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Ge J.,China Aviation Planning and Construction Development Co. | Zhang A.,Beijing University of Technology | Liu X.,China Aviation Planning and Construction Development Co. | Zhang G.,China Aviation Planning and Construction Development Co. | And 3 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

For cable dome structure, prestressing construction process is the change of the geometrical system from mechanism to structure which can bear design load. The following aspects are considered including the prestressed cable system setting and achieving of the formed shape of structure by prestress tension, the formed shape of structure satisfying normal use and safety requirements, determining the reasonable form by optimization of prestressing degree. Prestress tension form-finding and simulation of whole loading process were analyzed through restart analysis for cable dome structure. Firstly, as prestress tension methods has no influence on the final formed shape of structure by analyzing prestress tension simulation for cable dome structure, a flexible technical space will be created for construction unit formulating plans of prestress tension. Secondly, the whole process simulation under different prestressing degrees was performed to obtain performance control indexes at each stage. The prestress rationality and safety of structure were determined based on the conclusions for the project. At last, the initial prestressing degree P 0 that can keep the initial geometric form was determined. The research shows that the initial prestress P 0 of 7.5~10.0 times as the design prestress is the safe and reasonable choice by analyzing the elasto-plastic ductile performance of different span cable dome structures under different prestressing degrees. The research methods and conclusions was used in design of large-span cable dome structure, which is roof structure of the National Fitness Center in Ejin Horo Banner, Inner Mongolia, first built in mainland of our country. Source


Zhang G.,China Aviation Planning and Construction Development Co. | Ge J.,China Aviation Planning and Construction Development Co. | Wang S.,China Aviation Planning and Construction Development Co. | Zhang A.,Beijing University of Technology | And 3 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

The structural system of cable dome with span of 71.2 m is employed for the roof structure of the National Fitness Center in Ejin Horo Banner, Inner Mongolia. It's the first large-span cable dome structure in mainland of our country. Firstly, the whole finite element model of cable dome structure was established and subjected to static analysis under various design and normal load combinations. That the unevenly distributed load was detrimental for cable dome structure was put forward by analyzing the force-bearing characteristics of cable dome structure at elastic stage. Secondly, the conclusions were drawn that the torsional stiffness of cable dome was weak and the membrane can improve the torsional stiffness effectively by analyzing dynamic characteristics. Subsequently, the whole process of elasto-plastic bucking analysis for cable dome system was performed to obtain the three stages in the whole loading process: relaxation of ridge cable, yielding of loop cable and breaking of structure. Meanwhile the influence of geometrical parameters on structural elasto-plastic performance was analyzed. Finally, the design method of cable dome structure based on performance was proposed, the strength and deformation performance and bearing capacity control indexes at each stage were put forward. 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


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

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