Analysis And Research On Seismic Performance Of Wushan Mass Stadium

Wushan mass gym main hall and deputy hall roof by two high and low scattered independent flat plate structure,supporting structure for a vertical and horizontal together with the overall reinforced concrete frame structure.As the characteristics of the stadium support structure formed the floor of the big hole and inclined beam,resulting in the structure of the gymnasium is very complex,Wushan mass gym main hall and deputy hall roof level and fall in support of the same structure makes the structure is more complex,so there are It is necessary to carry out a more systematic seismic analysis.In this paper,the finite element model of the main structure is established by Midas / gen finite element software,and the finite element model of the support structure is analyzed separately.The finite element model of the truss and the lower supporting structure is analyzed by using the response spectrum method And the elastic time history analysis method were used to analyze the seismic performance of the four models respectively.The analysis structure of the roof and support structure was compared with the whole analysis structure,The following conclusions are drawn:(1)The model of the rigid hinged bearing and the elastic bearing model are basically the same,the difference between the two is small,the first six order modes are basically the same.In the reaction spectrum analysis,the two model grid structural members(upper chord,Lower chord,abdomen)internal force there is a certain difference,within the range of 2% to 13%,indicating that the difference between the two smaller.(2)The first two modes of the support structure are translational,the third mode is the torsional vibration mode,the ratio of the first torsional vibration mode period to the first flat vibration mode period is 0.54,less than 0.85,satisfies theseismic specificationClaim.The maximum interlayer displacement angle is 1/587,the Y direction is 1/560,less than 1/550,satisfies the requirement of seismic design specification,which shows that the stiffness analysis of the bearing structure is reasonable.(3)In the time history analysis,there is a certain phase difference between the shear force of the support structure and the peak value of the layer displacement reaction and the peak value of the seismic wave,that is,it does not occur at the same time.(4)The first ten natural periods of the model and the simplified structure of the support structure are close to each other,indicating that the simplified model of the support structure is a better reflection of the influence of the grid.(5)The layer shear and layer displacement of the simplified modelof the support structure are larger than those of the overall model of the grid and the lower support structure,and the difference between the shear force and the layer displacement is 3% ~ 10% range.The simplified model of the support structure is generally larger and biased.(6)The shear force of the support structure increases from the top to the bottom,and the maximum value appears in the B1 layer.The displacement of the layer is increasing from bottom to top,and the maximum value appears F3 layer,and the interlayer displacement satisfies the seismic specification Limit requirements,the inter-layer displacement angle to meet the 1/550 seismic design specifications.