Installation Technology of Super High-rise Steel Structure of Dalian World Trade Building
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The installation of the super high-rise steel structure for the Dalian World Trade Building, particularly in the second section, involved a complex and highly technical process. The project was managed by the First Division of China Construction Engineering Bureau, with Yan Xinglong Gaoping as the key engineer. The structural design included beams and columns made of high-strength steel, with precise lifting methods, measurement corrections, and advanced welding techniques for profiled steel plates and bolted connections.
The connection between prismatic column webs used high-strength bolt connections, while pallet connections were fully welded. Box-shaped columns were also connected through full penetration welding. Beam-to-column and beam-to-beam connections relied on high-strength bolts, with partial fillet welds used at the flanges. The connection between the beam and the core tube involved high-strength bolts on the web and vertical welding between the connection plate and embedded plate. The upper and lower edge plates were not directly connected to the embedded parts, forming a hinged joint between columns. Temporary connections used 193 large hexagon head high-strength bolts, while other connections used torque-shear type bolts.
For the steel structure installation, cranes such as tower cranes were selected based on the building's dimensions and component weight. The main building had a column center distance of 38.3 meters east-west and 37.4 meters north-south, with the tallest components reaching 12.51 meters. A crane was placed in the core tube area, and another in the kitchen area on the south side of the 15th floor. Only two cranes were used for finishing the structure and southern components of the podium.
Before installation, the sequence of steel components was carefully planned, including numbering, names, and positions of primary and secondary beams. Components were arranged according to the installation order, ensuring no confusion during transport. Pre-inspection data, such as material certificates, weld appearance reports, and ultrasonic testing results, were thoroughly recorded.
On-site preparation involved checking the dimensions, bolt holes, and welding grooves of each component. Column positioning lines were marked on the ground, and elevation control lines were set after every two columns were installed. For asymmetric beams or those with holes at both ends, the axis direction was clearly marked. Operating platforms and ladders were securely tied to the columns before beam installation.
During column installation, the lifting points were set at the bolt hole positions of the column’s ear plates, using a specialized spreader. Tower cranes were used for single-machine slewing. Before lifting, shims and wedges were prepared, and temporary connection plates were installed. After lifting, adjustments were made using theodolites to ensure accuracy within ±4 mm.
For beam installation, the outer frame around the core tube was lifted first, followed by main, secondary, and small beams. Each beam was hoisted in sequence, with slings properly positioned. High-strength bolts were installed from the center outward, and final tightening was done in a specific order. During beam installation, the column must be checked with two theodolites to ensure alignment.
High-strength bolts used in this project were torque-shear type, with specifications ranging from M16 to M22. Before installation, they were inspected for quality, anti-slip coefficient, and surface condition. Qualified personnel were responsible for installation, ensuring proper alignment and tightening sequences.
On-site welding was performed using manual arc welding, mainly for column-to-column and beam-to-column connections. Welding equipment included DC machines with low-hydrogen electrodes, which were properly baked and stored. All welders were certified, and pre-welding tests were conducted to ensure quality.
Welding procedures followed a strict sequence, starting from the center of the structure, balancing heat distribution to minimize deformation. Anti-deformation measures included symmetrical welding and continuous monitoring of column and beam alignment. Post-welding inspections included ultrasonic testing, with all welds meeting the required standards.
In addition, the profiled steel plate construction involved cold-rolled steel sheets used for the Beijing Botanical Garden Exhibition Greenhouse. This project featured curved steel pipe trusses with welded joints and point-connected glass curtain walls. The steel structure was complex, requiring high precision in installation. Stud welding was performed using arc welding, with thorough quality checks to ensure proper connection between the steel and concrete floors.
This project highlighted the importance of meticulous planning, advanced technology, and skilled execution in the construction of high-rise steel structures. From component selection to welding and bolting, every step was critical to achieving the desired structural integrity and aesthetic outcome.