發(fā)布時間：2018-04-11 06:57

  本文選題：網(wǎng)架結(jié)構(gòu) + 反應(yīng)譜法��； 參考：《蘭州交通大學(xué)》2017年碩士論文

【摘要】：武山群眾體育館主館和副館屋蓋由兩個高低錯落的獨立平板網(wǎng)架結(jié)構(gòu)組成,支承結(jié)構(gòu)為一個橫縱相連在一起的整體鋼筋混凝土框架結(jié)構(gòu)。由于體育館支承結(jié)構(gòu)的特點形成了樓板大開洞及斜梁,造成體育館結(jié)構(gòu)形式十分復(fù)雜,武山群眾體育館主館和副館屋蓋高低錯落又支承在同一結(jié)構(gòu)使得該結(jié)構(gòu)形式更為復(fù)雜,因此有必要對其進行較系統(tǒng)的抗震分析。本文通過Midas/gen有限元軟件分別建立了主館網(wǎng)架結(jié)構(gòu)(剛性鉸接支座和彈性支座)、支承結(jié)構(gòu)單獨分析有限元模型以及網(wǎng)架與下部支承結(jié)構(gòu)整體有限元模型,采用反應(yīng)譜方法和彈性時程分析方法分別對4個模型進行抗震性能分析,并將屋蓋和支承結(jié)構(gòu)單獨分析結(jié)構(gòu)與整體分析結(jié)構(gòu)進行對比分析,得出如下結(jié)論:(1)主館網(wǎng)架剛性鉸接支座模型和彈性支座模型,自振周期基本相同,兩者相差較小,前六階的振型基本一致,反應(yīng)譜分析中兩種模型網(wǎng)架結(jié)構(gòu)構(gòu)件(上弦桿、下弦桿、腹桿)內(nèi)力存在一定差別,在2%~13%范圍之內(nèi),說明二者之間的差異較小。(2)支承結(jié)構(gòu)的前兩個振型為平動,第三振型為扭轉(zhuǎn)振型,第一扭轉(zhuǎn)振型周期與第一平動振型周期之比為0.54,小于0.85,滿足抗震規(guī)范的要求。最大層間位移角X方向為1/587,Y方向為1/560,小于1/550,滿足抗震設(shè)計規(guī)范的要求,說明支承結(jié)構(gòu)剛度分析比較合理。(3)彈性時程分析中,支承結(jié)構(gòu)的層剪力和層位移反應(yīng)峰值與地震波峰值之間均存在一定的相位差,即不發(fā)生在同一時間,存在滯后的現(xiàn)象。(4)網(wǎng)架與下部支承結(jié)構(gòu)整體模型和支承結(jié)構(gòu)簡化模型的前十個自振周期比較接近,表明支承結(jié)構(gòu)簡化模型在一定程度上較好的反映了網(wǎng)架的影響。(5)支承結(jié)構(gòu)簡化模型的層剪力和層位移均大于網(wǎng)架與下部支承結(jié)構(gòu)整體模型的層剪力和層位移,兩者的層剪力和層位移差值在2%~11%范圍之內(nèi)。支承結(jié)構(gòu)簡化模型計算結(jié)果普遍偏大,偏于安全。(6)支承結(jié)構(gòu)的層剪力從上往下呈增大趨勢,最大值出現(xiàn)在B1層,層位移從下往上呈增大趨勢,最大值出現(xiàn)在F3層,層間位移滿足抗震規(guī)范的限值要求,層間位移角滿足1/550的抗震設(shè)計規(guī)范要求。
[Abstract]:The main and secondary pavilions of Wushan Mass Sports Museum are composed of two independent flat grid structures, and the supporting structure is a whole reinforced concrete frame structure connected horizontally and longitudinally.Because of the characteristics of the supporting structure of the gymnasium, the large opening of the floor and the inclined beam form the structure of the gymnasium, and the structure form of the stadium is very complicated, and the roof height and height of the main and deputy pavilions of the Wushan Mass Sports Museum are also supported in the same structure, which makes the structure form more complicated.Therefore, it is necessary to conduct a more systematic seismic analysis.In this paper, the Midas/gen finite element software is used to establish the space structure of the main pavilion (rigid hinged support and elastic support respectively). The supporting structure is separately analyzed by the finite element model and the overall finite element model of the space frame and the lower supporting structure.Response spectrum method and elastic time history analysis method are used to analyze the seismic behavior of the four models, and the roof and supporting structure are analyzed separately and compared with the whole analysis structure.The conclusions are as follows: (1) the natural vibration period of rigid hinge bearing model and elastic support model of the main space truss is basically the same, the difference between them is small, the first six modes are basically the same, and the two kinds of model grid structure members (upper chord) in response spectrum analysis,The internal force of the lower chord and the web bar is different to a certain extent. Within the range of 13%, the difference between them is smaller. The first two modes of the supporting structure are translational and the third mode is the torsional mode.The ratio of the first torsional mode period to the first translational mode period is 0.54, less than 0.85, which meets the requirements of seismic code.The maximum interstory displacement angle X direction is 1 / 560, less than 1 / 550, which meets the requirements of the seismic design code. It shows that the stiffness analysis of the supporting structure is more reasonable in the elastic time history analysis.There is a certain phase difference between the peak value of story shear force and layer displacement response and the peak of seismic wave of the supporting structure, that is, it does not occur at the same time.The phenomenon of lag is that the grid structure is close to the first ten natural vibration periods of the whole model of the lower supporting structure and the simplified model of the supporting structure.It shows that the simplified model of supporting structure reflects the influence of grid structure to a certain extent.) the story shear force and floor displacement of the simplified model of supporting structure are both larger than that of the whole model of space frame and lower supporting structure, and the layer displacement of the simplified model of supporting structure is larger than that of the whole model of space frame and lower supporting structure.The difference between the floor shear force and floor displacement is within the range of 2 / 11%.The calculation results of simplified model of supporting structure are generally larger, and the shear force of support structure is increasing from top to bottom, the maximum value appears in B1 layer, the layer displacement is increasing from bottom to up, and the maximum value appears in F3 layer.The interstory displacement meets the limit requirement of seismic code and the interstory displacement angle meets the requirement of 1 / 550 seismic design code.
【學(xué)位授予單位】：蘭州交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU352.11

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