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Wang Z.,Beijing Building Construction Research Institute Co. | Cheng S.,Jinggong Steel Building Group | You D.,Beijing Building Construction Research Institute Co. | Yang G.,Government Investment Basic Construction Office of Ordos Ejin Horo Banner | And 3 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

This paper focuses on the solution to the technical problems confronted during the construction process of the cable dome with a diameter of 71.2 m, i.e. the controlling of structural construction error, component size error, installation and shaping methods of structures, the order and method of pretensioning and the construction simulation and monitoring. The internal and middle ridge cables, internal and middle slope cables are fixed length cables. The outer ridge cable and the outer slope cable are variable length cables to adjust the construction error. On the basis of a brief summary of the construction experience abroad, it proposes the method of integral assembling on the ground and synchronous hoisting of outer ridge and slope cable, shaped by stretch the outer slope cable, which has reduced aerial work and guaranteed constriction security. Secondly, based on the theory that the cable dome is a flexible construction with several symmetry axis, the construction method of verified batches and levels was finally proposed, based on which, tension construction of the project was completed. From the monitoring data, the configuration of the actual structure was generally identical with the configuration designed. Source


Yang W.,Beijing Jiaotong University | Hong G.,Jinggong Steel Building Group | Wang M.,China Aviation Planning and Construction Development Co. | Yang G.,Government Investment Basic Construction Office of Ordos Ejin Horo Banner | And 5 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

The main structure of the National Fitness Center in Ejin Horo Banner, Inner Mongolia is a multistory large cantilevered structure. The stress is highly concentrated at the end of the cantilevered truss which is the key part of the structure. The upper floor of the cantilevered truss is subjected to tension and the lower floor of cantilevered truss subjected to compression. The concrete pouring sequence of the floor has a great impact on the internal force of whole structure and itself. This paper used Midas/Gen to set up finite element model and achieve mechanical simulation by 'activation' and 'passivation' element. Then simulation of construction procedure, sequences of floor stiffness forming and installation order of key frame members were taken, and the inner force and deformation at the construction procedure were analyzed. On this basis, the best construction scheme was obtained. The scheme can optimize the internal force of key element and solve stress concentrate problems at the end of cantilevered truss by installation elements at the end of cantilevered truss after several steps of uninstall temporary supports. It can also reduce the tension at the upper floor of cantilevered truss by pouring the upper floor of cantilever truss after uninstall temporary supports completely. Source


Ma B.,China Aviation Planning and Construction Development Co. | Ma B.,Tsinghua University | Yang G.,Government Investment Basic Construction Office of Ordos Ejin Horo Banner | Pang Y.,China University of Mining and Technology | And 4 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

Based on the floor structure of the National Fitness Center in Ejin Horo Banner, Inner Mongolia, the vibration simulation and comfort level of large-span and cantilevered steel floor used as sport field were studied. First, harmonic superposition method based on the measured spectrum was used to simulate human movement loads and the stochastic vibration method was used to simulate the fluctuating wind load on the cantilevered structure. And then, the key parameters about structural comfort of the large-span floor were analyzed. Next, all possible load cases were considered and the comfort level of the athletes and spectators were analyzed. The result shows: changing the floor prestressing cannot improve the large-span structure comfort level effectively; the vertical acceleration and natural frequency decrease approximately in proportion with the increase of the floor thickness. According to the method of this paper, different comfort control indices should be adopted for sports field and spectators stand, respectively. Design references of load simulation, comfort performance index and control standards are provided in this paper for large-span prestressed and cantilevered steel floor structure project that used for stadium. Source

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