Shenzhen General Institute of Architectural Design and Research Co.

Shenzhen, China

Shenzhen General Institute of Architectural Design and Research Co.

Shenzhen, China
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Cui Q.,Zhejiang University of Technology | Yang J.,Zhejiang University of Technology | Wang Q.,Shenzhen General Institute of Architectural Design and Research Co. | Xu Y.,Shenzhen General Institute of Architectural Design and Research Co. | Kang G.,Tianjin University
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

In order to study the seismic performance of Z-shaped reinforced concrete columns, cyclic loading tests were carried out on nine 1/2 reduced-scale specimens and monolithic loading tests on two specimens. The effect of axial compression ratio (n=0.30, 0.45), lateral loading direction (α=0°, 45°, 90°, 135°), web depth-thickness ratio (3:1, 4:1) and strength of the longitudinal bars (HRB400, HRB500) were studied. And the failure characteristics, mechanical behaviors of Z-shaped section columns such as the loading-displacement hysteretic loops and skeleton curves, load bearing capacity and displacement ductility were analyzed. The experimental results indicate that the major failure made of the tested column is flexural failure, and the destruction mainly occurs at the mid-span cross-section which parallels the force direction. The hysteretic loops of Z-shaped section columns are symmetric and plump. The specimens have good ductility, indicating excellent seismic behavior. A computer program aiming at obtaining the bearing capacity of Z-shaped columns under axial compression and biaxial bending was compiled. The analytical results are in good agreement with the test results.


Yu L.,Central South University | Ma W.,Central South University | He L.,Shenzhen General Institute of Architectural Design and Research Co. | Li L.,Central South University | And 2 more authors.
Zhongnan Daxue Xuebao (Ziran Kexue Ban)/Journal of Central South University (Science and Technology) | Year: 2015

A mathematical physics model of a railway waiting room was established, which was confirmed by experimental data later. Numerical simulation was used to analyze indoor thermal comfort and air quality of the waiting room in the worst operating condition in winter. Three different heating systems i. e., stratified air conditioning system, radiation floor heating system combined with ejector nozzle air supply and radiation floor heating system with artificial pillar air supply were researched. The results show that relatively hot air goes upward in stratified air conditioning system, which results in heat accumulation, uncomforting and enormous loss of energy. Combined with stratified air conditioning system, radiation floor heating system contributes to more uniform temperature field and less temperature difference in perpendicular direction of occupied zone, which is beneficial to ameliorating the feeling of "warm feet and cool head". Moreover, it can reduce the heat loss of heat convection and decrease energy consumption of heating by 20 percent. ©, 2015, Zhongnan Daxue Xuebao (Ziran Kexue Ban)/Journal of Central South University (Science and Technology). All right reserved.


Xu Y.,Shenzhen General Institute of Architectural Design and Research Co. | Wang Q.,Shenzhen General Institute of Architectural Design and Research Co. | Chen Y.,Tianjin University
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2012

According to the principle of biaxially eccentric loading for RC column and nonlinear analysis, ductility of 16539 square columns' section were calculated and analyzed, including many relevant factors including direction angle of action of bending moment, axial force ratio and scheme of lateral reinforcement etc. The dominating factors of ductility of square columns were obtained in terms of axial compression ratio and arrangement of hoop reinforcement. Ductility behavior of square columns were summarized. The following conclusions are drawn. With increased axial compression ratio, ductility of square column is down. When the volumetric ratio of reinforcement for the stirrups or hoops is same, columns' ductility with arrangement of lesser diameter stirrup and space between hoops is more than bigger diameter stirrup and space between hoops. On the other hand, only considering longitudinal bar of brace length at the same time, improving the volumetric ratio of reinforcement of the stirrups or hoops with different diameter stirrup and space between hoops will effectively improve columns' ductility. On the base of regression analysis for the ductility of square columns', the limiting value of axial compression ratio of square column is obtained in relation with characteristic value of providing stirrup or hoop.


Su X.,Tongji University | Zeng J.,Tongji University | Wang L.,Shenzhen General Institute of Architectural Design and Research Co.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2015

The variation of secondary moments in post-elastic range, including whether the secondary moment shall be considered in ultimate limit state calculations, has been a subject of much controversy for many years. Towards a better solution to this problem, the concept of secondary moment due to prestressing is extended into nonlinear stage. By using the method of stiffness variation, fifteen prestressed continuous beams with bonded tendons were numerically simulated in which the ratio of initial secondary moment (M2) to ultimate elastic loading moment(Me) was 0.15-0.36. Based on the extended secondary moment concept, a formula for moment redistribution at the ultimate limit state was put forward with relative depth of compression zone (ξ) and M2/Me as the influencing parameters. A test specimen (ξ=0.35) from literature was analyzed to compare the proposed formula and existing formulas for moment redistribution. A two-span prestressed continuous beam(ξ=0.18) with large degree of moment redistribution was designed and tested under monotonic loading whose support reactions were measured and used in checking the prediction by the proposed formula. It is shown that the proposed formula is conservative and gives predictions that are closer to the test results than the existing formulas. ©, 2015, Science Press. All right reserved.


Xiong Z.,Xi'an University of Architecture and Technology | Chen X.,Xi'an University of Architecture and Technology | Yu Z.,Shenzhen General Institute of Architectural Design and Research Co.
Xi'an Jianzhu Keji Daxue Xuebao/Journal of Xi'an University of Architecture and Technology | Year: 2015

The dynamic response of pure friction-sliding isolation system under seismic action is analyzed through the Matlab/Simulink, and the MDOF calculation model of sliding isolation structure is set up. The sliding displacement spectrum and sliding displacement with time history analysis of curve to the SDOF equivalent rigid model, the DDOF equivalent model and the MDOF equivalent model of the sliding isolation system are contrasted respectively. The results show that the dynamic response of the DDOF equivalent is close to the response of the MDOF equivalent model; the maximum amount of sliding isolation layer is only related with coefficient of the friction and seismic wave put in and nothing is related with the overall mass of the structure. When coefficient of friction of the isolation layer is less than 0.1, the SDOF equivalent rigid model is fitted with the DDOF equivalent model. Accordingly, the rationality and feasibility of using sliding displacement spectrum which is determined by the equivalent rigid model to simulate actual sliding structure is confirmed, and a foundation for the spread of sliding isolation system is established. ©, 2015, Science Press. All right reserved.


Zhang J.,Shenzhen General Institute of Architectural Design and Research Co. | Liu Q.,Shenzhen General Institute of Architectural Design and Research Co. | Guo M.,Shenzhen General Institute of Architectural Design and Research Co. | Liu C.,Shenzhen General Institute of Architectural Design and Research Co. | And 2 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2011

A new type of structural system named as single-layer folded-plane latticed shell structure was adopted for the steel roof of the main stadium of the Shenzhen Universiade Sports Center. The whole structure was composed of numerous triangle grids bent in different angles with subordinate triangle grids inside. The subordinate triangle grids were connected to the quarter point of the intersecting line of two surfaces by the subordinate bar of the welded combined box section. The stability of the major bar in the intersecting line was affected by many factors, such as the border, the subordinate bar in the surface, and the angle between the two surfaces. Currently, there is no code specifying the calculation of the effective length of the major bar. In order to calculate the effective length of the major bar, the instability model of the structure by linear method was analyzed first. Second, based on the results from the linear analysis, the instability model of the structure was analyzed with geometric nonlinear method. Then the critical loading capacity of the major bar was obtained. At this step, the effect of nonlinear deformation of adjoining bars was considered. Third, the effective length of the major bar was calculated according to the formula of instability capacity of varied-axial-force bar with pinned joint. The research shows that: 1) the effective length of the major bar is greatly affected by the angle between two surfaces and the stiffness of the two ends; 2) the coefficient of the effective length of most major bars is less than 1.0 or close to 1.0; 3) the coefficient of the effective length of vertical bar is more than 1.0 due to the influence of horizontal displacement. Both the unloading test of the main stadium and the overall stability analysis justified the research results.


Zhang J.,Shenzhen General Institute of Architectural Design and Research Co. | Liu Q.,Shenzhen General Institute of Architectural Design and Research Co. | Liu C.,Shenzhen General Institute of Architectural Design and Research Co. | Guo M.,Shenzhen General Institute of Architectural Design and Research Co. | And 3 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2011

A new type of structural system named as single-layer folded-plane latticed shell structure was adopted for the steel roof of main stadium of the Shenzhen Universiade Sports Center. Although there are over 80 tons of massive cast-steel nodes, its good quality is assured since the design was based on finite element analysis and optimization of the joint structure. Both elastic finite element analysis and elasto-plastic finite element analysis on the cast steel spherical joint supports were conducted. This paper proposes a very practical calculation method for the elastic stage by simplifying the contact boundary. For the calculation, it is necessary to ensure a full rotation of the support and take anti-separation measures. Moreover, material comparison among hot-formed steel pipes and inspections to the finished products need to be conducted. From the analysis, it is believed that massive cast-steel nodes are safe and reliable. The ultimate load carrying capacity of the spherical joint support reaches 3.1 time of the design capacity. In the bowl-shell, there are three directional tension fields. The lower part of the hollow ball partially bears the stress in three directions. To fully rotate the support, concave-slots and gaps need to be reserved beforehand. To avoid the occurrence of accidental separation, an apron and center-hole anchor bolts need to be used. In the case that the ratio of inner radius to the wall thickness is 20, a hot-formed steel pipe can be adopted. The Q345GJ steel is preferentially used for the steel plate. According to the inspection results, the indices of the product satisfy the requirements of national standards.


Liu Q.,Shenzhen General Institute of Architectural Design and Research Co. | Zhang J.,Shenzhen General Institute of Architectural Design and Research Co. | Guo M.,Shenzhen General Institute of Architectural Design and Research Co. | Liu C.,Shenzhen General Institute of Architectural Design and Research Co. | And 3 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2011

The steel roof of the stadium adopted the single-layer folded-plane lattice shell structure in Shenzhen Universiade Sports Centre. The maximam cantilevered span is 68.4 meter. The structure has 20 spherical hinge supports, causing stability problems and many technical challenges beyond code. To achieve a kind of structure that is safe, economical and excellent capacity on wind and seismic resistance, the overall structural dynamic and static behavior, support reactions before and after the architectural shape adjustment and the circular beam addition. The results indicate that the structural system is stable and safe with good wind and seismic resistance. Adjusting architectural shaper and adding circuit beam can reduce the period and wind vibration effect, improve the structural stiffness and the overall damping, reduce support circular force, improve stress concentration, improve the use of materials and achieve good structural performance.

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