【摘要】：具有薄弱層的結(jié)構(gòu)在地震中極易發(fā)生層間失效,近場(chǎng)地震的速度脈沖等效應(yīng)更加劇了這種局部破壞的可能性,嚴(yán)重制約結(jié)構(gòu)整體抗震性能的發(fā)揮。搖擺結(jié)構(gòu)作為一種新型的結(jié)構(gòu)體系已經(jīng)被證實(shí)具有良好的減震效果,其弱化了結(jié)構(gòu)與基礎(chǔ)之間的約束,并且依靠自重或者附加預(yù)應(yīng)力索使結(jié)構(gòu)在地震作用后自復(fù)位來(lái)消除殘余變形。 針對(duì)傳統(tǒng)搖擺墻自重大、建造復(fù)雜和自身地震作用大的缺點(diǎn),提出了一種輕型自復(fù)位消能搖擺架(EDLRF),采用型鋼或者鋼管混凝土組成輕型搖擺剛架(LRF)作為剛度單元,自復(fù)位耗能支撐(SCED)為消能單元,將限制結(jié)構(gòu)變形模式、耗能和自復(fù)位整合在一起,不僅降低了建造難度,而且便于震后修復(fù)安裝。LRF使結(jié)構(gòu)具有預(yù)期的可控制的損傷模式,并且將損傷集中在結(jié)構(gòu)的底部,利用SCED耗能,降低結(jié)構(gòu)的響應(yīng)。本文主要研究?jī)?nèi)容如下： 針對(duì)EDLRF提出了一種基于剛度需求的設(shè)計(jì)方法,并考慮了近場(chǎng)地震的不利影響。分析不同周期框架結(jié)構(gòu)的剛度需求,以控制結(jié)構(gòu)一階模態(tài)下的層間位移集中系數(shù)為性能目標(biāo),設(shè)計(jì)輕型消能搖擺架并基于性能的損傷指標(biāo)對(duì)結(jié)構(gòu)進(jìn)行性態(tài)分析�？紤]了近場(chǎng)和遠(yuǎn)場(chǎng)不同地震動(dòng)下結(jié)構(gòu)剛度需求與層數(shù)的關(guān)系,擬合出相應(yīng)的計(jì)算公式和建議參數(shù),據(jù)此設(shè)計(jì)LRF和SCED。 分析了結(jié)構(gòu)從彈性階段到破壞全過(guò)程的性能點(diǎn)指標(biāo)參數(shù),并對(duì)結(jié)構(gòu)整體做易損性對(duì)比分析。對(duì)原結(jié)構(gòu)和附加EDLRF的搖擺結(jié)構(gòu)分別在近場(chǎng)和遠(yuǎn)場(chǎng)地震作用下進(jìn)行增量動(dòng)力分析(IDA),并且在不同的性能點(diǎn)處進(jìn)行減震效果對(duì)比分析；基于IDA分析結(jié)果擬合出原結(jié)構(gòu)和搖擺結(jié)構(gòu)的地震動(dòng)強(qiáng)度指數(shù)(IM)和損傷指數(shù)(DM)對(duì)數(shù)值的線性相關(guān)關(guān)系曲線,并依據(jù)對(duì)數(shù)正態(tài)分布假設(shè),繪制了原結(jié)構(gòu)和附加EDLRF的搖擺結(jié)構(gòu)的易損性曲線,在不同的損傷狀態(tài)從結(jié)構(gòu)整體破壞概率上對(duì)比分析了原結(jié)構(gòu)和搖擺結(jié)構(gòu)的性能。 利用振動(dòng)臺(tái)試驗(yàn)驗(yàn)證了EDLRF的自振特性和減震有效性。制作鋼框架模型和自復(fù)位消能搖擺架模型,在振動(dòng)臺(tái)輸入天然近場(chǎng)地面激勵(lì),驗(yàn)證了搖擺結(jié)構(gòu)的有效性。
[Abstract]:Structures with weak stories are prone to interstory failure in earthquakes, and the velocity pulse effect of near-field earthquakes aggravates the possibility of local failure, which seriously restricts the overall seismic performance of the structure. As a new type of structural system, rocking structure has been proved to have a good damping effect, which weakens the constraint between the structure and the foundation. And rely on self-weight or additional prestressed cable to make the structure reset after earthquake to eliminate residual deformation. In view of the shortcomings of the traditional swing wall, such as self-importance, complex construction and large seismic action, a light self-reset energy dissipation swing frame (EDLRF), is proposed, which uses section steel or concrete-filled steel tube to form a light swing rigid frame (LRF) as the stiffness element. The self-reset energy dissipation brace (SCED) is the energy dissipation unit, which integrates the deformation mode, energy consumption and self-reduction of the limited structure, which not only reduces the difficulty of construction, but also facilitates the repair and installation after the earthquake. LRF makes the structure have the expected controllable damage mode. The damage is concentrated at the bottom of the structure, and the energy consumption of SCED is used to reduce the response of the structure. The main contents of this paper are as follows: a design method based on stiffness requirement is proposed for EDLRF, and the adverse effects of near-field earthquakes are considered. The stiffness requirements of frame structures with different periods are analyzed. in order to control the interlaminar displacement concentration coefficient in the first mode of the structure, a light energy dissipation swing frame is designed and the behavior of the structure is analyzed based on the damage index of the performance. Considering the relationship between the stiffness requirement of the structure and the number of floors under different ground motion in the near field and the far field, the corresponding calculation formulas and suggested parameters are fitted, and the LRF and SCED. are designed according to the relationship between the stiffness requirements of the structure and the number of floors. The performance point parameters of the structure from the elastic stage to the failure process are analyzed, and the vulnerability of the structure as a whole is compared and analyzed. The incremental dynamic analysis (IDA), of the original structure and the rocking structure with EDLRF under the action of near-field and far-field earthquakes are carried out respectively, and the damping effects are compared and analyzed at different performance points. Based on the results of IDA analysis, the linear correlation curves between the ground motion intensity index (IM) and the damage index (DM) of the original structure and the rocking structure are fitted, and according to the logarithmic normal distribution hypothesis, The vulnerability curves of the original structure and the rocking structure with EDLRF are drawn, and the performance of the original structure and the rocking structure are compared and analyzed in terms of the overall failure probability of the structure in different damage states. The natural vibration characteristics and damping effectiveness of EDLRF are verified by shaking table test. The steel frame model and the self-reset energy dissipation swing frame model are made, and the natural near-field ground excitation is input into the shaking table to verify the effectiveness of the rocking structure.
【學(xué)位授予單位】：蘭州理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU352.1

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本文編號(hào)：2477510