The plane size of the main building of Jinan Yaoqiang Airport Terminal 2 is 702 m×619 m, the plane size of large-span steel roof is 718 m×640 m. The length of the structure exceeds the requirements of national code. The influence of temperature effect and seismic traveling wave effect should be studied. According to the architectural shape, the use function of the building and the characteristics of concrete structure and steel structure, the concrete structure is divided into six units. The temperature effect and traveling wave effect of the super-long structure are comprehensively analyzed. The results show that the influence of temperature and solar radiation has a great influence on the construction stage of the steel structure. By adjusting the value of extreme temperature in construction stage,positive and negative temperature differences can be significantly reduced. The negative temperature difference in construction stage plays the controlling role for the concrete structure. The temperature stress decreases with the increase of floor height gradually. The temperature effect on chords and horizontal braces of the large-span roof is greater than that on webs. The apparent wave velocity is affected by factors such as focal depth, epicenter distance and shear wave velocity of soil layer. When the epicenter distance and focal depth cannot be determined, the average shear wave velocity (3.5 km/s) of the middle crustal rock strata can be conservatively used as the apparent wave velocity. In order to avoid the distortion caused by a few low stress components, the influence of traveling wave effect is characterized by the maximum internal force influence coefficient covering 95% of the components. The internal forces of the ground floor frame columns and steel columns supporting roof increase by 10% under the excitation of the apparent wave velocity. The members which are sensitive to the traveling wave effect are mainly distributed in the corners and periphery of the structure. The traveling wave effect has a significant effect on the whole roof structure. The internal force of the elements increases by 15% to 20%.

The mega arches of Xiamen Egret stadium have a span of 360 m and an outward slope of 22°. The mega arches on the east and west sides are asymmetric, and the mechanical performance is complex. The ratio of the major axis to the minor axis of the field core ellipse is close to 2.0, and the maximum height difference is nearly 45 m, which cannot meet the forming requirements of the traditional wheel spoke cable structure. In order to solve this problem, rectangular section pipe trusses are adopted for the mega arches, and the thrust resisting ability is enhanced by taking comprehensive measures such as connecting the adjacent mega arch foot cushion caps as a whole. A cable-strut hybrid wheel spoke cable structure is formed by using rigid struts to replace partial compressed cables, and a cable clamp node with a joint bearing pin shaft is developed. The analytical results show that the mega arches bear 63.75% of the vertical load, the elastic buckling factor is greater than 10, and the elastic-plastic buckling factor is 5.9. Under the action of vertical load, wind load and frequent earthquake, the deformation of the mega arches is small, and they have good stiffness and stability. Under the action of rare earthquake, the mega arches maintain elastic behavior, and small residual deformation occurs in the east and west mega arch in their respective inclined directions. The two-stage form finding method of field core wheel spoke cable structure can significantly reduce the calculation work, accelerate the convergence speed, and the vertical coordinates of the formed inner ring and the internal force of the cable/strut change uniformly and continuously. After the failure of radial cable, rigid strut and ring cable, the nod displacements and member internal forces will suddenly change after a period of vibration, then become stable gradually, and progressive collapse of the structure will not occur.

This paper conducted research on some key design points of a large-span cantilever canopy (the maximum cantilever length is 83.2 m) of a large complicated sports and commercial complex building, to clarify its force mechanism and structural performance. Comparisons were made in terms of architectural performance, construction conditions and material quantities, etc. The lower part of the structural system adopts a reinforced concrete frame-shear wall structure, and the cantilever canopy adopts a spatial cantilever truss and ring truss structure. The forces and deformations meet the design requirements. The seismic travelling wave effect of the overall structure was analyzed and the influence coefficient at 1 100 m/s wave speed was used as the seismic effect amplification coefficient. By means of performance-based design of the structure, the performance targets of key elements were strengthened and the elastic-plastic performance of the structure under rare earthquakes was verified. The overall stability of the canopy was investigated by performing linear elastic and double non-linear buckling analysis on the overall model. The former obtained the calculated length coefficients of the vertical plane truss bars, and the structural force state analysis was supplemented for envelope design using the direct analysis method; the latter investigated the plastic development mechanism of the structure, and the results show that the structure has a reasonable sequence of plastic development and a certain level of safety reserve. Considering the failure of important elements in the force transmission path under accidental loading, this paper adopted the method of removing elements to study the ability of the canopy to resist continuous collapse, and the results show that the canopy structure has a reliable alternate force transmission path and meets the design requirements. In combination with the actual construction method, the structure was simulated in a zoned and step-by-step construction analysis compared to the one-step forming state, and the differences in vertical displacements and maximum stresses in the main structure were slight, which proves the feasibility of the construction solution.

The single-layer and double-layer hybrid cambered grid structure is used in Linyi Qiyang airport terminal roof to realize the large-span column-free space and the architectural form of the uplift in the middle. The total plane size of the roof structure is 243 m×180 m, of which the size of the single-layer reticulated shell is 72 m×48 m, and the shape of the curved surface is obtained by numerical inverse hanging method. The whole roof is supported by 56 inclined columns. The maximum span and cantilever span of the roof is 83 m and 20 m, respectively. The roof adopts two types of bearings, including unidirectional elasticity hinge bearings and fixed ball joint bearings. Bearing capacity analysis, overall stability analysis, earthquake resistance analysis and key joint analysis are conducted for the roof structure using simulation method. The main results are as follows. The single-layer reticulated shell determined by numerical inverse hanging method mainly transmits load through the in-plane path, while the double-layer part can provide ideal boundary support conditions, so that the shell thrust can transmit the internal force reliably. The 20 unidirectional elasticity hinge bearings set at air-side can adjust the torsion effect caused by stiffness irregularity, and release the temperature deformation to reduce the structure temperature stress. Various initial imperfection modes and unfavorable action of temperature rise are considered in the overall stability analysis, and the overall stability safety factor of the roof structure is 2.88. The single-layer reticulated shell has a high safety reserve subjected to the rare earthquake; the damaged components are mainly distributed in the double-layer part with larger height and the cantilever region with less plastic development. The key joints in the single-layer reticulated shell and transition region have appropriate safety reserve, which satisfy the design principle of strong connection.

BOC Shanghai International Financial Center adopts a mega bracing frame-core tube structure system.The plane of the south and north towers are long and narrow parallelograms, and the stiffness in the weak axis direction differs greatly from that in the strong axis direction. The cantilever length of the upper part of the tower is 27 m on one side, and the structure is eccentric. The distance between the two towers is small, which has a significant impact on the value of wind load. In this paper, the mechanic performance of the single side cantilevered tower was studied by static and dynamic elastic-plastic analysis, and the wind load shape factor and wind vibration acceleration of the twin towers were determined through wind tunnel test. The analytical results show that the mega bracing on facade can significantly improve the lateral stiffness of the structure, and significantly reduce the inter story drift ratio and torsional displacement ratio. The elastic-plastic deformation of one side of the cantilever quadrangular pyramid of the tower is significantly greater than that of the other side, so the asymmetric structure requires seismic excitation in both positive and negative directions. By analyzing the relative displacement of the south and north towers under rare earthquakes, the distance between the cantilevered cone tips is finally designated as 1.5 m. The wind loads of the south and north towers affect each other. For narrow and flat tower, when the long side is the windward side, the wind load and windward vibration response are both greater, while the wind load effect on the leeward side of the tower is significantly reduced; when the short side direction is on the windward side, the lateral wind-induced vibration effect is more significant. The proposed connection details between the raft two-way multi row reinforcement and the concrete-filled steel tube column, as well as the mega bracing-corner column joint, have reliable force transmission mechanism and strong applicability.

In view of the current situation of box structures without supporting shear wall, this paper proposed a double-plate shear wall suitable for the new box structure system. Through low-cycle repeated load tests of five different structural forms of the walls, the influence of the improved wall rib size on the seismic performance, such as failure mode, hysteresis curve, skeleton curve, strength degradation, stiffness degradation and energy dissipation capacity of the wall, was studied. The results show that all the walls have good seismic performance, and different structural measures to improve the wall ribs can alleviate the damage degree of the wall to a certain extent. Adding transverse ribs is the most effective way to improve the seismic performance of the wall. The strain comparison curve shows that the steel bar and concrete can work together and have good deformation coordination performance.