Research on Design and Construction Technology of Width-Narrowing Multi-Layer Interval High-Level Connected Structure

A newly built hospital has a total height of 79. 6 meters and 18 floors above ground. Two symmetrical inpatient buildings are arranged, and three aerial corridors are set at intervals between the 9th and 10th floors, 12th and 13th floors, and 15th and 16th floors respectively. The span of each corridor is 25. 2 meters. The main tower adopts a steel frame braced structure system, and the frame beams of the three steel corridors act as chord members, with center supports between upper and lower levels to form a plane truss. The width of the corridors narrows from 24. 3 meters to 7. 8 meters compared to the main tower structure. The structure is complex, and the corridors have high seismic performance requirements. Additionally, the order of dismantling the scaffolding not only causes additional effects on the structure but also affects on-site construction efficiency. Therefore, key technical issues and solutions in the design and construction process of multi-layered high-rise connected structures with narrowing widths have been summarized. By comparing and analyzing the differences in modal vibration modes, lateral and torsional stiffness, and joint construction forms between the connected structure and the main tower using strong and weak connections, a strong connection scheme for the connected structure was established. Based on seismic performance-oriented design objectives, a seismic non-yielding verification was performed on the highrise connected structure, and the results showed that the load-bearing capacity of the members and floors met the established seismic performance targets. Depending on the stage of scaffolding removal, two construction schemes were analyzed for additional internal forces and deformations caused to the connected structure. Considering on-site construction efficiency, it was determined to adopt a construction plan that involves removing the corresponding scaffolding immediately after each floor’ s corridor installation is completed. The analysis results indicated that the high-rise corridors symmetrically located on both sides of the main towers should adopt a strong connected structure form. To ensure the stiffness of the strong connected structure and coordinate the two side towers, the shear bearing capacity within the plane of the connected structure should be larger than the standard value of the maximum shear force of the floor under fortify against earthquake. During the construction phase, the connecting truss can be used as a support for the upper connection scaffolding, and additional stresses and deflections can be released through reasonable construction steps. Additional deflections can be compensated for by adjusting the height of the scaffolding based on construction simulation analysis.