本文選題：低屈服點(diǎn)鋼 + 防屈曲支撐　； 參考：《清華大學(xué)》2015年博士論文

【摘要】：防屈曲支撐可以解決普通支撐在地震往復(fù)作用下的受壓屈曲問(wèn)題,具有穩(wěn)定的承載力。低屈服點(diǎn)鋼初始屈服強(qiáng)度低,強(qiáng)屈比高,延性好,將其作為內(nèi)核材料的防屈曲支撐,在地震中較早屈服,通過(guò)塑性變形耗能減震,像“保險(xiǎn)絲”一樣保護(hù)主體結(jié)構(gòu)的安全。帶有低屈服點(diǎn)鋼防屈曲支撐的鋼框架是一種高效的抗震結(jié)構(gòu)體系。本文通過(guò)試驗(yàn)研究、理論分析和數(shù)值模擬,從低屈服點(diǎn)鋼的材料性能出發(fā),對(duì)低屈服點(diǎn)鋼防屈曲支撐及其框架的抗震性能進(jìn)行了系統(tǒng)的研究和評(píng)價(jià),并給出了設(shè)計(jì)建議。本文的主要研究?jī)?nèi)容包括以下6個(gè)方面:(1)通過(guò)試驗(yàn)測(cè)定了20個(gè)低屈服點(diǎn)鋼材試件的單調(diào)和循環(huán)加載性能,標(biāo)定了混合強(qiáng)化參數(shù)并進(jìn)行驗(yàn)證,為低屈服點(diǎn)鋼的計(jì)算分析提供了基礎(chǔ)數(shù)據(jù)(第2章)。(2)完成了低屈服點(diǎn)鋼材為內(nèi)核材料的防屈曲支撐的滯回性能試驗(yàn),采用第2章的數(shù)據(jù),在通用有限元軟件ABAQUS中對(duì)試驗(yàn)進(jìn)行了數(shù)值模擬。通過(guò)86個(gè)防屈曲支撐數(shù)值算例的計(jì)算結(jié)果,給出了支撐關(guān)鍵幾何參數(shù)的設(shè)計(jì)建議(第3章)。(3)結(jié)合第3章的試驗(yàn)和數(shù)值模擬結(jié)果,通過(guò)分析支撐的宏觀荷載-位移曲線的特點(diǎn),提出防屈曲支撐的等效模型,比較了支撐采用精細(xì)化有限元模型的多尺度框架-支撐結(jié)構(gòu)和支撐采用等效模型的簡(jiǎn)化框架-支撐結(jié)構(gòu)在靜力和動(dòng)力時(shí)程下的結(jié)果,并通過(guò)振動(dòng)臺(tái)試驗(yàn)驗(yàn)證了簡(jiǎn)化模型的準(zhǔn)確性(第4章)。(4)完成了低屈服點(diǎn)鋼防屈曲支撐框架、2類普通支撐框架、2類普通強(qiáng)度防屈曲支撐框架各9組結(jié)構(gòu)和6個(gè)純框架的共計(jì)408組罕遇地震時(shí)程分析,從構(gòu)件狀態(tài)、層剪力、層間位移等方面比較了不同結(jié)構(gòu)的性能;通過(guò)低屈服點(diǎn)鋼防屈曲支撐框架的增量動(dòng)力分析,研究了其兩道抗震防線的工作機(jī)理(第5章)。(5)完成了51個(gè)低屈服點(diǎn)鋼防屈曲支撐框架和3個(gè)純框架共計(jì)3024組動(dòng)力時(shí)程分析,基于層間位移角和構(gòu)件損傷指標(biāo)定義了不同的性能水平,對(duì)低屈服點(diǎn)鋼防屈曲支撐框架結(jié)構(gòu)進(jìn)行了抗震性能評(píng)價(jià)和易損性分析,比較了支撐剛度和形式以及層數(shù)的影響,給出了各結(jié)構(gòu)層間位移角或構(gòu)件損傷指標(biāo)隨地震動(dòng)強(qiáng)度的變化曲線,以預(yù)測(cè)結(jié)構(gòu)在給定地震動(dòng)強(qiáng)度下的性能水平(第6章部分)。(6)考慮低屈服點(diǎn)鋼材的剛度退化特點(diǎn),提出了低屈服點(diǎn)鋼防屈曲支撐在結(jié)構(gòu)中的設(shè)計(jì)方法;給出了低屈服點(diǎn)鋼防屈曲支撐超強(qiáng)系數(shù)的建議值;按不同結(jié)構(gòu)類型,給出了不同性能目標(biāo)所需支撐的最小剛度列表,為該結(jié)構(gòu)的性能化設(shè)計(jì)提供了實(shí)用建議(第6章部分)。
[Abstract]:Anti-buckling bracing can solve the buckling problem of common braces under earthquake reciprocating, and has stable bearing capacity. The low yield point steel has low initial yield strength, high ratio of strength to yield and good ductility. It is regarded as the anti-buckling support of the core material, yielding early in earthquake, dissipating energy through plastic deformation, and protecting the safety of the main structure as "fuse". Steel frame with low yield point steel buckling braces is an efficient seismic structure system. Based on the experimental research, theoretical analysis and numerical simulation, the anti-buckling braces of low-yield point steel and the seismic behavior of the frame are systematically studied and evaluated based on the material properties of the low yield point steel, and the design suggestions are given. The main contents of this paper include the following six aspects: 1) the monotonic and cyclic loading properties of 20 low yield point steel specimens were measured by experiments, and the mixed strengthening parameters were calibrated and verified. The hysteretic properties of buckling brace of low yield point steel as core material were tested by the basic data (Chapter 2, Chapter 2) for calculation and analysis of low yield point steel, and the data of Chapter 2 were used. Numerical simulation of the test is carried out in the general finite element software ABAQUS. Based on the calculation results of 86 numerical examples of buckle-resistant braces, the design suggestions for key geometric parameters of braces (Chapter 3) are given. The characteristics of macroscopic load-displacement curves of braces are analyzed by combining the experimental results and numerical simulation results in Chapter 3. An equivalent model of buckle-resistant braces is proposed. The results of multi-scale frame-braced structures with fine finite element model and simplified frame-braced structures with equivalent braces are compared under static and dynamic time history. The accuracy of the simplified model is verified by shaking table test (Chapter 4, No.4). The low yield point steel buckling bracing frame is completed. Two kinds of ordinary bracing frames, two types of ordinary strength bracing frames, 9 groups of structures and six pure frames are completed. A total of 408 sets of rare earthquake time history analysis, The performance of different structures is compared from the aspects of member state, story shear force and interstory displacement, and the incremental dynamic analysis of steel buckling braced frame with low yield point is carried out. In this paper, the working mechanism of its two seismic lines (Chapter 5) has been studied. The dynamic time history analysis of 51 low yield point steel buckling braced frames and 3 pure frames has been carried out in 3024 groups. Based on the interstory displacement angle and damage index of members, different performance levels are defined. The seismic performance evaluation and vulnerability analysis of low yield point steel buckling braced frame structures are carried out, and the effects of bracing stiffness and form, as well as the number of stories, are compared. In order to predict the performance level of the structure under given ground motion intensity, the variation curves of the displacement angle between layers or the damage index of each structure are given in order to predict the stiffness degradation characteristics of steel with low yield point considering the performance level of the structure under the given ground motion intensity (Chapter 6). The design method of low yield point steel buckling bracing in structure, the suggested value of super strength coefficient of low yield point steel buckling bracing, and the minimum stiffness list of bracing required for different performance objectives are given according to different structure types. Practical suggestions are provided for the performance design of the structure (Chapter 6).
【學(xué)位授予單位】：清華大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2015
【分類號(hào)】：TU391;TU352.11

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