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0024] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and those skilled in the art can make similar extensions without departing from the spirit of the invention. Therefore, the invention is not limited to the specific embodiments disclosed below.

[0025] Secondly, the term "one embodiment" or "embodiment" as used herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in different places in this specification does not necessarily refer to the same embodiment, nor is it a single or selective embodiment that is mutually exclusive with other embodiments.

[0026] Example 1, referring to Figures 1-4 This is the first embodiment of the present invention. This embodiment provides a deformation coordination structure and its construction method for adapting to the misalignment of the expansion joints of the upper and lower structures. The deformation coordination structure and its construction method for the misalignment of the expansion joints of the upper and lower structures of the terminal building include a lower concrete structure 1, a large-span steel grid and metal roof 2, vertical keel 3, curtain wall glass 4, upper expansion joint 5, lower expansion joint 6, upper steel beam 7, steel grid ball joint 8, upper cantilever steel beam of the curtain wall 9, steel corbel 10, first deformation area 11, and second deformation area 12.

[0027] The lower concrete structure 1 has a lower expansion joint 6, and the steel space frame portion of the large-span steel space frame and metal roof 2 has an upper expansion joint 5. A ball joint 8 is located on the steel space frame of the large-span steel space frame and metal roof 2. The curtain wall glass 4 is installed on the vertical keel 3, and the lower end of the vertical keel 3 is connected to the lower concrete structure 1. The metal roof system of the large-span steel space frame and metal roof 2 is connected to the ball joint 8 of the steel space frame via supporting purlins. The steel bracket 10 is fixedly connected to the ball joint 8 of the steel space frame. The upper cantilevered steel beam 9 of the curtain wall is connected to both the steel bracket 10 and the vertical keel 3. The first deformation zone 11 and the second deformation zone 12 are two independent deformation zones formed by the misalignment of the upper and lower expansion joints. The lower expansion joint 6 and the upper expansion joint 5 are offset in the plane and are not aligned vertically. One end of the upper cantilevered steel beam 9 of the curtain wall is hinged to the steel grid ball joint 8 through the steel bracket 10, and the other end is fixedly connected to the upper end of the vertical keel 3, so that the upper cantilevered steel beam 9 of the curtain wall forms a cantilever section between the steel bracket 10 and the vertical keel 3.

[0028] The upper cantilevered steel beam 9 of the curtain wall can coordinate the displacement difference between the lower concrete structure 1 and the large-span steel grid and metal roof 2 through its own elastic deformation, and control the additional stress transmitted to the vertical keel 3 and the ball node 8 of the steel grid within the allowable range.

[0029] The first deformation zone 11 is the cantilever side zone, in which the upper cantilever steel beam 9, vertical keel 3, curtain wall glass 4, lower concrete structure 1, large-span steel grid and metal roof 2 deform together with the lower deformation joint 6.

[0030] The second deformation zone 12 is the non-cantilever side zone, where the vertical keel 3, curtain wall glass 4, lower concrete structure 1, large-span steel grid and metal roof 2 deform together with the upper deformation joint 5.

[0031] When the lower concrete structure 1 undergoes displacement and deformation due to temperature, concrete shrinkage and creep, earthquake, etc., the upper cantilevered steel beam 9, vertical keel 3, and curtain wall glass 4 in the area will form a linked whole with the lower concrete structure 1, large-span steel space frame and metal roof 2. They will move synchronously with the deformation direction and displacement of the lower expansion joint 6. During the movement, the upper cantilevered steel beam 9 of the curtain wall will adapt to the displacement difference between itself and the upper steel space frame through its own elastic bending deformation. The steel bracket 10 and the steel space frame ball joint 8, as the connecting end, will cooperate with the movement and deformation of the area without generating rigid tension.

[0032] When the upper steel space frame undergoes displacement and deformation due to temperature, earthquakes, or other factors, the vertical keel 3 and curtain wall glass 4 in the area will form a linked whole with the lower concrete structure 1, the large-span steel space frame, and the metal roof 2. They will move synchronously with the deformation direction and displacement of the upper expansion joint 5. The elastic deformation of the area without cantilevered steel beams will coordinate directly with the deformation rhythm of the upper steel space frame, without needing to adapt to the misalignment and displacement difference between the upper and lower structures.

[0033] The movements of the first deformation zone 11 and the second deformation zone 12 are independent and do not interfere with each other. Each zone completes its own deformation displacement around the lower deformation joint 6 and the upper deformation joint 5. Through the deformation coordination of the upper cantilever steel beam 9 of the curtain wall, the two zones can move independently and coexist harmoniously under the condition of misalignment of the upper and lower deformation joints.

[0034] Example 2, refer to Figures 1-4 This is the second embodiment of the present invention, which is based on the previous embodiment.

[0035] Specifically, the vertical keel 3 and the upper steel beam 7 are connected by a pin hinge to release the rotation constraint of the node, assist the work of the upper cantilever steel beam 9 of the curtain wall, and avoid the formation of statically indeterminate bending moment.

[0036] Specifically, the lower end of the vertical keel 3 is connected to the lower concrete structure 1 by a vertical elongated hole bolt connection, which allows the vertical keel 3 to freely expand and contract vertically, releasing its own temperature deformation.

[0037] Specifically, the metal roofing system of the large-span steel space frame and metal roof 2 is a standing seam metal roof, and the metal roofing system is equipped with a matching roof expansion joint at the position corresponding to the upper deformation joint 5.

[0038] Specifically, the enclosure structure composed of vertical keel 3 and curtain wall glass 4 has matching expansion joints at the positions corresponding to the lower deformation joint 6.

[0039] Specifically, the upper cantilever steel beam 9 of the curtain wall adopts a large H-shaped steel section. The elastic deformation of its cantilever section is bending deformation. The elastic deformation of the upper cantilever steel beam 9 of the curtain wall itself eliminates the relative displacement difference between the lower concrete structure 1 and the large-span steel grid and metal roof 2 caused by the misalignment of the lower expansion joint 6 and the upper expansion joint 5. At the same time, it controls the transmission of additional stress and ensures the safe coordination between the enclosure system and the main structure.

[0040] Specifically, the elevation of the eaves aluminum plate of the large-span steel grid and metal roof 2 is lower than the elevation of the top of the curtain wall glass 4, and a gap is reserved between the eaves aluminum plate and the curtain wall glass 4. A flexible sealing structure is made at the gap to ensure that the interior does not leak water and to adapt to the complex three-dimensional relative deformation that may occur between the curtain wall and the roof.

[0041] Example 3, referring to Figures 1-4 This is the third embodiment of the present invention, which is based on the first two embodiments.

[0042] Specifically, based on the building structure analysis, the correspondence between the structural partitions of the lower concrete structure 1 and the steel space frame structural partitions of the large-span steel space frame and metal roof 2 is determined, the first deformation area 11 and the second deformation area 12 are divided, and the maximum expected relative deformation Δ at the misalignment of the lower deformation joint 6 and the upper deformation joint 5 is obtained.

[0043] Using the maximum expected relative deformation Δ as one of the key control conditions, and combining wind load, seismic action and component self-weight, a special structural calculation and design was carried out for the upper cantilever steel beam 9 of the curtain wall. The length L and cross-sectional parameters of the cantilever section of the upper cantilever steel beam 9 of the curtain wall were determined to ensure that the upper cantilever steel beam 9 of the curtain wall can achieve displacement difference coordination through its own elastic deformation.

[0044] The load-bearing capacity of the steel corbel 10, steel grid ball joint 8, and vertical keel 3 connected to the upper cantilevered steel beam 9 of the curtain wall is verified to ensure the structural safety of each component and connection point during the deformation coordination process.

[0045] Construction is carried out according to the design results, and the steel brackets 10, the upper cantilevered steel beams 9 of the curtain wall, the vertical keel 3, the curtain wall glass 4, and the metal roofing system of the large-span steel grid and metal roof 2 are installed in sequence. The construction of the flexible sealing structure is completed at the junction of the eaves, so that the first deformation area 11 deforms with the lower deformation joint 6 and the second deformation area 12 deforms with the upper deformation joint 5.

[0046] During the design phase, engineers first determine the maximum relative deformation Δ that may occur between the upper and lower structures at the misalignment point based on structural analysis. Then, using Δ as the key displacement load, and combining conventional loads such as wind, snow, and earthquakes, they model and calculate the upper cantilevered steel beam 9 of the curtain wall. By adjusting the cantilever length L and the beam's cross-section, the deflection and stress of the beam under Δ are made to meet the specifications. At the same time, the structural safety of the steel bracket 10, the steel grid ball joint 8, and the curtain wall keel 3 is ensured. The calculation goal is to "digest" most of the uncoordinated deformation by the bending deformation of the cantilever beam.

[0047] Through the above construction, when the lower concrete structure 1 undergoes horizontal displacement, the lower concrete structure 1, vertical keel 3, curtain wall glass 4, large-span steel grid and metal roof 2 in the first deformation zone 11 deform together, and the lower concrete structure 1, vertical keel 3, curtain wall glass 4, large-span steel grid and metal roof 2 in the second deformation zone 12 deform together. The first deformation zone 11 and the second deformation zone 12 do not interfere with each other, achieving harmonious coexistence of the lower deformation joint 6 and the upper deformation joint 5 under staggered joint conditions, thereby ensuring the overall safety of the building and the integrity of the enclosure system.

[0048] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A deformation-coordination structure that adapts to misalignment of expansion joints in upper and lower structures, characterized in that: include, The lower concrete structure (1), the large-span steel grid and metal roof (2), the vertical keel (3), the curtain wall glass (4), the upper expansion joint (5), the lower expansion joint (6), the upper steel beam (7), the steel grid ball joint (8), the upper cantilever steel beam of the curtain wall (9), the steel bracket (10), the first deformation zone (11), and the second deformation zone (12). The lower concrete structure (1) is provided with the lower deformation joint (6), the steel grid part of the large-span steel grid and metal roof (2) is provided with the upper deformation joint (5), the steel grid ball node (8) is provided on the steel grid of the large-span steel grid and metal roof (2), the curtain wall glass (4) is installed on the vertical keel (3), the lower end of the vertical keel (3) is connected to the lower concrete structure (1), the metal roof system of the large-span steel grid and metal roof (2) is connected to the steel grid ball node (8) through the support purlin, the steel bracket (10) is fixedly connected to the steel grid ball node (8), the upper cantilever steel beam (9) of the curtain wall is connected to the steel bracket (10) and the vertical keel (3), the first deformation area (11) and the second deformation area (12) are two independent deformation areas formed by the misalignment of the upper and lower deformation joints; One end of the upper cantilever steel beam (9) of the curtain wall is hinged to the steel frame ball node (8) through the steel bracket (10), and the other end is fixedly connected to the upper end of the vertical keel (3), so that the upper cantilever steel beam (9) of the curtain wall forms a cantilever section between the steel bracket (10) and the vertical keel (3); The upper cantilevered steel beam (9) of the curtain wall can coordinate the displacement difference between the lower concrete structure (1) and the large-span steel grid and metal roof (2) through its own elastic deformation, and control the additional stress transmitted to the vertical keel (3) and the steel grid ball node (8) within the allowable range. The first deformation area (11) is the cantilever side area, and the upper cantilever steel beam (9), the vertical keel (3), the curtain wall glass (4), the lower concrete structure (1), the large span steel grid and the metal roof (2) in the area deform together with the lower deformation joint (6). The second deformation area (12) is the non-cantilever side area, and the vertical keel (3), the curtain wall glass (4), the lower concrete structure (1), the large-span steel grid and the metal roof (2) in the area deform together with the upper deformation joint (5).

2. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 1, is characterized in that: The vertical keel (3) and the upper steel crossbeam (7) are connected by a pin hinge to release the rotation constraint of the node.

3. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 2, is characterized in that: The lower end of the vertical keel (3) is connected to the lower concrete structure (1) by a vertical elongated hole bolt connection, which allows the vertical keel (3) to freely expand and contract vertically.

4. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 3, is characterized in that: The metal roofing system of the large-span steel grid and metal roof (2) is a standing seam metal roof, and the metal roofing system is provided with a matching roof expansion joint at the position corresponding to the upper deformation joint (5).

5. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 4, is characterized in that: The enclosure structure consisting of the vertical keel (3) and the curtain wall glass (4) is provided with a matching expansion joint at the position corresponding to the lower deformation joint (6).

6. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 5, is characterized in that: The upper cantilevered steel beam (9) of the curtain wall adopts a large H-section steel section, and the elastic deformation of its cantilever section is bending deformation.

7. The deformation coordination structure for misalignment of expansion joints in the upper and lower structures of an airport terminal, as described in claim 6, is characterized in that: The elevation of the eaves aluminum plate of the large-span steel grid and metal roof (2) is lower than the elevation of the top of the curtain wall glass (4), and a gap is reserved between the eaves aluminum plate and the curtain wall glass (4), with a flexible sealing structure at the gap.

8. A construction method for a deformation coordination structure used in the misalignment of expansion joints in the upper and lower structures of an airport terminal, characterized in that: Including the deformation-coordination structure as described in any one of claims 1-7, the construction method includes, Based on the structural analysis of the building, the correspondence between the structural partition of the lower concrete structure (1) and the structural partition of the steel grid of the large-span steel grid and metal roof (2) is determined, the first deformation area (11) and the second deformation area (12) are divided, and the maximum expected relative deformation Δ at the misalignment of the lower deformation joint (6) and the upper deformation joint (5) is obtained. Taking the maximum expected relative deformation Δ as one of the key control conditions, combined with wind load, seismic action and component self-weight, special structural calculation and design were carried out on the upper cantilever steel beam (9) of the curtain wall to determine the length L and cross-sectional parameters of the cantilever section of the upper cantilever steel beam (9) of the curtain wall, so as to ensure that the upper cantilever steel beam (9) of the curtain wall can achieve displacement difference coordination through its own elastic deformation. The bearing capacity of the steel brackets (10) connecting the upper cantilevered steel beams (9) of the curtain wall, the steel grid ball joints (8) and the vertical keel (3) is verified to ensure the structural safety of each component and connection point during the deformation coordination process. Construction was carried out according to the design results. Steel brackets (10), upper cantilever steel beams (9), vertical keels (3), curtain wall glass (4), and a metal roof system consisting of a large-span steel grid and a metal roof (2) were installed in sequence. The construction of a flexible sealing structure was completed at the junction of the eaves, so that the first deformation area (11) deformed with the lower deformation joint (6) and the second deformation area (12) deformed with the upper deformation joint (5).

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