Abstract: Steel structure link corridors are frequently used to connect two separate buildings， achieving maximized utilization of building functions. However， their construction poses significant challenges in project management. For the construction of high-altitude long-span steel structure link corridors in particular， the construction environment is the most complex， requiring consideration of various construction phases and conditions， thus typically presenting a higher risk level. The No.1 Industry Park Project of the Zhengzhou Research Institute of Harbin Institute of Technology adopted the structural form of a high-altitude long-span steel structure link corridor. The steel structure link corridor has a maximum span of 50.400 meters， a height of 49.500 meters， and a width（measured along the main beam axis） of 20.5 meters， with an approximate mass of 1200 tons. Based on the structural form of the steel structure link corridor and the on-site construction conditions， three construction schemes were proposed using existing domestic and international steel structure lifting techniques. Scheme 1 involves the high-altitude assembly method， utilizing on-site tower cranes and mobile cranes to erect numerous supporting structures and complete the high-altitude assembly work in accordance with the construction sequence. Scheme 2 adopts a sectional lifting method， where the steel structure link corridor is first disassembled into modular lifting units based on the performance of lifting equipment. A limited number of supporting structures are erected on-site， and the sections are lifted in a logical sequence to form an overall corridor structure. Scheme 3 employs hydraulic overall lifting technology， where no supporting structures are erected on-site. The entire steel corridor is assembled on the ground within the projection area of the steel structure link corridor， inspected， and then lifted to the designed elevation using hydraulic lifting devices. Considering the overall schedule， measure costs， quality requirements， safety performance， and the impact on other main construction activities， it was decided to adopt Scheme 3， the hydraulic overall lifting scheme.By calculating the measure costs， Scheme 3 incurred the least cost as it does not require the erection of supporting structures. Finite element analysis with MIDAS/Gen confirmed that during the installation process， both the vertical displacement and component stress of the steel structure link corridor under Scheme 3 remained within the permissible range as per regulations， meeting the overall stability and precision control requirements of the corridor under on-site construction conditions. ANSYS simulation analysis of the hydraulic lifting fixture nodes showed that the stress on the lifting fixtures was below the yield strength of the material， meeting the lifting requirements. In addition， to meet the construction requirements of the hazardous major project involving steel structures， the visualization capabilities of BIM technology were utilized to simulate and rehearse construction scenarios， identify key elements for risk control during installation， and focuse on critical construction management points. This multi-angle verification demonstratesd the economic viability and safety of Scheme 3. To ensure safety during the construction of the steel structure link corridor， multiple measures were implemented， including temporary reinforcement in high-stress areas. Real-time monitoring of high-altitude operations was conducted using drones during hydraulic lifting， and wind speed measurement instruments were used to monitor wind speeds. By integrating finite element simulation analysis with BIM technology for construction scenarios， a rapid construction speed， high installation accuracy， and low safety risks were achieved.