【摘要】：隨著我國(guó)經(jīng)濟(jì)高速發(fā)展，為了滿足建筑功能多樣化的要求，出現(xiàn)大量帶轉(zhuǎn)換層的豎向不規(guī)則結(jié)構(gòu)。由于鋼-混凝土組合構(gòu)件具有優(yōu)越的力學(xué)性能，廣泛應(yīng)用于帶轉(zhuǎn)換層的建筑結(jié)構(gòu)中，以達(dá)到提高轉(zhuǎn)換結(jié)構(gòu)抗震性能的目的。在本文分析算例中，帶轉(zhuǎn)換高層框架結(jié)構(gòu)主要采用鋼管混凝土柱和型鋼混凝土梁作為轉(zhuǎn)換構(gòu)件。震害調(diào)查和分析研究表明，強(qiáng)震下帶轉(zhuǎn)換層豎向不規(guī)則結(jié)構(gòu)的變形集中與能量積聚出現(xiàn)在轉(zhuǎn)換層處，在轉(zhuǎn)換層及其相鄰樓層處形成層側(cè)移破壞機(jī)制，引起結(jié)構(gòu)發(fā)生局部或整體倒塌破壞。即使嚴(yán)格按照規(guī)范進(jìn)行抗震設(shè)計(jì)，在強(qiáng)震下結(jié)構(gòu)進(jìn)入彈塑性狀態(tài)后，以單一變形性能指標(biāo)進(jìn)行的抗震設(shè)計(jì)，也不能有效地控制帶轉(zhuǎn)換層豎向不規(guī)則結(jié)構(gòu)的地震損傷破壞。針對(duì)上述問(wèn)題，考慮到結(jié)構(gòu)破壞與最大變形和累積滯回耗能相關(guān)，提出基于變形(結(jié)構(gòu)最大層間位移角)和損傷(結(jié)構(gòu)整體損傷指數(shù))的雙系統(tǒng)抗震性能評(píng)估方法，彌補(bǔ)采用單一抗震性能評(píng)估指標(biāo)的缺陷。從地震易損性層面上，評(píng)估帶轉(zhuǎn)換層豎向不規(guī)則這類結(jié)構(gòu)的抗震可靠性。 本文主要開(kāi)展以下幾個(gè)方面的研究工作： (1)出于結(jié)構(gòu)破壞實(shí)質(zhì)是地震輸入能量超過(guò)結(jié)構(gòu)所能消耗能量的考慮，對(duì)帶轉(zhuǎn)換高層框架結(jié)構(gòu)累積滯回耗能分布進(jìn)行研究。對(duì)比分析在不同地震動(dòng)作用下結(jié)構(gòu)最大層位移角和地震損傷分布是否一致。研究表明采用單一的變形指標(biāo)，不能全面地評(píng)估帶轉(zhuǎn)換層豎向不規(guī)則結(jié)構(gòu)的抗震性能，有必要建立基于變形和損傷的雙系統(tǒng)抗震性能評(píng)估方法。 (2)基于變形和損傷的雙系統(tǒng)抗震性能評(píng)估方法是建立在地震易損性分析的基礎(chǔ)上，地震動(dòng)強(qiáng)度參數(shù)選取的合理性，直接影響結(jié)構(gòu)地震易損性分析的正確性。根據(jù)大量動(dòng)力非線性時(shí)程分析結(jié)果，，對(duì)各個(gè)地震動(dòng)強(qiáng)度參數(shù)與結(jié)構(gòu)最大地震響應(yīng)進(jìn)行對(duì)數(shù)線性回歸分析，以相關(guān)系數(shù)、標(biāo)準(zhǔn)差、線性回歸方程斜率作為參數(shù)選取指標(biāo)，選取出與結(jié)構(gòu)地震響應(yīng)關(guān)系最密切的地震動(dòng)強(qiáng)度參數(shù)，為以變形和損傷為性能指標(biāo)的地震易損性評(píng)估方法研究提供合理的地震動(dòng)強(qiáng)度參數(shù)。 (3)由于采用單一地震動(dòng)強(qiáng)度參數(shù)不能充分地反映地震動(dòng)特性對(duì)結(jié)構(gòu)易損性的影響，因此在完成地震動(dòng)強(qiáng)度參數(shù)選取研究的基礎(chǔ)上，以結(jié)構(gòu)最大層間位移角為性能指標(biāo)，考慮地震動(dòng)三要素中振幅和頻譜特性的影響，進(jìn)行能夠考慮多個(gè)地震動(dòng)特性參數(shù)的地震易損性曲面分析，建立基于變形的地震易損性評(píng)估方法。計(jì)算分析表明，基于結(jié)構(gòu)最大層間位移角的地震易損性分析，低估了帶轉(zhuǎn)換高層框架結(jié)構(gòu)發(fā)生重度損傷破壞的概率，有必要補(bǔ)充以損傷為指標(biāo)的地震易損性評(píng)估方法。 (4)在以損傷為性能指標(biāo)的地震易損性評(píng)估方法中，結(jié)構(gòu)整體損傷指數(shù)是通過(guò)結(jié)構(gòu)構(gòu)件損傷指數(shù)推算出來(lái)，因此首先需要對(duì)結(jié)構(gòu)構(gòu)件的地震損傷模型進(jìn)行研究。由于帶轉(zhuǎn)換高層框架結(jié)構(gòu)中，采用鋼管混凝土柱和型鋼混凝土梁作為轉(zhuǎn)換構(gòu)件，綜合考慮損傷模型研究現(xiàn)狀和鋼-混凝土組合構(gòu)件滯回特性后，首先，選取和修正基于累積滯回耗能的Kratzig損傷模型，用于鋼管混凝土柱的地震損傷評(píng)估。然后，利用基于累積滯回耗能的梁柱損傷比，推算出型鋼混凝土轉(zhuǎn)換梁的損傷指數(shù)。最后，通過(guò)一系列組合構(gòu)件的抗震性能試驗(yàn)，校驗(yàn)修正的Kratzig損傷模型和基于梁柱損傷比的推算方法是正確與合理。 (5)在完成構(gòu)件地震損傷模型修正與校驗(yàn)后，探究從構(gòu)件層次到樓層層次、結(jié)構(gòu)整體層次的損傷演化過(guò)程，建立以結(jié)構(gòu)整體損傷指數(shù)為性能指標(biāo)的地震易損性評(píng)估方法，用于帶轉(zhuǎn)換高層框架結(jié)構(gòu)的抗震可靠性評(píng)估。在構(gòu)件損傷推算出樓層損傷過(guò)程中，采用引入構(gòu)件重要性系數(shù)的加權(quán)組合方式進(jìn)行計(jì)算。在樓層損傷推算出結(jié)構(gòu)整體損傷過(guò)程中，提出了基于累積滯回耗能的樓層損傷分布系數(shù)，合理地簡(jiǎn)化從樓層損傷指數(shù)到結(jié)構(gòu)整體損傷指數(shù)的計(jì)算過(guò)程。計(jì)算分析表明，基于結(jié)構(gòu)整體損傷指數(shù)的地震易損性曲面分析，能較合理地評(píng)估帶轉(zhuǎn)換高層框架結(jié)構(gòu)發(fā)生重度損傷破壞的概率。 (6)構(gòu)建基于變形和損傷的雙系統(tǒng)抗震性能評(píng)估方法，系統(tǒng)介紹該評(píng)估方法的實(shí)現(xiàn)步驟。將基于雙系統(tǒng)的抗震性能評(píng)估方法應(yīng)用到帶轉(zhuǎn)換高層框架結(jié)構(gòu)的抗震可靠性分析中，并且分別從結(jié)構(gòu)整體損傷和構(gòu)件損傷兩個(gè)方面，評(píng)估帶轉(zhuǎn)換高層框架結(jié)構(gòu)的抗震性能。結(jié)構(gòu)整體損傷評(píng)估表明，當(dāng)結(jié)構(gòu)處于基本完好和輕度損傷破壞狀態(tài)時(shí)，評(píng)估主控參數(shù)可以采用結(jié)構(gòu)最大層位移角。當(dāng)結(jié)構(gòu)處于中度和重度損傷破壞狀態(tài)時(shí)，評(píng)估主控參數(shù)可以采用結(jié)構(gòu)整體損傷指數(shù)。結(jié)構(gòu)構(gòu)件損傷評(píng)估表明，強(qiáng)震下帶轉(zhuǎn)換高層框架結(jié)構(gòu)損傷破壞集中發(fā)生在底層與轉(zhuǎn)換層的鋼管混凝土柱和鋼筋混凝土框架梁上。隨地震動(dòng)強(qiáng)度增大，鋼管混凝土柱損傷加劇。最終，由于結(jié)構(gòu)底層與轉(zhuǎn)換層發(fā)生嚴(yán)重的損傷破壞引起結(jié)構(gòu)發(fā)生整體破壞。
[Abstract]:With the rapid development of our country's economy, in order to meet the requirement of diversified building function, a large number of vertical irregular structures with the conversion layer appear. Due to the excellent mechanical property of the steel-concrete composite component, the steel-concrete composite component is widely applied to the building structure with the conversion layer, so as to achieve the purpose of improving the anti-seismic performance of the conversion structure. In that example of this paper, the high-rise frame structure of the band is adopt as the conversion component of the steel tube concrete column and the section steel concrete beam. The investigation and analysis of the earthquake damage show that the deformation concentration and energy accumulation of the vertical irregular structure of the transition layer under strong earthquake are in the conversion layer, and the side-shift failure mechanism is formed at the conversion layer and its adjacent floor to cause local or integral collapse of the structure. Even if the seismic design is carried out in strict accordance with the specification, the seismic damage of the vertical irregular structure with the conversion layer cannot be effectively controlled after the structure enters the elastic-plastic state under the strong earthquake, and the seismic design with the single deformation performance index can not be effectively controlled. In view of the above problems, considering that the structural failure is related to the maximum deformation and the accumulated hysteretic energy consumption, a two-system anti-seismic performance evaluation method based on the deformation (structure maximum interlayer displacement angle) and damage (structural integral damage index) is proposed to make up for the deficiency of the single seismic performance evaluation index. The seismic reliability of the structure with the vertical irregularity of the transition layer is evaluated from the seismic vulnerability level. This paper mainly studies the following aspects: Work: (1) For structural damage, the seismic input energy is more than the energy consumption of the structure, and the accumulated hysteretic energy consumption of the high-rise frame structure with the conversion is divided A comparative analysis of the maximum displacement angle and the seismic damage of the structure under different vibration effects Whether the cloth is consistent or not. The study shows that using a single deformation index, it is not possible to comprehensively evaluate the seismic performance of the vertical irregular structure with the conversion layer, and it is necessary to establish the two-system earthquake resistance based on deformation and damage The method can be evaluated. (2) The seismic performance evaluation method based on the deformation and damage is based on the seismic vulnerability analysis. The rationality of the selection of the ground motion intensity parameters is the direct influence on the structural earthquake. Based on a large number of dynamic nonlinear time-history analysis results, the log-linear regression analysis of the vibration intensity parameters and the structure's maximum seismic response is carried out, and the correlation coefficient, the standard deviation and the slope of the linear regression equation are calculated. As a parameter selection index, the most closely related seismic intensity parameters of structural seismic response are selected to provide a reasonable method for seismic vulnerability assessment based on deformation and damage as a performance index. and (3) because the influence of the vibration characteristics on the structure vulnerability cannot be adequately reflected by adopting the single ground vibration intensity parameter, the structure is the most The large interlayer displacement angle is the performance index, and the influence of the amplitude and frequency spectrum characteristics of the three elements is considered, and the seismic vulnerability surface analysis with multiple ground motion characteristic parameters can be considered, which is based on the change The seismic vulnerability assessment method based on the structure's maximum interlayer displacement angle is based on the analysis of the seismic vulnerability of the structure's maximum interlayer displacement angle. The probability of severe damage to the high-rise frame structure is underestimated, and it is necessary to add the damage as the finger. and (4) in the method for evaluating the earthquake vulnerability based on the damage, the overall damage index of the structure is calculated by the structural component damage index, The seismic damage model of the structural member is studied in this paper. Because of the high-rise frame structure of the belt, the steel-tube concrete column and the section steel concrete beam are used as the conversion component, and the research status of the damage model and the hysteretic characteristics of the steel-concrete composite component are comprehensively considered. The Kratzg Damage Model of Energy Consumption and Its Application The seismic damage assessment of the steel tube concrete column is carried out. The beam-to-column damage ratio based on the accumulated hysteretic energy consumption is then calculated. The damage index of the section steel concrete conversion beam is calculated. Finally, the modified Kratzig damage model and the beam-column are verified by the anti-seismic performance test of a series of composite members. The estimation method of the damage ratio is correct and reasonable. (5) After the correction and verification of the structural earthquake damage model, the damage evolution process from the component level to the level of the floor and the whole structure of the structure is explored, and the structural integral damage is established. An index-based seismic vulnerability assessment method for seismic vulnerability assessment An anti-seismic reliability assessment with a high-rise frame structure is presented. In the process of building up the damage of the floor, the introduction structure is adopted. The weighted combination of the importance coefficient of the building is calculated. In the course of the overall damage of the structure, the floor damage distribution coefficient based on the accumulated hysteretic energy consumption is put forward, and the loss from the floor is reasonably simplified. The calculation of the damage index to the whole damage index of the structure shows that the seismic vulnerability surface analysis based on the whole damage index of the structure can evaluate the band conversion reasonably. The probability of severe damage to the high-rise frame structure. (6) Construction of the two-system shock resistance based on deformation and damage The method can be evaluated, and the implementation step of the evaluation method is presented in the system. The seismic performance evaluation method based on the double system is applied to the seismic reliability analysis of the band-conversion high-rise frame structure, and the structural integral damage and the component damage are respectively obtained from the structural integral damage and the component damage. In one aspect, the seismic performance of the high-rise frame structure is assessed. The structural overall damage assessment shows that when the structure is in a state of substantially intact and mild damage The maximum layer displacement angle of the structure can be used for evaluating the main control parameters when the structure is in the state of moderate and severe damage failure. The damage evaluation of the structural component shows that the damage and destruction of the high-rise frame structure under strong earthquake occurs in the bottom layer and the bottom layer. Steel pipe concrete column and reinforced concrete frame beam of the conversion layer and the damage of the concrete column of the steel pipe is increased, and finally, due to the structure bottom layer and the conversion,
【學(xué)位授予單位】：華南理工大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU973.31


本文編號(hào)：2480091