發(fā)布時間：2018-09-04 12:50

【摘要】：傳統(tǒng)的梁柱連接節(jié)點(diǎn)在地震中易發(fā)生脆性破壞，在美國和日本的兩次地震后，各國學(xué)者通過理論分析和試驗(yàn)研究提出了一種新型節(jié)點(diǎn)——加強(qiáng)型節(jié)點(diǎn)。加強(qiáng)型節(jié)點(diǎn)是一種典型的將塑性鉸外移的節(jié)點(diǎn)形式，加強(qiáng)型節(jié)點(diǎn)包括：板式加強(qiáng)節(jié)點(diǎn)、肋板加強(qiáng)節(jié)點(diǎn)、腋板加強(qiáng)節(jié)點(diǎn)等。本文的研究集中在非對稱和對稱肋板加強(qiáng)、翼緣板加強(qiáng)等三種加強(qiáng)型節(jié)點(diǎn)，主要內(nèi)容包括： 1、在國內(nèi)外對肋板及翼緣板加強(qiáng)節(jié)點(diǎn)研究的基礎(chǔ)上，參考美國鋼結(jié)構(gòu)設(shè)計指南AISC Design Guide12、美國規(guī)范FEMA-350建立了有限元模型，分析了模型在低周往復(fù)荷載作用下的各項抗震性能，并與試驗(yàn)結(jié)果相互對比。結(jié)果表明，二者各方面的抗震性能基本吻合，驗(yàn)證了試驗(yàn)研究的有效性與有限元分析的正確性。 2、在以上分析的基礎(chǔ)上，建立了肋板及翼緣板長度變化的三組與肋板高度、厚度變化的各兩組共43個有限元模型，將有限元模擬結(jié)果分別從應(yīng)力發(fā)展和變形規(guī)律、滯回性能、骨架曲線與承載力、延性性能和耗能能力等方面對肋板及翼緣板幾何尺寸改變時節(jié)點(diǎn)抗震性能的影響進(jìn)行了詳細(xì)的分析。結(jié)果表明，各有限元模型都能使塑性鉸有效地外移；增加肋板及翼緣板長度可以提高節(jié)點(diǎn)的極限承載力并提升節(jié)點(diǎn)的滯回性能，但會降低節(jié)點(diǎn)的延性和耗能能力，而且肋板及翼緣板長度太長或太短都對節(jié)點(diǎn)域的應(yīng)力發(fā)展不利，所以建議肋板及翼緣板長度取值為0.7倍梁高；增加肋板高度雖然可使節(jié)點(diǎn)域的受力情況更理想，但是肋板較高的節(jié)點(diǎn)在延性和耗能能力方面并不理想，而且節(jié)點(diǎn)極限承載力、滯回性能的提升也并不明顯，過高的肋板也會露出上層混凝土樓板，影響美觀，所以建議肋板高度取值為0.55倍肋板長度；增加肋板厚度可使節(jié)點(diǎn)受力性能更好，但是在節(jié)點(diǎn)的延性性能和耗能能力方面，肋板較厚的試件表現(xiàn)并不理想，而且過厚的肋板會增大節(jié)點(diǎn)焊接殘余應(yīng)力，使節(jié)點(diǎn)造成質(zhì)量缺陷，，也會加大焊接的難度，所以建議肋板厚度（雙肋板則取總厚度）取值為1.5倍梁翼緣厚度。 3、針對有限元分析結(jié)果，進(jìn)行了非對稱肋板加強(qiáng)節(jié)點(diǎn)、對稱肋板加強(qiáng)節(jié)點(diǎn)、翼緣板加強(qiáng)節(jié)點(diǎn)等三種節(jié)點(diǎn)之間各方面抗震性能的綜合對比分析。結(jié)果表明，對稱肋板加強(qiáng)節(jié)點(diǎn)的性能要優(yōu)于非對稱肋板加強(qiáng)節(jié)點(diǎn)和翼緣板加強(qiáng)節(jié)點(diǎn)。
[Abstract]:The traditional Liang Zhu connection joints are prone to brittle failure in the earthquake. After the two earthquakes in the United States and Japan, scholars from various countries put forward a new type of node-enhanced node through theoretical analysis and experimental research. The reinforced joint is a typical type of joint which moves the plastic hinge out of the joint. The enhanced joint includes the plate reinforced joint, the ribbed plate strengthened joint, the axillary plate strengthened joint and so on. This paper focuses on three kinds of strengthened joints: asymmetric and symmetrical stiffened ribbed plate and flange plate. The main contents are as follows: 1. On the basis of research on stiffened joints of ribbed and flange plates at home and abroad. A finite element model is established with reference to the American steel structure design guide AISC Design Guide12, American Code FEMA-350. The seismic behavior of the model under low cyclic reciprocating loads is analyzed and compared with the experimental results. The results show that the aseismic performance of the two methods is basically consistent, which verifies the validity of the experimental study and the correctness of the finite element analysis. 2. On the basis of the above analysis, A total of 43 finite element models are established for the length variation of ribbed plate and flange plate, the height and thickness of ribbed plate. The results of finite element simulation are derived from stress development and deformation law, hysteretic property, skeleton curve and bearing capacity, respectively. In the aspects of ductility and energy dissipation capacity, the effect of joint seismic behavior on the joint seismic behavior when the geometric size of ribbed plate and flange plate is changed is analyzed in detail. The results show that each finite element model can make plastic hinge move out effectively, and increasing the length of ribbed plate and flange plate can improve the ultimate bearing capacity and hysteretic performance of joints, but reduce the ductility and energy dissipation capacity of joints. The length of ribbed plate and flange plate is too long or too short, so it is suggested that the length of ribbed plate and flange plate should be 0.7 times of beam height. But the joint with high ribbed slab is not ideal in ductility and energy dissipation, and the ultimate bearing capacity and hysteretic performance of the joint are not obvious. Therefore, it is suggested that the height of ribbed plate should be 0.55 times the length of ribbed plate, and that increasing the thickness of ribbed slab can make the joint have better mechanical performance, but in the aspect of ductility and energy dissipation capacity of joint, the specimen with thicker ribbed plate is not satisfactory. And too thick ribbed plate will increase the welding residual stress of the joint, cause the quality defect of the joint, and also increase the difficulty of welding. Therefore, it is suggested that the thickness of rib plate (the total thickness of double rib plate) should be 1.5 times the thickness of beam flange. 3. According to the results of finite element analysis, an asymmetric stiffened ribbed plate joint is carried out. Comprehensive comparison and analysis of seismic performance among three kinds of joints such as flange plate reinforced joints. The results show that the performance of symmetrical stiffened ribbed joints is better than that of asymmetric stiffened ribbed joints and flange plate strengthened joints.
【學(xué)位授予單位】：青島理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU352.11;TU391

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