本文選題：地震失效模式 + 鋼框架��； 參考：《哈爾濱工業(yè)大學(xué)》2016年碩士論文

【摘要】：建筑結(jié)構(gòu)抗震設(shè)計所希望的結(jié)構(gòu)地震失效模式是完全梁鉸式失效,由于各種不確定性的存在,在實際地震中,結(jié)構(gòu)是否能發(fā)生完全梁鉸式失效是無法預(yù)知的。以往的震害調(diào)查發(fā)現(xiàn),結(jié)構(gòu)容易發(fā)生層屈服或薄弱層誘發(fā)的倒塌失效。此時,結(jié)構(gòu)僅有局部構(gòu)件屈服,其余構(gòu)件保持彈性,結(jié)構(gòu)損傷不均勻,材料性能未得到完全發(fā)揮,結(jié)構(gòu)耗能能力還很低,導(dǎo)致結(jié)構(gòu)失效時延性和承載能力都較小。本文采用搖擺桁架和BRB來優(yōu)化并控制鋼框架結(jié)構(gòu)的地震失效模式,以期使其能發(fā)生完全梁鉸式失效,達到結(jié)構(gòu)損傷均勻化、耗散地震能量最大化的目的,從而提高結(jié)構(gòu)體系抵抗地震災(zāi)害的可恢復(fù)性。本文的主要研究內(nèi)容如下:(1)結(jié)構(gòu)地震失效模式識別:對所設(shè)計的鋼框架結(jié)構(gòu)以及所提出的搖擺桁架—鋼框架體系,采用靜力推覆分析和增量動力分析方法,識別出了結(jié)構(gòu)的主要地震失效模式,對其失效概率、失效路徑以及損傷程度進行了細致的分析。(2)結(jié)構(gòu)地震失效模式優(yōu)化:提出了搖擺桁架—鋼框架體系,對搖擺桁架的設(shè)計方法進行了探索與研究,給出了基于剛度比的設(shè)計建議。通過對比鋼框架結(jié)構(gòu)與搖擺桁架—鋼框架體系的地震失效模式,評價了搖擺桁架在改善和優(yōu)化鋼框架結(jié)構(gòu)地震失效模式方面的作用。(3)結(jié)構(gòu)抗倒塌能力與地震損傷演化規(guī)律研究:分析了鋼框架結(jié)構(gòu)與搖擺桁架—鋼框架體系的抗側(cè)向倒塌能力,基于倒塌裕度比對其抗倒塌能力進行了評價,基于HAZUS中的四種破壞狀態(tài),對其地震損傷進行了對比分析。在上述分析基礎(chǔ)上,對兩種結(jié)構(gòu)由彈性—屈服—彈塑性—倒塌的損傷演化過程進行了研究。(4)結(jié)構(gòu)地震失效模式控制:考慮到地震中搖擺桁架—鋼框架體系的搖擺界面處可能發(fā)生大變形的特點,提出了搖擺桁架-BRB-鋼框架體系,以期增強結(jié)構(gòu)體系的耗能能力,控制并減輕結(jié)構(gòu)的地震損傷�；诖笳鹱饔孟碌臅r程分析,對BRB構(gòu)件的耗能量、能量時程曲線以及累積位移延性進行了分析。同時,探索對比了搖擺桁架-鋼框架體系與搖擺桁架-BRB-鋼框架體系的地震失效路徑和損傷程度,研究了搖擺桁架-BRB-鋼框架體系地震失效模式控制的機理與過程。(5)結(jié)構(gòu)抗震性能評價:對鋼框架結(jié)構(gòu)、搖擺桁架—鋼框架體系、搖擺桁架-BRB-鋼框架體系在小震、中震、大震作用下進行時程分析,基于峰值位移、峰值層間位移角、損傷集中系數(shù)、殘余層位移、殘余層間位移角、頂點位移等結(jié)構(gòu)響應(yīng)參數(shù),評價了三種結(jié)構(gòu)的抗震性能。通過本文研究發(fā)現(xiàn):采用搖擺桁架和BRB能顯著改善、優(yōu)化和控制鋼框架結(jié)構(gòu)的地震失效模式,提高結(jié)構(gòu)的抗震性能和抗倒塌能力。搖擺桁架體系作為一種新型搖擺結(jié)構(gòu),其功能可恢復(fù)性和災(zāi)害恢復(fù)力將明顯高于傳統(tǒng)抗震設(shè)計的結(jié)構(gòu)。
[Abstract]:The desired structural failure mode for seismic design of building structures is the complete beam hinge failure. Due to the existence of various uncertainties, it is impossible to predict whether the complete beam hinge failure will occur in the actual earthquake. Previous seismic damage investigation found that the structure is prone to collapse and failure induced by the weak layer. At this time, only local members yield to the structure, the other members remain elastic, the damage of the structure is uneven, the material performance is not fully played, and the energy dissipation capacity of the structure is still very low, resulting in the failure delay and load capacity of the structure are smaller. In this paper, the rocking truss and BRB are used to optimize and control the seismic failure mode of steel frame structure, in order to make the complete beam hinge failure occur, the damage of the structure is homogenized and the seismic energy is maximized. In order to improve the resilience of structural system against earthquake disasters. The main contents of this paper are as follows: (1) earthquake failure pattern recognition: for the steel frame structure designed and the proposed rocking truss-steel frame system, the static force push-over analysis and incremental dynamic analysis are used. The main seismic failure modes of the structure are identified, and the failure probability, failure path and damage degree of the structure are analyzed in detail. 2) the seismic failure mode optimization of the structure is presented. A rocking truss-steel frame system is proposed. The design method of rocking truss is explored and studied, and the design suggestions based on stiffness ratio are given. By comparing the seismic failure modes of steel frame structure and rocking truss-steel frame system, The effects of rocking truss on improving and optimizing seismic failure modes of steel frame structures are evaluated. The research on the anti-collapse ability and the evolution of seismic damage of steel truss structures are studied. The lateral collapse resistance of steel frame structures and rocking truss-steel frame systems is analyzed. The ability to resist collapse is evaluated based on the ratio of collapse margin. Based on the four failure states in HAZUS, the seismic damage is compared and analyzed. On the basis of the above analysis, In this paper, the damage evolution process of two kinds of structures from elastic-yielding to elastic-plastic collapse is studied. The seismic failure mode control of two structures is studied. Considering the characteristics of large deformation at the rocking interface of rocking truss-steel frame system in earthquake, The rocking truss -BRB-steel frame system is proposed in order to enhance the energy dissipation capacity of the structure system and to control and reduce the seismic damage of the structure. Based on the time-history analysis under the action of large earthquakes, the energy consumption, energy history curve and cumulative displacement ductility of BRB members are analyzed. At the same time, the seismic failure path and damage degree of rocking truss-steel frame system and rocking truss -BRB-steel frame system are discussed and compared. In this paper, the mechanism and process of seismic failure mode control of rocking truss BRB-steel frame system are studied. The seismic behavior evaluation of steel frame structure, rocking truss-steel frame system, rocking truss-steel frame system and rocking truss -BRB-steel frame system is studied. Based on the structural response parameters such as peak displacement, peak interstory displacement angle, damage concentration factor, residual layer displacement, residual layer displacement angle, and vertex displacement, the seismic performance of three structures is evaluated. It is found that the seismic failure mode of steel frame structure can be optimized and controlled by using rocking truss and BRB, and the seismic performance and collapse resistance of steel frame structure can be improved. As a new type of rocking structure, the function recoverability and disaster resilience of rocking truss system will be obviously higher than that of traditional seismic design.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2016
【分類號】：TU391
，

本文編號：1785236