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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


Ye X.,Beijing N and L Fabric Technology Co. | Ge J.,China Aviation Planning and Construction Development Co. | Cheng S.,Jinggong Steel Building Group | Wang W.,Beijing N and L Fabric Technology Co. | And 2 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

The structural system of cable dome is adopted in the building roof of the National Fitness Center in Ejin Horo Banner, Inner Mongolia. The accurate simulation of the cable dome roof construction is very difficult. In accordance with the construction plan, the method of mechanical multibody system dynamics analysis is used to conduct the complete dynamic simulation of the whole construction process of the cable dome roof. To carry out the dynamic simulation, the time dependent changes are monitored in terms of the position, velocity, orientation and internal force of every structural member. The tendency of the transformation in system shape and prestressing force distribution is shown. The risks of sudden changes in some mechanical properties or appearance of deadlocked mechanism are also checked. The comparative analysis of the dynamic simulation results and the on-site measurements show the correctness of the proposed method. Source


Ge J.,China Aviation Planning and Construction Development Co. | Xu R.,Beijing Building Construction Research Institute Co. | Li G.,Beijing Building Construction Research Institute Co. | Wang W.,Beijing N and L Fabric Technology Co. | And 4 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

The cable dome can be tensioned by applying prestressing force on all or parts of cables, other nonprestressed cables are tensioned fassively in the same time. According to numerical calculating methods of different prestressing the whole structure, it is confirmed that different loading procedures have nothing to do with final stress and displacement behavior. The 1:4 structural model for roof structure of the National Fitness Centre in Ejin Horo Banner, Inner Mongolia was built through ground consolidating, upgrading step-by-step, synchronous tensioning method, and numerical calculating by ANSYS in order to verify the proposed method. By reasonably arranging force-sensors for monitoring, the whole inner force changing procedure of cables from assembling to formation. The experimental results were obtained and showed perfect match with calculated results. The change point from mechanism to structure can be found to be the point when the ridge cable started to be tensioned through the force curve of the model test. The key point of cables turning into dome is the starting of ridge cable forced to load prestress. 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

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