【摘要】：高強鋼組合耗能器偏心支撐鋼框架是把高強度鋼材運用到偏心支撐結構上,并且在支撐上設置摩擦型耗能器,在中小地震作用時,耗能器不滑動不耗能,支撐起到增強結構剛度的作用,大震情況下,耗能器開始滑動,與耗能梁段共同耗能,耗能器耗去了耗能梁段所承受的部分能量,利用耗能梁段和耗能器共同工作,減小耗能梁段變形,降低樓板的修復工作量,而高強度鋼材強度高,可提高結構的承載能力和抗側剛度。本文把兩者結合起來,研究分析其破壞機理和抗震性能。本文首先根據(jù)我國相關規(guī)范并參考相關文獻,設計了三榀采用Q345+Q460組合的帶耗能器的偏心支撐結構模型,其中模型DPH1采用傳統(tǒng)梁柱連接方式且支撐上設置摩擦耗能器,模型DPH2采用新型加蓋板節(jié)點且不設摩擦耗能器,模型DPH3采用新型加蓋板節(jié)點且設置摩擦耗能器,運用ANSYS有限元軟件,采用三維殼單元和實體單元建立有限元模型,考慮材料非線性,分別研究模型在單向加載和循環(huán)加載下的破壞機理和抗震性能,得到模型單向加載下的荷載-位移曲線和水平循環(huán)加載下的滯回曲線、骨架曲線、剛度退化曲線、總耗散能量值以及各級循環(huán)加載時的等效粘滯阻尼系數(shù)等一系列相關結果,并進行對比分析。之后選取base模型,通過改變鋼材強度組合、剪切型耗能梁段的長度、摩擦耗能器主、副板的厚度以及節(jié)點加蓋板厚度,研究相關參數(shù)對高強鋼組合耗能器偏心支撐鋼框架結構破壞機理和抗震性能的影響,并得到以下結論。本文得到的結論:模型DPH3的抗震性能優(yōu)于模型DPH1、DPH2;高強鋼組合耗能器偏心支撐,在剪切型耗能梁段長度范圍內,當耗能梁段的長度在0.499Mp/Vp～0.832 Mp/Vp范圍內時,結構抗震性能較好,且耗能器和耗能梁段協(xié)同工作較好;采用新型加蓋板節(jié)點的高強度鋼材組合的耗能器偏心支撐鋼框架,當采用材料的鋼材組合等級越高,模型的初始剛度和承載力越大,但其耗能能力越差;隨著摩擦耗能器主、副板厚度的增加,結構抗震性能有所提高;隨著節(jié)點蓋板厚度的增加,結構抗震性能略有提高,破壞機理有所改善。
[Abstract]:The eccentrically braced steel frame with high strength steel dampers applies high strength steel to eccentrically supported structures, and a friction type energy dissipation device is arranged on the support. During the medium and small earthquakes, the energy dissipators do not slide and consume energy. The support plays a role in strengthening the stiffness of the structure. In the case of a strong earthquake, the energy dissipation device begins to slide and consume energy together with the energy dissipation beam section. The energy dissipation device consumes part of the energy absorbed by the energy dissipation beam section, and the energy dissipation beam section and the energy dissipation device work together. The load capacity and lateral stiffness of the structure can be improved by reducing the deformation of the energy dissipation beam section and reducing the repair work of the floor slab, while the high strength steel can improve the bearing capacity and the lateral stiffness of the structure. In this paper, the failure mechanism and seismic performance are studied and analyzed by combining the two methods. In this paper, three eccentrically braced structure models with energy dissipation device Q345 Q460 are designed according to the relevant codes and references in our country, in which the model DPH1 adopts the traditional Liang Zhu connection mode and the friction energy dissipation device is arranged on the support. Model DPH2 adopts a new type of capped plate node and no friction energy dissipation device, model DPH3 adopts a new type of cap plate joint and a friction damper is set up, using ANSYS finite element software, using three-dimensional shell element and solid element to establish the finite element model. Considering the material nonlinearity, the failure mechanism and seismic behavior of the model under unidirectional and cyclic loading are studied, respectively. The load-displacement curves under unidirectional loading and hysteretic curves and skeleton curves under horizontal cyclic loading are obtained. A series of related results, such as stiffness degradation curve, total dissipation energy value and equivalent viscous damping coefficient under cyclic loading, are compared and analyzed. Then the base model is selected. By changing the strength combination of steel, the length of shear energy dissipation beam, the thickness of main and secondary plates of friction dampers and the thickness of joint capped plates, The influence of relevant parameters on the failure mechanism and seismic behavior of eccentrically braced steel frame structures with high strength steel composite energy dissipators is studied and the following conclusions are obtained. The conclusion obtained in this paper is that the seismic behavior of model DPH3 is better than that of model DPH1,DPH2; high strength steel composite energy dissipator eccentrically braced. In the range of shear beam length, when the length of energy dissipation beam is in the range of 0.499Mp/Vp~0.832 Mp/Vp, the seismic performance of the structure is better. The eccentrically braced steel frame with high strength steel with a new type of cap plate joint can increase the initial stiffness and bearing capacity of the model with the higher grade of the steel combination of the material, and the better the energy dissipation and the energy dissipation beam section are, the higher the initial stiffness and the bearing capacity of the model are. But its energy dissipation capacity is worse; with the increase of the thickness of the friction damper and the thickness of the auxiliary plate, the seismic performance of the structure is improved; with the increase of the thickness of the joint cover plate, the seismic performance of the structure is slightly improved, and the failure mechanism is improved.
【學位授予單位】：西安理工大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：TU391;TU312.3

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本文編號：2240563