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根据钢结构建筑的高度与体型的复杂程度计算方法分析钢结构建筑抗震

发布时间:2015-9-1 9:54:53 浏览次数:663
1:平面或竖向特别不规则的结构或结构体系较特殊的结构,如巨型钢结构、带有转换层或伸臂桁架的结构,宜采用时程分析方法作补充校核计算,在弹性阶段时行内力与变形分析时,应采用不少于两个不同的力学模型或计算程序进行计算分析比较。
2:钢结构高度不超过40m且平面和竖向较规则的、以剪切变形为主的建筑,可采用底部剪力法计算,此时结构的阴尼比相当于0.05。
 
3:钢结构建筑在风荷载比较大的地区,当风荷载作用效应大于地震作用效应,即结构层间位移及构件承载力都由风荷载组合所决定时,在弹性阶段可不考虑地震作用的验算,但是钢结构抗震的构造要求要严格按照建筑抗震规范的有关各项规定进行设计。
4:钢结构建筑高度不超过60m且平面和竖向比较规则的建筑,也可采用底部剪力法,但地震作用应根据一些高层民用建筑钢结构技术规程确定,这是因为此时底部剪力法中已经似考虑了部分高振型的影响,结构的阻尼比为0.02。






1: the plane and vertical irregular special structure or structure system with special structure, such as huge steel structure, with a conversion layer or cantilever truss structure, appropriate USES check calculation, the time history analysis method for supplementary in the elastic stage: the internal force and deformation analysis, should be not less than two different mechanics model or a computer program to calculate analysis and comparison.

Height is not more than 40 m 2: steel structure and rules of plane and vertical, give priority to with shear deformation of building, can use the bottom shear method, the structure of the Yin, than the equivalent of 0.05.

3: steel structure building in areas where the wind load is larger when the wind load effect is greater than the earthquake effect, the displacement between layers and the structure bearing capacity are determined by the combination of wind load, do not consider seismic action calculation in the elastic stage, but the structure of the steel structure seismic requirements should strictly according to the relevant regulations of the building seismic code to design.

4: steel structure building height is not more than 60 m and plane and vertical comparison rules of construction, the bottom shear method may be adopted, but the seismic action should be determined according to some of the technical specification for steel structure of tall buildings, this is because at this time in the bottom shear method has considered the effect of partial high vibration mode, the structure of the damping ratio of 0.02.



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