基于不同场地条件下空间拱桁架地震反应特性分析
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摘要
近年来,随着人们生活水平的不断提高以及工业生产、文化、体育等事业不断进步,大大增加了社会对空间结构尤其是大跨度高性能空间结构的需求。各类大型体育馆、会议中心和展厅、飞机库、厂房和仓库甚至钢拱桥如春后竹笋般出现在人们面前,这些建筑恢宏气势、造型优美,成为了一道道亮丽的风景。随着这种结构体系日益广泛的使用,其抗震性能也变得越来越重要。
国内外大量震害表明,不同场地上建筑物震害的差异是十分明显的,并且场地类别的变化严重影响着结构的造价和安全度。为了能够深入探索不同场地条件对结构的影响程度,本文以跨度150m矢跨比为0.25的倒三角形截面大跨度钢管拱桁架结构模型为研究对象,利用SAP2000有限元分析软件建立模型,在不同场地条件下以8度小震的抗震设防水平对结构进行了初始设计,并研究其在各地震波作用下结构的动力响应、变形形状以及破坏形态,通过对计算结果的对比分析,得到了一些有益结论：
(1)在弹性设计阶段,通过限定结构杆件应力比的方法对不同场地条件下钢拱桁架进行初步设计,使结构能满足规范要求的最低用钢量,进而进行模态分析与反应谱分析,对比其用钢量指标、应力比控制情况、周期、振型以及荷载作用组合下最大响应位移,得出不同场地条件在静力设计阶段各指标相差无几。
(2)笔者根据地震动幅值、频谱特性、持续时间以及地面运动等几个控制条件建立了适合不同场地类别地震波数据库,但在进行罕遇地震下动力弹塑性时程分析时,结构在弹性阶段设计的截面组均不能满足“大震不倒”的规范要求。
(3)在动力弹塑性分析阶段,钢拱桁架在不同场地条件响应有明显的差异。具体表现在结构处于失效界限时杆件的塑性发展程度、数量和位置有很大差别,结构的变形形态和破坏形态也明显不同。在进行描述时,笔者着重用量化的方法来说明不同场地类别对结构的影响程度。
In recent years, with the improvement of people's living standards and the progress of the industrial production, culture, sports, more and more spatial structures have been used in our society. Various types of large stadium, convention centers, exhibition halls, aircraft hangars, warehouses and steel arch bridges are widely applied in our own life. These buildings have quite imposing and beautiful shape, which make our city has a bright scenery. With the increasing great use of this structural system, the seismic performance becomes more and more important.
The foreign and domestic research aiming at large number of earthquake damages show that the buildings in different venues have different kinds of earthquake damages. It also seriously affect the cost and safety of the structure. In order to explore this difference, a model which the arch truss's span is150m and the rise to span ratio is0.25was built in this paper. The model was designed by3D3S progrem of8degrees seismic protection level in the different venues. And lastly it was analised by SAP2000structure analysis program. The dynamic response, plastic development degree and damaged pattern of the structure were analyzed under the action of seismic wave. Therefore, some useful conclusions were found by comparing the analysis of calculation results:
(1) In the flexible design stage, a spatial arch truss was designed in different site conditions by limiting the stress ratio. Next, the modal and response spectrum analysis of the spatial arch truss were practiced in the study. Most of the indicators are almost the same in the different site conditions after being compared with steel production, stress ratio, natural vibration period, mode of vibration and the displacement on the load combinations.
(2) In this paper a suitable seismic wave database which was applicabled for different sites has been established according to seismic amplitude frequency, spectrum characteristics, duration and ground motion. But it dissatisfied the code requirement when the structure meet the rare occurrence earthquake.
(3) In the elastic-plastic stage, it is clear that there were different responses in different site conditions and it embodied the great difference of the plastic development degree, damaged pattern, the plastic hinge number and location when the structure located on the failure boundaries. In this paper the influence degree was described in the different sites by quantitative analysis.
国内外大量震害表明,不同场地上建筑物震害的差异是十分明显的,并且场地类别的变化严重影响着结构的造价和安全度。为了能够深入探索不同场地条件对结构的影响程度,本文以跨度150m矢跨比为0.25的倒三角形截面大跨度钢管拱桁架结构模型为研究对象,利用SAP2000有限元分析软件建立模型,在不同场地条件下以8度小震的抗震设防水平对结构进行了初始设计,并研究其在各地震波作用下结构的动力响应、变形形状以及破坏形态,通过对计算结果的对比分析,得到了一些有益结论：
(1)在弹性设计阶段,通过限定结构杆件应力比的方法对不同场地条件下钢拱桁架进行初步设计,使结构能满足规范要求的最低用钢量,进而进行模态分析与反应谱分析,对比其用钢量指标、应力比控制情况、周期、振型以及荷载作用组合下最大响应位移,得出不同场地条件在静力设计阶段各指标相差无几。
(2)笔者根据地震动幅值、频谱特性、持续时间以及地面运动等几个控制条件建立了适合不同场地类别地震波数据库,但在进行罕遇地震下动力弹塑性时程分析时,结构在弹性阶段设计的截面组均不能满足“大震不倒”的规范要求。
(3)在动力弹塑性分析阶段,钢拱桁架在不同场地条件响应有明显的差异。具体表现在结构处于失效界限时杆件的塑性发展程度、数量和位置有很大差别,结构的变形形态和破坏形态也明显不同。在进行描述时,笔者着重用量化的方法来说明不同场地类别对结构的影响程度。
In recent years, with the improvement of people's living standards and the progress of the industrial production, culture, sports, more and more spatial structures have been used in our society. Various types of large stadium, convention centers, exhibition halls, aircraft hangars, warehouses and steel arch bridges are widely applied in our own life. These buildings have quite imposing and beautiful shape, which make our city has a bright scenery. With the increasing great use of this structural system, the seismic performance becomes more and more important.
The foreign and domestic research aiming at large number of earthquake damages show that the buildings in different venues have different kinds of earthquake damages. It also seriously affect the cost and safety of the structure. In order to explore this difference, a model which the arch truss's span is150m and the rise to span ratio is0.25was built in this paper. The model was designed by3D3S progrem of8degrees seismic protection level in the different venues. And lastly it was analised by SAP2000structure analysis program. The dynamic response, plastic development degree and damaged pattern of the structure were analyzed under the action of seismic wave. Therefore, some useful conclusions were found by comparing the analysis of calculation results:
(1) In the flexible design stage, a spatial arch truss was designed in different site conditions by limiting the stress ratio. Next, the modal and response spectrum analysis of the spatial arch truss were practiced in the study. Most of the indicators are almost the same in the different site conditions after being compared with steel production, stress ratio, natural vibration period, mode of vibration and the displacement on the load combinations.
(2) In this paper a suitable seismic wave database which was applicabled for different sites has been established according to seismic amplitude frequency, spectrum characteristics, duration and ground motion. But it dissatisfied the code requirement when the structure meet the rare occurrence earthquake.
(3) In the elastic-plastic stage, it is clear that there were different responses in different site conditions and it embodied the great difference of the plastic development degree, damaged pattern, the plastic hinge number and location when the structure located on the failure boundaries. In this paper the influence degree was described in the different sites by quantitative analysis.
引文
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