Design method of vertical inclined external facade curtain wall of through high-middle court

Abstract

The invention belongs to the technical field of curtain wall design, and provides a design method of a vertical inclined external facade curtain wall of a high-school court and a middle-school court. Comprising the following steps that S1, a middle-layer curtain wall steel beam and a top-layer curtain wall steel beam are built between two main body structures in advance; s2, calculating the load of a middle-layer curtain wall steel beam; s3, calculating the load of the top curtain wall steel beam; s4, the curtain wall steel beam and the main body structure are elastically and fixedly connected correspondingly; s5, calculating large-earthquake elastic-plastic displacement and small-earthquake elastic displacement of the elastic connection side; s6, judging whether the indoor effect project is acceptable or not, adjusting the connection mode, and recalculating the elastoplasticity; s7, a curtain wall steel beam, an elastic connecting structure and a bracket structure are designed; the connecting mode of the curtain wall steel beam and the main body structure can be more reasonable, and the deformation capacity of the curtain wall is improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of curtain wall design, and particularly relates to a design method for the vertical inclined full-height atrium exterior curtain wall. Background Art

[0002] In the design of public buildings, the full-height atrium, as a design method for shared spaces, is increasingly favored by architects and owners because it can provide an open view, sufficient natural light, and good spatial fluidity. Especially in large commercial complexes, office buildings, and cultural venues, the full-height atrium can not only improve the spatial quality of the building but also enhance the user experience. However, with the complexity of building design and the diversification of functional requirements, the design of full-height atriums also faces more and more technical challenges. Due to the need for functional spaces, it is becoming more and more common to create a full-height atrium as a shared space between two main structures. When the floor plan pursues the building effects of overhanging and stepped-back floors at the same time, a vertical inclined full-height atrium will be formed between the two main structures. Since most of these atriums use curtain wall systems for facade treatment, and the two main structures calculate seismic actions and displacements separately, therefore, regarding how to establish the structural force system of the curtain wall, how to handle the relationship between the curtain wall system and the main structure, and how to enable the curtain wall system to adapt to a certain deformation ability, the superposition of these three problems greatly increases the difficulty of structural design. Summary of the Invention

[0003] The present invention aims to provide a design method for the vertical inclined full-height atrium exterior curtain wall that can make the connection method between the curtain wall steel beam and the main structure more reasonable, ensure the engineering building effect inside the atrium, and improve the deformation ability of the curtain wall, aiming at the technical problems existing in the prior art.

[0004] To achieve the above technical objectives, the present invention adopts the following technical solutions:

[0005] A design method for the vertical inclined full-height atrium exterior curtain wall, comprising the following steps:

[0006] S1. A certain building includes a first main structure and a second main structure. Obtain the number of floors of the first main structure and the second main structure. It is planned to establish multiple intermediate curtain wall steel beams between the intermediate curtain walls of the first main structure and the second main structure, and it is planned to establish a top curtain wall steel beam between the roof covers of the first main structure and the second main structure;

[0007] S2. Calculate the vertical load and horizontal load transferred from the intermediate curtain wall to the intermediate curtain wall steel beam;

[0008] S3. Calculate the load transferred from the roof cover to the top curtain wall steel beam;

[0009] S4. Pre-connect one end of the curtain wall steel beam to the first main structure through an elastic connection structure, and pre-connect the other end of the curtain wall steel beam to the second main structure through a fixed connection structure;

[0010] S5. Calculate the large earthquake elastoplastic displacement and small earthquake elastic displacement on the elastic connection side between the curtain wall steel beam and the first main structure under earthquake action;

[0011] S6. Determine the size of the corbel structure according to the large earthquake elastoplastic displacement, judge whether the indoor engineering effect requirements can accept the determined corbel structure size, adjust the connection method on the elastic connection side according to the judgment result, and recalculate the large earthquake elastoplastic displacement and small earthquake elastic displacement;

[0012] S7. Design the curtain wall steel beam, the elastic connection structure on the elastic connection side, and the corbel structure according to the large earthquake elastoplastic displacement and small earthquake elastic displacement obtained in step S6.

[0013] Optionally, in step S1, calculate the cross-sectional height of the curtain wall steel beam according to the span from the first main structure to the second main structure.

[0014] Optionally, in step S2, obtain the storey height of each floor of the two main structures as the curtain wall height of each floor, calculate the vertical load according to the curtain wall height of each floor, calculate the windward area according to the curtain wall height of each floor, calculate the horizontal wind load of each floor of the curtain wall according to the windward area, and use the horizontal wind load as the horizontal load.

[0015] Optionally, in step S3, establish the roof steel truss or steel beam in the roof, calculate the load transmitted from the roof steel truss or steel beam to the curtain wall steel beam, and use it as the load transmitted from the roof to the top floor curtain wall steel beam.

[0016] Optionally, in step S4, pre-connect one end of the curtain wall steel beam to the first main structure through a sliding support, and pre-connect the other end of the curtain wall steel beam to the second main structure through a fixed support.

[0017] Optionally, according to the large earthquake elastoplastic displacement, preliminarily calculate the large earthquake deformation range on the elastic connection side, then determine the size of the corbel structure according to the large earthquake deformation range, judge whether the indoor engineering effect requirements can accept the determined corbel structure size, adjust the connection method on the elastic connection side according to the judgment result, recalculate the large earthquake elastoplastic displacement and small earthquake elastic displacement under earthquake action, and finally, calculate and obtain the final large earthquake deformation range and small earthquake deformation range according to the recalculated large earthquake elastoplastic displacement and small earthquake elastic displacement.

[0018] Optionally, in step S7, design the end of the curtain wall steel beam in a variable cross-section form.

[0019] Optionally, in step S7, the elastic connection structure is designed as a horizontal sliding support, and the sliding range of the horizontal sliding support is the large earthquake deformation range.

[0020] Optionally, in step S7, the size of the corbel structure is determined according to the sliding range of the horizontal sliding support.

[0021] Optionally, step S7 further includes designing an adjustable vertical keel according to the small earthquake deformation range. One end of the adjustable vertical keel is connected to the first main structure or the second main structure, and the other end is connected to the curtain wall steel beam. The vertical movement range of the adjustable vertical keel is the small earthquake deformation range.

[0022] Compared with the prior art, the beneficial effects produced by the present invention are as follows:

[0023] (1) According to the large earthquake deformation range and the small earthquake deformation range, the present invention adjusts the connection relationship between the curtain wall steel beam and the main structure, and completes the design of the curtain wall steel beam, the elastic connection structure on the elastic connection side and the corbel structure, making the connection method between the curtain wall steel beam and the two side main structures more reasonable, avoiding the shaking of the curtain wall under small earthquakes and the displacement under large earthquakes, and at the same time reducing the size of the corbel structure to ensure the engineering building effect inside the atrium.

[0024] (2) By setting an adjustable vertical keel, the present invention enables the curtain wall to have a certain deformation ability in the vertical direction, thereby avoiding the vertical shaking under small earthquakes and ensuring the overall seismic effect of the curtain wall. Description of the Drawings

[0025] Figure 1 It is a flow chart of the design method for the vertical inclined full-height atrium exterior curtain wall according to the embodiment of the present invention;

[0026] Figure 2 It is a technical route diagram of the design method for the vertical inclined full-height atrium exterior curtain wall according to the embodiment of the present invention;

[0027] Figure 3 It is a front view of the building with a vertical inclined full-height atrium according to the embodiment of the present invention;

[0028] Figure 4 It is a top view of the building with a vertical inclined full-height atrium according to the embodiment of the present invention;

[0029] Figure 5 It is a sectional view of the building with a vertical inclined full-height atrium according to the embodiment of the present invention;

[0030] Figure 6 It is a schematic diagram of the constrained movement directions of the elastic connection structure and the fixed connection structure according to the embodiment of the present invention;

[0031] Figure 7Front view of the bracket structure and curtain wall steel beam on the elastic connection side of the embodiment of the present invention;

[0032] Figure 8 Top view of the bracket structure and curtain wall steel beam on the elastic connection side of the embodiment of the present invention;

[0033] Figure 9 Schematic diagram of a curtain wall unit that needs to be provided with an adjustable vertical keel according to the embodiment of the present invention;

[0034] Figure 10 Schematic diagram of the connection position of the adjustable curtain wall vertical keel according to the embodiment of the present invention;

[0035] Figure 11 Schematic diagram of the structure of the adjustable curtain wall vertical keel according to the embodiment of the present invention.

[0036] Explanation of reference numerals: 1. First main structure; 2. Second main structure; 3. Full-height curtain wall; 4. Full-height atrium; 5. Atrium daylighting roof; 6. Curtain wall steel beam; 7. Sliding support; 8. Fixed support; 9. Bracket structure; 10. Adjustable vertical keel; 101. Upper vertical keel; 102. Rotating connecting rod at the bottom of the vertical keel; 103. Horizontal connecting plate; 104. Rotating connecting rod at the top of the vertical keel; 105. Lower vertical keel; 106. Rotating bolt; 107. Vertical stiffening rib; 11. Basement. Detailed implementation manners

[0037] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0038] Embodiment 1

[0039] Combined with Figures 1 - 2 As shown, the present invention provides a design method for the facade curtain wall of a vertically inclined full-height atrium, including the following steps:

[0040] S1. A certain building includes a first main structure and a second main structure. Obtain the number of floors of the first main structure and the second main structure. It is planned to establish a plurality of intermediate curtain wall steel beams between the intermediate curtain walls of the first main structure and the second main structure, and it is planned to establish a top curtain wall steel beam between the roof covers of the first main structure and the second main structure;

[0041] S2. Calculate the vertical load and horizontal load transferred by the intermediate curtain wall to the intermediate curtain wall steel beam;

[0042] S3. Calculate the load transferred from the roof to the top - floor curtain - wall steel beam;

[0043] S4. Pre - elastically connect one end of the curtain - wall steel beam to the first main structure and pre - fixedly connect the other end of the curtain - wall steel beam to the second main structure;

[0044] S5. Calculate the large - earthquake elastoplastic displacement and small - earthquake elastic displacement of the elastically - connected side of the curtain - wall steel beam and the first main structure under earthquake action;

[0045] S6. Determine the size of the corbel structure according to the large - earthquake elastoplastic displacement, judge whether the indoor engineering effect requirements can accept the determined corbel structure size, adjust the connection method of the elastically - connected side based on the judgment result, and recalculate the large - earthquake elastoplastic displacement and small - earthquake elastic displacement;

[0046] S7. Design the curtain - wall steel beam, the elastic connection structure on the elastically - connected side, and the corbel structure according to the large - earthquake elastoplastic displacement and small - earthquake elastic displacement obtained in step S6.

[0047] Embodiment 2

[0048] The present invention provides a design method for a vertically - inclined full - height atrium exterior - wall curtain, including the following steps:

[0049] S1. A certain building includes a first main structure and a second main structure. Obtain the number of floors of the first main structure and the second main structure. Pre - establish a plurality of intermediate - floor curtain - wall steel beams between the intermediate - floor curtain walls of the first main structure and the second main structure, and pre - establish a top - floor curtain - wall steel beam between the roofs of the first main structure and the second main structure;

[0050] Specifically, as Figures 3 - 5 shown, it includes a first main structure 1, a second main structure 2, a full - height curtain wall 3, a full - height atrium 4, an atrium daylighting roof 5, and a basement 11;

[0051] S2. Calculate the vertical load and horizontal load transferred from the intermediate - floor curtain wall to the intermediate - floor curtain - wall steel beam 6;

[0052] S3. Calculate the load transferred from the roof to the top - floor curtain - wall steel beam 6;

[0053] S4. Pre - elastically connect one end of the curtain - wall steel beam 6 to the first main structure 1 and pre - fixedly connect the other end of the curtain - wall steel beam 6 to the second main structure 2;

[0054] S5. Calculate the large - earthquake elastoplastic displacement and small - earthquake elastic displacement of the elastically - connected side of the curtain - wall steel beam 6 and the first main structure 1 under earthquake action;

[0055] S6. Determine the size of the corbel structure 9 based on the elastic-plastic displacement under large earthquakes, judge whether the indoor engineering effect requirements can accept the determined size of the corbel structure 9, and adjust the connection method on the elastic connection side according to the judgment result, and recalculate the elastic-plastic displacement under large earthquakes and the elastic displacement under small earthquakes;

[0056] S7. Based on the elastic-plastic displacement under large earthquakes and the elastic displacement under small earthquakes obtained in step S6, carry out the design of the curtain wall steel beam 6, the design of the elastic connection structure on the elastic connection side, and the design of the corbel structure 9;

[0057] Further, in step S2, obtain the storey height of each floor of the two main structures as the curtain wall height of each floor, calculate the vertical load according to the curtain wall height of each floor, calculate the windward area according to the curtain wall height of each floor, calculate the horizontal wind load of each floor according to the windward area, and use the horizontal wind load as the horizontal load.

[0058] Embodiment 3

[0059] The present invention provides a design method for a vertically inclined full-height atrium facade curtain wall, including the following steps:

[0060] S1. A certain building includes a first main structure 1 and a second main structure 2. Obtain the number of floors of the first main structure 1 and the second main structure 2. It is planned to establish a plurality of intermediate floor curtain wall steel beams 6 between the intermediate floor curtain walls of the first main structure 1 and the second main structure 2, and it is planned to establish a top floor curtain wall steel beam 6 between the roofs of the first main structure 1 and the second main structure 2;

[0061] S2. Calculate the vertical load and horizontal load transferred from the intermediate floor curtain wall to the intermediate floor curtain wall steel beam 6;

[0062] S3. Calculate the load transferred from the roof to the top floor curtain wall steel beam 6;

[0063] S4. It is planned to elastically connect one end of the curtain wall steel beam 6 to the first main structure 1, and it is planned to fixedly connect the other end of the curtain wall steel beam 6 to the second main structure 2;

[0064] S5. Calculate the elastic-plastic displacement under large earthquakes and the elastic displacement under small earthquakes on the elastic connection side between the curtain wall steel beam 6 and the first main structure 1 under earthquake action;

[0065] S6. Determine the size of the corbel structure 9 based on the elastic-plastic displacement under large earthquakes, judge whether the indoor engineering effect requirements can accept the determined size of the corbel structure 9, and adjust the connection method on the elastic connection side according to the judgment result, and recalculate the elastic-plastic displacement under large earthquakes and the elastic displacement under small earthquakes;

[0066] S7. Based on the elastic-plastic displacement under large earthquakes and the elastic displacement under small earthquakes obtained in step S6, carry out the design of the curtain wall steel beam 6, the design of the elastic connection structure on the elastic connection side, and the design of the corbel structure 9;

[0067] Further, in step S3, a roof steel truss or steel beam is established in the roof, and the load transferred from the roof steel truss or steel beam to the curtain wall steel beam 6 is calculated and used as the load transferred from the roof to the top-floor curtain wall steel beam 6.

[0068] Embodiment 4

[0069] The present invention provides a design method for a vertically inclined full-height atrium exterior curtain wall, comprising the following steps:

[0070] S1. A certain building includes a first main structure 1 and a second main structure 2. The number of floors of the first main structure 1 and the second main structure 2 is obtained. A plurality of intermediate-story curtain wall steel beams 6 are pre-established between the intermediate-story curtain walls of the first main structure 1 and the second main structure 2, and a top-floor curtain wall steel beam 6 is pre-established between the roofs of the first main structure 1 and the second main structure 2;

[0071] S2. Calculate the vertical load and horizontal load transferred from the intermediate-story curtain wall to the intermediate-story curtain wall steel beam 6;

[0072] S3. Calculate the load transferred from the roof to the top-floor curtain wall steel beam 6;

[0073] S4. One end of the curtain wall steel beam 6 is pre-connected to the first main structure 1 elastically, and the other end of the curtain wall steel beam 6 is pre-connected to the second main structure 2 fixedly;

[0074] S5. Calculate the large earthquake elastoplastic displacement and small earthquake elastic displacement at the elastically connected side of the curtain wall steel beam 6 and the first main structure 1 under earthquake action;

[0075] S6. Determine the size of the corbel structure 9 according to the large earthquake elastoplastic displacement, judge whether the size of the determined corbel structure 9 can meet the requirements of the indoor engineering effect, and adjust the connection method at the elastically connected side according to the judgment result, and recalculate the large earthquake elastoplastic displacement and small earthquake elastic displacement; specifically, since the corbel structure 9 will protrude and be exposed on the outer surface of the curtain wall, it is necessary to carry out edge wrapping decoration etc. on the corbel structure 9. If the size of the corbel structure 9 is too large, it will affect the indoor engineering effect. Therefore, it is necessary to judge whether the size of the corbel structure 9 is acceptable according to the indoor engineering effect;

[0076] S7. Design the curtain wall steel beam 6, the elastic connection structure at the elastically connected side, and the corbel structure 9 according to the large earthquake elastoplastic displacement and small earthquake elastic displacement obtained in step S6;

[0077] Further, in step S4, one end of the curtain wall steel beam 6 is pre-connected to the first main structure 1 through a sliding support 7, and the other end of the curtain wall steel beam 6 is pre-connected to the second main structure 2 through a fixed support 8;

[0078] Among them, in step S6, according to the large earthquake elastoplastic displacement, the large earthquake deformation range of the elastic connection side is preliminarily calculated, and then the size of the corbel structure 9 is determined according to the large earthquake deformation range. It is judged whether the indoor engineering effect requirements can accept the determined size of the corbel structure 9, and the connection method of the elastic connection side is adjusted according to the judgment result. The large earthquake elastoplastic displacement and the small earthquake elastic displacement under the earthquake action are recalculated. Finally, according to the large earthquake elastoplastic displacement and the small earthquake elastic displacement obtained by the recalculation, the final large earthquake deformation range and the small earthquake deformation range are respectively calculated; the specific calculation method belongs to the prior art and will not be elaborated here.

[0079] Further, in step S7, the end of the curtain wall steel beam 6 is designed in a variable cross-section form. Specifically, as Figure 7 shown, at the part where the curtain wall steel beam 6 is connected to the elastic connection side, in order to ensure that the cross-section height of the curtain wall steel beam 6 plus the cross-section height of the elastic connection structure part plus the cross-section height of the corbel part does not exceed the cross-section height of the curtain wall steel beam 6 and the fixed connection side, the bottom cross-section height of the curtain wall steel beam 6 at the part connected to the elastic connection side is cut, reducing the height of the bottom of this part of the curtain wall steel beam 6. At the same time, in order to further ensure the stability, it is further ensured that the curtain wall steel beam 6 will not slide along the y-axis direction. As Figure 8 shown, the cross-section width of this part of the curtain wall steel beam 6 is also cut, that is Figure 8 the range of a and b in is the cut width, thus forming a variable cross-section form;

[0080] In addition, the elastic connection structure is designed as a horizontal sliding support, and the sliding range of the horizontal sliding support is the large earthquake deformation range. Specifically, as Figure 6 shown, the y-axis direction of the elastic connection structure is constrained and fixed, so that the curtain wall steel beam 6 cannot slide along the y-axis direction on the elastic connection structure, but can slide left and right along the x-axis direction;

[0081] Further, the size of the corbel structure 9 is determined according to the sliding range of the horizontal sliding support. Specifically, as Figures 7 - 8 shown, according to the sliding range of the horizontal sliding support, that is, the large earthquake deformation range, the size of the corbel structure 9 is determined.

[0082] Further, as Figures 9 - 10 shown, step S7 also includes designing an adjustable vertical keel 10 according to the small earthquake deformation range. One end of the adjustable vertical keel 10 is connected to the first main structure 1 or the second main structure 2, and the other end is connected to the curtain wall steel beam 6. The vertical movement range of the adjustable vertical keel 10 is the small earthquake deformation range; specifically, as Figure 11As shown in the figure, the adjustable vertical keel 10 includes: an upper-layer vertical keel 101, a vertical keel bottom rotating connecting rod 102, a horizontal connecting plate 103, a vertical keel top rotating connecting rod 104, and a lower-layer vertical keel 105, which are arranged in sequence from top to bottom. The upper-layer vertical keel 101 is arranged on the curtain wall steel beam 6. The upper-layer vertical keel 101 and the vertical keel bottom rotating connecting rod 102 are rotatably connected by a rotating bolt 106. The horizontal connecting plate 103 and the vertical keel bottom rotating connecting rod 102 are rotatably connected by a rotating bolt 106. The vertical keel top rotating connecting rod 104 and the horizontal connecting plate 103 are rotatably connected by a rotating bolt 106. The lower-layer vertical keel 105 is fixedly connected to the vertical keel top rotating connecting rod 104. The lower-layer vertical keel 105 is fixedly arranged on the first main structure 1 or the second main structure 2. In addition, at the lower parts of both ends of the horizontal connecting plate 103, vertical stiffeners 107 are also fixedly connected;

[0083] In addition, the adjustable vertical keel 10 can also be replaced by shear bolts, as long as it can meet the requirement of small-range deformation in the vertical direction and can adapt to the small earthquake deformation range.

[0084] When a small earthquake occurs or the wind load needs to be borne during normal operation, by setting the adjustable vertical keel 10, the middle part, i.e., the vertical keel bottom rotating connecting rod 102, of the adjustable vertical keel 10 can rotate slightly left and right, and then the adjustable vertical keel 10 can make small-range adaptive deformation in the vertical direction along with the vibration, so as to adapt to the small earthquake deformation range. Furthermore, the curtain wall steel beam 6 cannot slide along the y-axis direction on the elastic connection structure, but can slide along the x-axis direction within the large earthquake deformation range and move slightly up and down along the z-axis direction within the small earthquake deformation range;

[0085] Therefore, by setting the adjustable vertical keel 10, the building sway under the action of small earthquakes or wind loads can be prevented, and by setting the horizontal sliding support.

[0086] When a large earthquake comes, under the action of a large earthquake, the adjustable vertical keel 10 may break. At this time, rely on the horizontal sliding support to slide adaptively and reciprocally horizontally on the bracket structure 9, and ensure that the sliding range of the curtain wall steel beam 6 does not deviate from the sliding support 7, so as to prevent the building from collapsing under the action of a large earthquake and ensure the structural safety of the first main structure 1, the second main structure 2, and the curtain wall.

[0087] The above are only embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the scope of the application of the present invention shall be included within the protection scope of the present invention.

Claims

1. A method for designing a vertically inclined full-height atrium facade curtain wall, characterized in that: The following steps are involved: S1. A building includes a first main structure and a second main structure. The number of floors of the first main structure and the second main structure is obtained. A plurality of intermediate curtain wall steel beams are pre-established between the intermediate curtain walls of the first main structure and the second main structure. A top curtain wall steel beam is pre-established between the roofs of the first main structure and the second main structure. S2. Calculate the vertical load and horizontal load transmitted from the middle-layer curtain wall to the middle-layer curtain wall steel beam; S3. Calculate the load transferred from the roof to the steel beams of the top curtain wall; S4, pre-elastically connecting one end of the curtain wall steel beam to the first main structure through an elastic connection structure, and pre-fixedly connecting the other end of the curtain wall steel beam to the second main structure through a fixed connection structure; S5. Calculate the large earthquake elastoplastic displacement and small earthquake elastic displacement of the elastic connection side between the curtain wall steel beam and the first main structure under the action of earthquake; S6. Determine the size of the corbel structure according to the large earthquake elastoplastic displacement, judge whether the indoor engineering effect requirements can accept the determined corbel structure size, and adjust the connection method of the elastic connection side according to the judgment result, and recalculate the large earthquake elastoplastic displacement and small earthquake elastic displacement; S7. Design the curtain wall steel beams, the elastic connection structure on the elastic connection side, and the corbel structure according to the large earthquake elastoplastic displacement and the small earthquake elastic displacement obtained in step S6.

2. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 1, characterized in that: In step S1, the cross-sectional height of the curtain wall steel beam is calculated according to the span from the first main structure to the second main structure.

3. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 1, characterized in that: In step S2, the heights of the two main structures are obtained as the height of the curtain wall of each layer, the vertical load is calculated according to the height of the curtain wall of each layer, the windward area is calculated according to the height of the curtain wall of each layer, the horizontal wind load of the curtain wall of each layer is calculated according to the windward area, and the horizontal wind load is used as the horizontal load.

4. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 1, characterized in that: In step S3, a roof steel truss or steel beam in the roof is established, and the load transferred from the roof steel truss or steel beam to the curtain wall steel beam is calculated and used as the load transferred from the roof to the top curtain wall steel beam.

5. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 1, characterized in that: In step S4, one end of the curtain wall steel beam is pre-connected to the first main structure via a sliding support, and the other end of the curtain wall steel beam is pre-connected to the second main structure via a fixed support.

6. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 5, characterized in that: In step S6, based on the elastoplastic displacement due to a large earthquake, a preliminary calculation is made to obtain the deformation range of the elastic connection side due to a large earthquake, and then the size of the corbel structure is determined based on the deformation range due to a large earthquake. It is judged whether the indoor engineering effect requirements can accept the determined corbel structure size, and the connection method of the elastic connection side is adjusted based on the judgment result. The elastoplastic displacement due to a large earthquake and the elastic displacement due to a small earthquake under the action of an earthquake are recalculated. Finally, based on the recalculated elastoplastic displacement due to a large earthquake and the elastic displacement due to a small earthquake, the final deformation range of a large earthquake and the deformation range of a small earthquake are calculated respectively.

7. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 6, characterized in that: In step S7, the end of the curtain wall steel beam is designed to have a variable cross-section.

8. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 7, characterized in that: In step S7, the elastic connection structure is designed as a horizontal sliding support, and the sliding range of the horizontal sliding support is a large earthquake deformation range.

9. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 8, characterized in that: In step S7, the size of the corbel structure is determined according to the sliding range of the horizontal sliding support.

10. The method for designing a vertically inclined full-height atrium facade curtain wall according to claim 9, characterized in that: Step S7 also includes designing an adjustable vertical keel according to the small earthquake deformation range, one end of the adjustable vertical keel is connected to the first main structure or the second main structure, and the other end is connected to the curtain wall steel beam, and the vertical activity range of the adjustable vertical keel is the small earthquake deformation range.

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