【摘要】：底部框架-抗震墻砌體結(jié)構(gòu)(以下簡(jiǎn)稱底框砌體結(jié)構(gòu))在我國(guó)發(fā)展較快的城鎮(zhèn)中心被廣泛應(yīng)用,該結(jié)構(gòu)的底層為框架層,可以滿足大開間的商業(yè)用途,而上部砌體層則可以作為住宅和辦公樓使用,降低了造價(jià)。在歷次地震中,底框砌體結(jié)構(gòu)的破壞形式不盡相同,這是因?yàn)樵摻Y(jié)構(gòu)是由兩種材料、兩種結(jié)構(gòu)形式組合而成的,混凝土材料和砌體材料在地震作用下的抗震能力不同,且砌體層的剛度又較底部框架層大得多,這就導(dǎo)致底框砌體結(jié)構(gòu)在地震作用下容易產(chǎn)生薄弱層。所以研究底框砌體結(jié)構(gòu)在地震作用下有效的反應(yīng)分析模型及抗震性能評(píng)定方法是十分必要的,為更好的了解其抗震能力、減輕其在地震作用中的破壞奠定了基礎(chǔ)。為此,本文開展了有關(guān)于底框砌體結(jié)構(gòu)的有限元模型、地震易損性分析、抗震能力評(píng)定方面的研究,主要工作如下:(1)對(duì)不同時(shí)期建造的底框砌體結(jié)構(gòu)的震害進(jìn)行了總結(jié),提出了相應(yīng)的破壞模式,即當(dāng)?shù)讓硬贾幂^少或沒(méi)有鋼筋混凝土抗震墻時(shí),框架層與砌體層的剛度相差較大,從而導(dǎo)致底層成為地震作用下的薄弱層,破壞較為嚴(yán)重;而當(dāng)?shù)讓硬贾幂^多的鋼筋混凝土抗震墻時(shí),底層的剛度增加,使得結(jié)構(gòu)的薄弱層轉(zhuǎn)移,過(guò)渡層的砌體就會(huì)發(fā)生嚴(yán)重破壞。同時(shí),回顧了底框砌體結(jié)構(gòu)的抗震研究現(xiàn)狀,包括試驗(yàn)方法和理論方法,并且對(duì)比了我國(guó)各版規(guī)范對(duì)于底框砌體結(jié)構(gòu)設(shè)計(jì)要求的差別,提出了目前底框砌體結(jié)構(gòu)存在的問(wèn)題,由此給出本文所要研究的內(nèi)容。(2)為了深入了解底框砌體結(jié)構(gòu)在地震作用下的特性,本文主要采用數(shù)值模擬的方法開展研究,需要建立有效的非線性地震分析反應(yīng)模型和方法,在總結(jié)現(xiàn)有分析建模方法的基礎(chǔ)上,采用有限元軟件ABAQUS中的實(shí)體單元對(duì)底框砌體結(jié)構(gòu)進(jìn)行了精細(xì)化有限元建模方法研究。通過(guò)對(duì)兩個(gè)實(shí)例的動(dòng)力時(shí)程分析,得到底框砌體結(jié)構(gòu)在地震作用下的層間位移角,以此分析其整體反應(yīng)及評(píng)價(jià)其抗震性能,通過(guò)ABAQUS中的受拉損傷指標(biāo)和等效塑性應(yīng)變分析底框砌體結(jié)構(gòu)的破壞模式與裂縫開展形式,并將其與實(shí)際震害進(jìn)行對(duì)比,驗(yàn)證了該模型的有效性與可行性。該精細(xì)化建模方法為詳細(xì)研究底框砌體結(jié)構(gòu)的破壞模式與破壞機(jī)理提供了分析手段。(3)將底框砌體結(jié)構(gòu)簡(jiǎn)化成一維層剪切分析模型,底部框架或框架抗震墻選用Takeda滯回模型,上部砌體選用可考慮構(gòu)造柱影響的滯回模型,給出了該結(jié)構(gòu)的簡(jiǎn)化非線性地震反應(yīng)分析模型和方法,通過(guò)Fortran編制了相應(yīng)的計(jì)算分析程序,實(shí)現(xiàn)了底框砌體結(jié)構(gòu)的非線性地震分析。通過(guò)兩個(gè)實(shí)例的計(jì)算,將其與精細(xì)化建模的結(jié)果進(jìn)行對(duì)比,誤差皆在允許范圍內(nèi),以此驗(yàn)證了該方法的有效性以及適用性,為后續(xù)進(jìn)行區(qū)域性的大規(guī)模震害模擬以及底框砌體結(jié)構(gòu)地震易損性分析奠定了基礎(chǔ)。(4)采用增量動(dòng)力分析方法進(jìn)行該類結(jié)構(gòu)地震易損性分析。根據(jù)PGA/PGV、震級(jí)以及震中距選取18條天然地震動(dòng),并選取PGA和最大層間位移角作為地震動(dòng)強(qiáng)度指標(biāo)和結(jié)構(gòu)損傷指標(biāo)。根據(jù)現(xiàn)行規(guī)范[11]分別設(shè)計(jì)了按6度、7度、8度設(shè)防的3棟底框砌體房屋,采用本文前面給出的簡(jiǎn)化非線性地震反應(yīng)分析方法進(jìn)行結(jié)構(gòu)地震非線性時(shí)程分析,通過(guò)基于增量動(dòng)力分析的地震易損性分析方法,得到該3棟設(shè)防結(jié)構(gòu)的易損性曲線和易損性矩陣,并評(píng)價(jià)了底框砌體結(jié)構(gòu)的抗震性能。(5)提出了一種新的評(píng)估方法來(lái)判別底框砌體結(jié)構(gòu)在不同設(shè)防水準(zhǔn)下的抗震能力,分別對(duì)鋼筋混凝土框架和砌體部分采用綜合抗震指數(shù)法進(jìn)行其三水準(zhǔn)抗震能力鑒別,并根據(jù)實(shí)際震害情況對(duì)基準(zhǔn)面積率進(jìn)行了系數(shù)調(diào)整。對(duì)汶川地震中的4棟實(shí)際建筑物進(jìn)行了三水準(zhǔn)抗震能力鑒別,并與實(shí)際震害進(jìn)行對(duì)比,驗(yàn)證了該調(diào)整系數(shù)的正確性以及該方法的有效性。同時(shí)預(yù)測(cè)了該4棟房屋在不同抗震設(shè)防烈度下是否滿足“小震不壞,中震可修,大震不倒”的抗震設(shè)防目標(biāo),為評(píng)估和預(yù)測(cè)現(xiàn)存底框砌體結(jié)構(gòu)在不同設(shè)防水準(zhǔn)下的抗震能力提出了一種新的方法。
[Abstract]:Bottom frame-wall masonry structure (hereinafter referred to as bottom frame masonry structure) is widely used in urban centers with rapid development in China. The bottom floor of the structure is a frame layer, which can meet the commercial use of large bays, while the upper masonry layer can be used as residential and office buildings, reducing the cost. This is because the structure is composed of two kinds of materials, two kinds of structural forms. Concrete and masonry materials have different seismic capacity under earthquake, and the stiffness of masonry layer is much larger than that of the bottom frame layer. This leads to the weak layer of the bottom frame masonry structure under earthquake. It is necessary to study the effective response analysis model and seismic performance evaluation method of bottom frame masonry structure under earthquake action, which lays a foundation for better understanding its seismic capacity and reducing its damage in earthquake action. The main research work on seismic capacity evaluation is as follows: (1) The seismic damage of masonry structure with bottom frame constructed in different periods is summarized, and the corresponding failure modes are put forward, that is, when there are few or no reinforced concrete aseismic walls in the bottom floor, the stiffness of the frame and masonry is different greatly, which leads to the bottom floor become the seismic action. Weak storey, the damage is more serious; and when more reinforced concrete aseismic walls are laid at the bottom, the stiffness of the bottom storey increases, so that the weak storey of the structure will be transferred, and the masonry of the Transition Storey will be seriously damaged. In order to understand the characteristics of the bottom frame masonry structure under seismic action, this paper mainly uses the numerical simulation method to carry out the research, and needs to establish an effective nonlinear seismic sub-division. On the basis of summing up the existing analysis and modeling methods, the refined finite element modeling method of the bottom frame masonry structure is studied by using the solid element in the finite element software ABAQUS. Through the dynamic time history analysis of two examples, the story displacement angle of the bottom frame masonry structure under earthquake action is obtained and analyzed. Its overall response and seismic performance are evaluated. The failure modes and crack development modes of bottom frame masonry structure are analyzed by tensile damage index and equivalent plastic strain in ABAQUS, and compared with the actual seismic damage, the validity and feasibility of the model are verified. The refined modeling method is to study the bottom frame masonry structure in detail. (3) Simplified nonlinear seismic response analysis model and method of the masonry structure are given by simplifying the masonry structure with bottom frame into one-dimensional layer shear analysis model, Takeda hysteretic model is used for the bottom frame or frame seismic wall, and hysteretic model for the upper masonry considering the influence of structural columns. Fortran compiled the corresponding calculation and analysis program to realize the nonlinear seismic analysis of the masonry structure with bottom frame. Through the calculation of two examples, the error is within the allowable range compared with the results of the refined modeling. The validity and applicability of the method are verified, and the large-scale regional earthquake damage simulation is carried out for the follow-up. (4) Incremental dynamic analysis method is used to analyze the seismic vulnerability of this kind of structure. According to PGA/PGV, magnitude and epicenter distance, 18 natural ground motions are selected, and PGA and maximum inter-story displacement angle are selected as seismic intensity index and structural damage index. [11] Three masonry masonry buildings with base frames are designed according to 6, 7 and 8 degrees respectively. The seismic nonlinear time-history analysis is carried out by using the simplified nonlinear seismic response analysis method given earlier in this paper. The vulnerability curves and vulnerability matrices of the three masonry buildings are obtained by the seismic vulnerability analysis method based on incremental dynamic analysis. (5) A new evaluation method is proposed to determine the seismic capacity of the masonry structure with bottom frame under different waterproofing levels. The three-level seismic capacity of the reinforced concrete frame and masonry is identified by the comprehensive seismic index method, and the base level is determined according to the actual seismic damage. The correctness of the adjustment coefficient and the effectiveness of the method are verified by comparing the three-level seismic capacity of four actual buildings in Wenchuan earthquake with the actual earthquake damage. This paper presents a new method for evaluating and predicting the seismic capacity of existing masonry structures with bottom frames under different waterproofing levels.
【學(xué)位授予單位】：中國(guó)地震局工程力學(xué)研究所
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU352.11

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