A large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system adapting to high drop

Abstract

The invention discloses a large-span overhanging ridgeline reverse curved double-slope diamond lattice shell system adapting to high drop, comprising a roof structure, a concrete structure and a vertical member connecting the roof structure and the concrete structure; the roof structure is in the form of a single-ridge reverse curved double-slope structure, which extends perpendicularly to the ridgeline direction to the building boundary end as a low zone; the vertical member comprises a first lateral resistance member arranged in the low zone of the roof structure, a second lateral resistance member and an internal vertical steel column arranged inside the roof structure, and a peripheral vertical steel column arranged along the outer contour of the roof structure; the first lateral resistance member comprises an inter-column support column arranged in the corner area of ​​the roof structure, a horizontal brace connected between adjacent inter-column support columns, a cross diagonal brace connected between the inter-column support columns and located at the upper and lower parts of the inter-column support columns, and a parallel diagonal brace connected between the inter-column support columns and located in the middle area of ​​the inter-column support columns. The present application has the advantages of stable structure, convenient construction and low cost.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, in particular to a large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system adapting to high drop. Background Art

[0002] For theater projects, on the one hand, the special shape of the building and the large internal space make it impossible for the vertical components to be placed, resulting in a large-span structure on the roof; on the other hand, theater projects have extremely high requirements for acoustics and airtightness. Based on the above two reasons, the roof often uses a steel structure with light weight and good material performance to adapt to the architectural shape, while the internal acoustic and airtightness requirements often use a concrete structure. However, due to the different materials and structural systems of steel structures and concrete, there are deformation coordination problems. In order to reduce the impact of this aspect, the better method used in the past, such as the National Grand Theater, is to use a disconnection solution, so that the steel structure roof covers the internal concrete structure, so that the steel structure and concrete have no relationship, and such a structural system is relatively pure. The disconnection solution will cause economic increases to a certain extent, but in more cases, due to the particularity of the project structure, the vertical components cannot be landed, and the roof must adopt a steel structure solution due to the large span. The above reasons form a high-drop, high-altitude architectural shape. Such buildings usually face the following problems that need to be solved:

[0003] 1. The vertical components of the steel structure roof cannot be put on the ground, that is, they cannot be completely separated from the lower concrete structure. In addition, due to the reverse curvature of the large-span ridge line and the reverse curvature of the double-slope roof, the structure naturally sags, which is mainly reflected in the fact that the deformation of the structure under permanent load and variable load is difficult to control; and the force flow is similar to the effect of water flow, always toward the low-lying and rigid components. How to reduce the impact between different structural systems and different materials, and ensure the coordination of the deformation of long and short columns caused by the high drop and high altitude of the roof.

[0004] 2. The vertical components form a high drop and are high in the air. The long column is 44m high, while the short column is only less than 0.8m high. The deformation of the long column and the short column is very different under the action of horizontal force, which causes great difficulties in the design of the short column.

[0005] 3. For large-span roof structures, temperature stress is usually a problem that needs to be solved. On the one hand, due to the special characteristics of the high drop and high altitude of the building, the lateral resistance is weak, and the stiffness needs to be increased to solve the lateral resistance problem of the structure; on the other hand, the increase in stiffness will inevitably lead to an increase in roof temperature stress. How to increase the stiffness to ensure the structural lateral resistance needs while controlling the temperature stress within a reasonable range has become a major design problem. Summary of the invention

[0006] The invention provides a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system adapting to high drop, which has the advantages of stable structure, convenient construction and low cost.

[0007] The technical problems to be solved are: reducing the impact between different structural systems and different materials, ensuring the coordination of deformation of long and short columns caused by high roof height and high altitude, the difficulty in designing high-drop short columns formed by vertical components, and how to control temperature stress to improve the lateral strength of the structure.

[0008] In order to solve the above technical problems, the present invention adopts the following technical solutions:

[0009] The invention discloses a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system adapting to high drop, comprising a roof structure, a concrete structure and a vertical member connecting the roof structure and the concrete structure;

[0010] The roof structure is a single-ridge, reverse-curved, double-slope structure, which extends perpendicular to the ridge line to the building boundary as the low area;

[0011] The vertical members include a first lateral-resisting member arranged in the lower area of ​​the roof structure, a second lateral-resisting member and internal vertical steel columns arranged inside the roof structure, and peripheral vertical steel columns arranged along the outer contour of the roof structure;

[0012] The first lateral-resisting member includes an inter-column support column, a horizontal brace, a cross brace and a parallel brace. The inter-column support column is arranged in the corner area of ​​the roof structure, the lower end of which is inserted into the foundation of the concrete structure and rigidly connected to the foundation, and the upper end is rigidly connected to the roof structure; the horizontal brace is connected between adjacent inter-column support columns, the cross brace is connected between the inter-column support columns and is located at the upper and lower parts of the inter-column support columns, the parallel brace is respectively connected between the inter-column support columns and between the inter-column support columns and the horizontal brace, and the parallel brace is located in the middle area of ​​the inter-column support columns;

[0013] The second lateral-resisting member comprises a middle V-shaped support, wherein the upper end of the middle V-shaped support is rigidly connected to the roof structure and the lower end is hinged to the concrete structure;

[0014] The upper end of the internal vertical steel column is rigidly connected to the roof structure, and the lower end is hinged to the concrete structure;

[0015] The upper ends of the outer vertical steel columns are rigidly connected to the roof structure, and the lower ends are hinged to the concrete structure.

[0016] The present invention provides a large-span suspended ridgeline reverse-curved double-slope diamond-shaped lattice shell system that can adapt to high drop. Furthermore, the shortest internal vertical steel columns and peripheral vertical steel columns located in the middle area of ​​the roof structure are both rigidly connected to the roof structure at the upper ends, and connected to the concrete structure at the lower ends by sliding bearings.

[0017] The present invention discloses a large-span suspended ridge line reverse curved double-slope diamond lattice shell system that can adapt to high drop. Furthermore, the roof structure comprises side beams, a ridge beam, a main direction beam and a secondary direction beam. The side beams are connected with the ridge beam to form two reverse curved concave triangular frames. The main direction beam forms a certain angle with the ridge beam in space and is perpendicular to the ridge beam in plane. The secondary direction beam is parallel to the ridge beam in space and in plane. The main direction beam and the secondary direction beam intersect to form a plurality of diamond grids.

[0018] The present invention provides a large-span suspended ridgeline reverse curved double-slope diamond lattice shell system adapting to high drop. Further, the main direction beam is arranged in a whole through manner and the web is perpendicular to the ground, and the secondary direction beam is interrupted at the oblique grid and intersected and welded.

[0019] The present invention provides a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system that can adapt to high drop. Furthermore, an opening is provided on the top surface of the roof structure, and a steel beam is connected along the contour direction of the opening. The main direction beam and the secondary direction beam are connected to the steel beam, and both ends of the steel beam extend outward and are connected to vertical components at corresponding positions.

[0020] The present invention provides a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system adapting to high drop. Furthermore, a balancing system is arranged on the periphery of the roof structure, and a curtain wall system is installed outside the balancing system.

[0021] The present invention discloses a large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system that can adapt to high drop. Furthermore, the balance system comprises a mounting beam arranged outside the edge beam and along the length direction of the edge beam, and a balance beam connected between the edge beam and the mounting beam. The balance beam is arranged at the intersection of the main direction beam and the secondary direction beam at the edge beam, and the keel rod of the curtain wall system is connected to the bottom of the mounting beam.

[0022] The present invention discloses a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system adapting to high drop. Furthermore, the parallel diagonal braces on each side of the roof structure are interrupted at the horizontal braces or the inter-column support columns and intersected and welded.

[0023] The present invention provides a large-span suspended ridgeline reverse-curved double-slope diamond-shaped lattice shell system that can adapt to high drops. Further, when the length of one group of first-row anti-lateral components does not meet the requirement of setting parallel diagonal braces, the first-row anti-lateral components include inter-column support columns set in the corner area of ​​the roof structure, horizontal braces connected between adjacent inter-column support columns, and cross diagonal braces connected between the inter-column support columns and located at the upper and lower parts of the inter-column support columns, and the cross diagonal braces located at the upper and lower parts are continuously set.

[0024] Compared with the prior art, the present invention has the following beneficial effects:

[0025] 1. Since the steel roof structure of this application is connected to the concrete structure, in order to reduce the impact of the interaction between different structural systems and different materials and ensure the coordination of the deformation of long and short columns caused by the high drop and high altitude of the roof, a rigid connection is set at the top of the roof structure column and a hinge is set at the bottom of the column to release the bending moment at the bottom of the column and reduce the impact on the bottom concrete structure. The effect is similar to the structural disengagement scheme;

[0026] 2. Due to the reverse curvature structure of the double-slope roof with a large span and reverse curvature of the ridge line, the vertical components are high in the air and have a high drop. The long column is 44m high, and the short column is only less than 0.8m high. The long and short columns have different heights and stiffnesses, which leads to the problem of deformation coordination between the long and short columns and the difficulty in designing the cross section of the short columns. By setting the first and second anti-lateral components to form an overall structure that bears the main lateral resistance of the structure, the internal vertical steel columns and the peripheral vertical steel columns bear the gravity load, solving the problem of coordinated deformation of the long and short columns; the shortest internal vertical steel columns and the lower ends of the peripheral vertical steel columns located in the middle area of ​​the roof structure are connected to the concrete structure by sliding, solving the problem of difficult cross-section design of the short columns;

[0027] 3. By adding parallel parallel diagonal braces and cross braces in the low area of ​​the roof structure, and rigidly connecting the inter-column support columns to the foundation as the first lateral resistance member of the structure, and setting a middle V-shaped support inside the roof structure as the second lateral resistance member, the lateral resistance stiffness of the roof structure is improved to solve the problem of weak lateral resistance of the structure; in addition, the inter-column support columns are inserted down to the foundation to take into account the transmission of the temperature stress generated by the large-span roof structure, thereby controlling the temperature stress;

[0028] 4. The temperature stress of a large-span roof is proportional to the stiffness of the member. There are usually two relatively effective methods for solving the temperature stress problem of a large-span steel structure. One is to adopt the release principle and release the temperature stress by setting a sliding support. This method is not applicable to this application. The other is to adopt hard resistance and increase the cross-sectional size to resist the temperature stress. For example, the traditional method of increasing cross supports is adopted. Since the first lateral resistance member located at the oblique angle has a very large stiffness and absorbs most of the temperature stress, the cross-sectional size is much larger than that of the surrounding members, especially the inter-column support columns at the corner points. On the one hand, due to the need for lateral stiffness, the inter-column support columns at the corner points need to bear more axial force than the surrounding inter-column support columns under the action of seismic loads. On the other hand, since the two-way cross supports limit their deformation, they absorb most of the temperature stress of the roof. Therefore, the cross-sectional size needs to be designed to be very large to meet the design requirements. This method creates a great burden on design, construction and cost.

[0029] The present application provides a new column connection method using a series of parallel diagonal braces and cross diagonal braces. On the one hand, it ensures that the design support needs to be continuously set and the design requirements of the ground are met. On the other hand, compared with the traditional arrangement of cross braces, the axial force of the corner column of the inter-column support column is reduced by 19.5% when the roof temperature rises by 50°C, so that the surrounding inter-column support columns share the axial force of the inter-column support columns at the corner points, so that the box section of the column can be reduced to 1000mm×1000mm×50mm×50mm, ensuring the uniformity of the column section, facilitating construction and reducing construction costs, and facilitating the installation of the subsequent curtain wall system.

[0030] 5. Due to the need for a viewing platform, the roof structure has an opening, which is a weak point of the structure. Based on the principle of the shortest force transmission path, this application extends both ends of the steel beam at the opening outward and connects them with the vertical components at the corresponding positions, thereby increasing the reliability of the structure and solving the influence of the opening on the weak point of the structure. The vertical components can be internal vertical steel columns, peripheral vertical steel columns, inter-column support columns or V-shaped diagonal braces;

[0031] 6. Since a curtain wall system is provided on the periphery of the structure of the present application, the vertical tension of the curtain wall will generate torque on the roof side beams, which will affect the roof structure. To this end, the present application adds a balancing system on the periphery of the side beams, and sets a balancing beam at the intersection of the main direction beam and the secondary direction beam with the side beam. The balancing beam is connected to the mounting beam outside, and the mounting beam is used as the connection point of the curtain wall rod. The vertical force of the curtain wall is transmitted to the balancing beam through the mounting beam and converted into the in-plane bending moment of the balancing beam. The in-plane bending moment is balanced by the main direction beam and the secondary direction beam of the roof structure, which solves the problem of torsion of the side beams of the roof structure, and then ensures the safety of the structure.

[0032] On the other hand, using the balance system as a transfer node between the curtain wall system and the roof structure can effectively combine with the curtain wall components, simplify the connection method between the curtain wall and the roof structure, greatly reduce the amount of high-altitude welding and save steel, which is more conducive to on-site construction.

[0033] The present invention will be further described below in conjunction with the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 It is a schematic diagram of the installation of the roof structure of the present invention;

[0035] Figure 2 A bottom view of the roof structure of the present invention;

[0036] Figure 3 It is a schematic diagram of the structure of the first anti-side member of the present invention;

[0037] Figure 4 It is a plan view of the hole of the present invention;

[0038] Figure 5 It is a schematic diagram of the installation structure of the balancing system of the present invention;

[0039] Figure 6 It is a layout diagram of the column foot installation form of the vertical member of the present invention;

[0040] Figure 7 It is a structural schematic diagram of installing the curtain wall system of the present invention;

[0041] Figure 8 It is the node diagram of the connection between the side beam and the balance system of the present invention;

[0042] Fig. 9 for Figure 8 Middle AA section view;

[0043] Fig.10 This is a schematic diagram of the hinge support installation structure of the present invention;

[0044] Fig.11 This is a schematic diagram of the installation structure of the sliding support of the present invention;

[0045] Fig.12 This is a schematic diagram of the hinge support of the present invention being installed on a pier structure;

[0046] Fig.13 It is a schematic diagram of the rigid connection of the inter-column support columns of the present invention.

[0047] Reference numerals:

[0048] 1. Roof structure; 1.1. Side beams; 1.2. Ridge beams; 1.3. Main direction beams; 1.4. Secondary direction beams; 2. The first lateral-resisting member; 2.1. Intercolumnar support columns; 2.2. Horizontal braces; 2.3. Cross diagonal braces; 2.4. Parallel diagonal braces; 3. The second lateral-resisting member; 4. Internal vertical steel columns; 5. External vertical steel columns; 6. Openings; 7. Steel beams; 8. Balance system; 8.1. Installation beams; 8.2. Balance beams; 9. Curtain wall system; 10. Concrete structure; 11. Ribs; 12. Hinge supports; 13. Sliding supports; 14. Column piers. DETAILED DESCRIPTION

[0049] like Figure 1-13 As shown, the present invention discloses a large-span overhanging ridgeline reverse-curved double-slope diamond-shaped lattice shell system that can adapt to high drop, including a concrete structure 10, a roof structure 1 arranged above the concrete structure 10, and a vertical member connecting the concrete structure 10 and the roof structure 1.

[0050] The roof structure 1 is a steel structure with a single ridge and a double slope, and the low area extends perpendicular to the ridge line to the boundary end of the building. The roof structure 1 includes side beams 1.1, ridge beams 1.2, main direction beams 1.3 and secondary direction beams 1.4. The side beams 1.1 are connected with the ridge beams 1.2 to form two triangular frames in a reverse curved concave form. The main direction beams 1.3 are at a certain angle with the ridge beams 1.2 in space and are perpendicular to the ridge beams 1.2 in the plane. The secondary direction beams 1.4 are parallel to the ridge beams 1.2 in space and in the plane. The main direction beams 1.3 and the secondary direction beams 1.4 intersect to form a plurality of diamond grids; the main direction beams 1.3 are set through the whole and the webs are perpendicular to the ground. The secondary direction beams 1.4 are interrupted at the oblique grids and are adjusted by rotation and translation for intersecting welding. Since force flow often follows the shortest transmission route and the components with great rigidity, the structure naturally presents a drooping form and follows the direction of force flow, and a diamond grid is arranged perpendicular to the ridge beam 1.2. Multiple diamond grid beams form two triangles that are spatially combined at the ridge beam 1.2, and the triangles are in the form of an inverse curve. Single diamond grid elements are combined in space according to a certain rule, and the diamond grid elements form two stable large triangles in space while taking into account the horizontal support function. The roof has strong horizontal rigidity to ensure the transmission of horizontal forces.

[0051] The vertical members include a first lateral-resisting member 2 arranged in the lower area of ​​the roof structure 1, a second lateral-resisting member 3 and an internal vertical steel column 4 arranged inside the roof structure 1, and an outer vertical steel column 5 arranged along the outer contour of the roof structure 1. The first lateral-resisting member 2 includes an inter-column support column 2.1, a horizontal brace 2.2, a cross brace 2.3, and a parallel brace 2.4. The inter-column support column 2.1 is arranged in the corner area of ​​the roof structure 1, and its lower end is inserted into the foundation of the concrete structure 10 and is rigidly connected to the foundation, and its upper end is rigidly connected to the edge beam 1.1 of the roof structure 1. Specifically, the inter-column support column 2.1 is provided in the corner area of ​​the roof structure 1, and its lower end is inserted into the foundation of the concrete structure 10 and is rigidly connected to the foundation, and its upper end is rigidly connected to the edge beam 1.1 of the roof structure 1. A pad is fixed at the lower end of the support column 2.1, and the pad is fixedly connected to the foundation through anchor bars, and the anchor bars are fixed to the pad through double nuts; bolts are welded on the outer periphery of the inter-column support column 2.1, and concrete is poured on the outer side of the inter-column support column; the horizontal brace 2.2 is connected between adjacent inter-column support columns 2.1, and the cross brace 2.3 is connected between the inter-column support columns 2.1 and is located at the upper and lower parts of the inter-column support columns 2.1; the parallel diagonal brace 2.4 is respectively connected between the inter-column support columns 2.1 and between the inter-column support column 2.1 and the horizontal brace 2.2, and is located in the middle area of ​​the inter-column support column 2.1. The parallel diagonal braces 2.4 on each side of the roof structure 1 are interrupted and welded at the horizontal braces 2.2 or the inter-column support columns 2.1; the second lateral-resisting member 3 includes a middle V-shaped support, the upper end of which is rigidly connected to the roof structure 1, and the lower end is connected to the shear wall or column of the concrete structure 10 through a hinge support; the upper end of the internal vertical steel column 4 is rigidly connected to the roof structure 1, and the lower end is connected to the column of the concrete structure 10 through a hinge support; the upper end of the outer vertical steel column 5 is rigidly connected to the side beam 1.1 of the roof structure 1, and the lower end is connected to the column or foundation of the concrete structure 10 through a hinge support; wherein, at the connection position of the hinge support, an anchor plate is embedded in the lower concrete structure, the anchor plate is provided with anchor bars anchored in the concrete, and the hinge support and the anchor plate are connected by welding. In addition, the hinged support is at the hinge between indoor and outdoor, and a pier is built on the lower concrete structure. The anchor plate is pre-buried in the pier, and the anchor bar passes through the pier and is anchored in the lower concrete structure. The hinged support is installed on the anchor plate on the pier, which facilitates the construction of the waterproof structure and provides waterproof performance.

[0052] In addition, the shortest internal vertical steel columns 4 and external vertical steel columns 5 located in the middle area of ​​the roof structure 1 are both rigidly connected to the roof structure 1 at the upper ends, and connected to the concrete structure 10 at the lower ends via sliding bearings.

[0053] The top surface of the roof structure 1 is provided with an opening 6 due to the viewing platform structure, and a steel beam 7 is connected along the contour direction of the opening 6. The main direction beam 1.3 and the secondary direction beam 1.4 are connected to the steel beam 7. Both ends of the steel beam 7 extend outward and are connected to the vertical components at the corresponding positions.

[0054] A balancing system 8 is provided on the periphery of the roof structure 1, and a curtain wall system is installed outside the balancing system 8. The balancing system 8 includes a mounting beam 8.1 arranged outside the side beam 1.1 of the roof structure 1 and arranged along the length direction of the side beam 1.1, and a balancing beam 8.2 connected between the side beam 1.1 and the mounting beam 8.1. The balancing beam 8.2 is arranged at the intersection of the main direction beam 1.3 and the secondary direction beam 1.4 of the roof structure 1 at the side beam 1.1. The keel rod of the curtain wall system is connected to the bottom of the mounting beam 8.1, and a rib plate 11 is provided in the mounting beam 8.1 at the position where the keel rod is connected, and a rib plate 11 is provided in the side beam 1.1 at the position where the balancing beam 8.2 is connected.

[0055] In another embodiment of the present application, when the length of one group of first-line anti-lateral members 2 does not meet the requirement of setting parallel diagonal braces 2.4, the first-line anti-lateral members 2 include inter-column support columns 2.1 set in the corner area of ​​the roof structure 1, horizontal braces 2.2 connected between adjacent inter-column support columns 2.1, and cross diagonal braces 2.3 connected between the inter-column support columns 2.1 and located at the upper and lower parts of the inter-column support columns 2.1, and the cross diagonal braces 2.3 located at the upper and lower parts are continuously set.

[0056] This application adopts the method of connecting parallel diagonal braces in series and cross diagonal braces. On the one hand, it ensures the requirements of continuous setting and landing of the design supports. On the other hand, compared with the traditional arrangement of cross supports, the axial force of the corner columns of the inter-column support columns is reduced by 19.5% when the roof temperature rises by 50°C, and the box section of the column is reduced to 1000mm×1000mm×50mm×50mm, which ensures the uniformity of the column cross-section, facilitates construction and reduces construction costs.

[0057] Below, the displacement angles in the X and Y directions at typical control points are selected, and the displacement angle under 3 times more frequent earthquakes is selected as the deformation coordination evaluation index of the long and short columns of the roof. Under the premise that the displacement angles in the X and Y directions of the control points meet the 1 / 250 limit requirement, the closer the ratio of the displacement angles of each control point is to 1, the better (all based on reference point 1). When the ratio error of the displacement angles is within 5%, it proves that the structure can coordinate deformation. From the calculation results, it can be seen that the long columns and short columns can coordinate deformation.

[0058] Control point X-direction displacement angle

[0059]

[0060] Control point Y direction displacement angle

[0061]

[0062] In summary, the structural design of the present application is reasonable and can control the cross-sectional size of the column while meeting the force requirements, thus facilitating construction and effectively reducing construction costs.

[0063] The embodiments described above are merely descriptions of preferred implementation modes of the present invention and are not intended to limit the scope of the present invention. Without departing from the design spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by ordinary technicians in this field should all fall within the protection scope determined by the claims of the present invention.

Claims

1. A large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system that can adapt to high drop, characterized by: It comprises a roof structure (1), a concrete structure (10), and a vertical member connecting the roof structure (1) and the concrete structure (10); The roof structure (1) is in the form of a single-ridge reverse-curved double-slope structure, and its low area extends perpendicular to the ridge line to the building boundary end; The vertical members include a first lateral-resistance member (2) arranged at the lower area of ​​the roof structure (1), a second lateral-resistance member (3) and internal vertical steel columns (4) arranged inside the roof structure (1), and peripheral vertical steel columns (5) arranged along the outer contour of the roof structure (1); The first lateral-resisting member (2) comprises an inter-column support column (2.1), a horizontal brace (2.2), a cross brace (2.3) and a parallel brace (2.4); the inter-column support column (2.1) is arranged at a corner area of ​​the roof structure (1), the lower end of which is inserted into a foundation of the concrete structure (10) and rigidly connected to the foundation, and the upper end of which is rigidly connected to the roof structure (1); the horizontal brace (2.2) is connected between adjacent inter-column support columns (2.1); the cross brace (2.3) is connected between the inter-column support columns (2.1) and is located at the upper and lower parts of the inter-column support columns (2.1); the parallel brace (2.4) is respectively connected between the inter-column support columns (2.1) and between the inter-column support columns (2.1) and the horizontal brace (2.2), and the parallel brace (2.4) is located in the middle area of ​​the inter-column support columns (2.1); The second lateral-resisting member (3) comprises a middle V-shaped support, wherein the upper end of the middle V-shaped support is rigidly connected to the roof structure (1), and the lower end is hinged to the concrete structure (10); The upper end of the internal vertical steel column (4) is rigidly connected to the roof structure (1), and the lower end is hinged to the concrete structure (10); The upper ends of the peripheral vertical steel columns (5) are rigidly connected to the roof structure (1), and the lower ends are hinged to the concrete structure (10); The roof structure (1) comprises side beams (1.1), ridge beams (1.2), main direction beams (1.3) and secondary direction beams (1.4); the side beams (1.1) are connected to the ridge beams (1.2) to form two triangular frames in an inverted concave form; the main direction beams (1.3) and the ridge beams (1.2) form a certain angle in space and are perpendicular to the ridge beams (1.2) in a plane; the secondary direction beams (1.4) are parallel to the ridge beams (1.2) in space and in a plane; the main direction beams (1.3) and the secondary direction beams (1.4) intersect to form a plurality of rhombus grids; The roof structure (1) has an opening (6) on its top surface, a steel beam (7) is connected along the outline direction of the opening (6), the main direction beam (1.3) and the secondary direction beam (1.4) are connected to the steel beam (7), and both ends of the steel beam (7) extend outwards and are connected to vertical components at corresponding positions; A balancing system (8) is provided on the periphery of the roof structure (1), and a curtain wall system is installed outside the balancing system (8); the balancing system (8) comprises a mounting beam (8.1) arranged outside the side beam (1.1) and arranged along the length direction of the side beam (1.1), and a balancing beam (8.2) connected between the side beam (1.1) and the mounting beam (8.1); the balancing beam (8.2) is arranged at the intersection of the main direction beam (1.3) and the secondary direction beam (1.4) at the side beam (1.1); the keel rod of the curtain wall system is connected to the bottom of the mounting beam (8.1); a rib plate (11) is provided in the mounting beam (8.1) at a position where the keel rod is connected; and a rib plate (11) is provided in the side beam (1.1) at a position where the balancing beam (8.2) is connected.

2. According to claim 1, a large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system that can adapt to high drop, characterized in that: The shortest internal vertical steel columns (4) and external vertical steel columns (5) located in the middle area of ​​the roof structure (1) are both rigidly connected to the roof structure (1) at the upper ends and connected to the concrete structure (10) at the lower ends by means of sliding bearings.

3. According to claim 1, a large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system that can adapt to high drop, characterized in that: The main direction beam (1.3) is arranged to be fully penetrated and the web is perpendicular to the ground, and the secondary direction beam (1.4) is interrupted at the oblique grid and intersected and welded.

4. According to claim 1, a large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system that can adapt to high drop, characterized in that: The parallel diagonal braces (2.4) on each side of the roof structure (1) are interrupted at the horizontal braces (2.2) or the inter-column support columns (2.1) and intersected and welded.

5. A large-span overhanging ridgeline reverse-curved double-slope diamond lattice shell system adapting to high drop according to any one of claims 1 to 4, characterized in that: When the vertical installation length of one group of first lateral-resistance members (2) does not meet the requirement for setting parallel diagonal braces (2.4), the first lateral-resistance members (2) include inter-column support columns (2.1) arranged in the corner area of ​​the roof structure (1), horizontal braces (2.2) connected between adjacent inter-column support columns (2.1), and cross diagonal braces (2.3) connected between the inter-column support columns (2.1) and located at the upper and lower parts of the inter-column support columns (2.1), wherein the cross diagonal braces (2.3) located at the upper and lower parts are continuously arranged.

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