【摘要】：近年來，國內(nèi)高層建筑抗震界組織的歷次長(zhǎng)周期結(jié)構(gòu)研討會(huì)中都討論了有關(guān)長(zhǎng)周期結(jié)構(gòu)的抗震設(shè)計(jì)方法和地震反應(yīng)預(yù)測(cè)方法的問題。加之，根據(jù)本團(tuán)隊(duì)參與指導(dǎo)高層、超高層建筑結(jié)構(gòu)抗震設(shè)計(jì)工作中的累積，認(rèn)識(shí)到關(guān)于我國當(dāng)前預(yù)測(cè)結(jié)構(gòu)地震反應(yīng)的方法存在以下三個(gè)尤為值得關(guān)注的問題：1)當(dāng)前我國規(guī)范設(shè)計(jì)反應(yīng)譜中長(zhǎng)周期段考慮到多方面因素而經(jīng)過了人為調(diào)整[5]，不能代表該地區(qū)某個(gè)具有明確統(tǒng)計(jì)意義的地面運(yùn)動(dòng)強(qiáng)度，因此用擬合該段反應(yīng)譜的方式選擇出的地面運(yùn)動(dòng)記錄不能代表具有明確統(tǒng)計(jì)意義的地面運(yùn)動(dòng)強(qiáng)度；2)通常一次地震發(fā)生，即使震級(jí)、距離和場(chǎng)地條件等參數(shù)相同，因地震波傳播途徑的多樣性以及傳播途徑內(nèi)地質(zhì)構(gòu)造的復(fù)雜性，所記錄到的地面運(yùn)動(dòng)的頻譜特性仍存在很大的離散性。而所輸入地面運(yùn)動(dòng)的離散性必然會(huì)導(dǎo)致最終預(yù)測(cè)出的結(jié)構(gòu)地震反應(yīng)的離散性。然而，目前國內(nèi)對(duì)于長(zhǎng)周期結(jié)構(gòu)性能的考察中都沒有較為系統(tǒng)地考慮由地面運(yùn)動(dòng)的離散性而導(dǎo)致的結(jié)構(gòu)反應(yīng)的離散性。為得到真實(shí)可信的離散性規(guī)律，用來研究地震動(dòng)離散性的地面運(yùn)動(dòng)記錄必須在中長(zhǎng)周期有足夠的可信度；3)因結(jié)構(gòu)所在場(chǎng)地周圍地震環(huán)境的不同，加之每個(gè)結(jié)構(gòu)的動(dòng)力特征的不同，具體場(chǎng)地上的具體結(jié)構(gòu)可能遭受的某個(gè)水準(zhǔn)下的地震動(dòng)類型也是不同的。要合理預(yù)測(cè)結(jié)構(gòu)地震反應(yīng)，應(yīng)該體現(xiàn)該結(jié)構(gòu)周圍地震環(huán)境的影響。而依據(jù)我國結(jié)構(gòu)設(shè)計(jì)規(guī)范選擇的地面運(yùn)動(dòng)通常不能體現(xiàn)結(jié)構(gòu)周圍地震環(huán)境的影響。顯然，這樣預(yù)測(cè)出來的結(jié)構(gòu)地震反應(yīng)是不夠準(zhǔn)確和不夠合理的。 基于上述問題，本論文主要完成了以下工作： ①對(duì)地面運(yùn)動(dòng)長(zhǎng)周期段進(jìn)行了再考證，從地震動(dòng)的量測(cè)儀器、地震動(dòng)記錄誤差分析、地震動(dòng)記錄數(shù)據(jù)處理方法等方面討論了地面運(yùn)動(dòng)長(zhǎng)周期段的可信周期。 ②從美國太平洋地震研究中心（PEER）和新西蘭FTP強(qiáng)地面運(yùn)動(dòng)數(shù)據(jù)庫中收集了261組可信周期足夠長(zhǎng)、相當(dāng)于中國抗震規(guī)范Ⅱ類場(chǎng)地條件的地面運(yùn)動(dòng)記錄，并按震級(jí)、距離等參數(shù)分檔，對(duì)各檔地面運(yùn)動(dòng)記錄加速度反應(yīng)譜的長(zhǎng)周期特性進(jìn)行了研究，統(tǒng)計(jì)了地面運(yùn)動(dòng)的離散性分布規(guī)律。 ③主要針對(duì)現(xiàn)行地面運(yùn)動(dòng)記錄選擇方法中的不足之處，提出了能夠體現(xiàn)結(jié)構(gòu)周圍地震環(huán)境影響及基于地面運(yùn)動(dòng)離散性、具有明確統(tǒng)計(jì)意義的擬合反應(yīng)譜為目標(biāo)譜的地面運(yùn)動(dòng)記錄選擇方法。 ④根據(jù)本論文提出的地面運(yùn)動(dòng)記錄選擇方法，選取了三個(gè)統(tǒng)計(jì)水準(zhǔn)共計(jì)21組（每個(gè)統(tǒng)計(jì)水準(zhǔn)各選擇7組）地面運(yùn)動(dòng)記錄，采用三維空間非線性分析程序PERFORM-3D對(duì)某個(gè)已完成設(shè)計(jì)及超限審查的212.3m超高層建筑結(jié)構(gòu)算例進(jìn)行罕遇地震下的非線性動(dòng)力時(shí)程反應(yīng)分析，對(duì)比不同水準(zhǔn)統(tǒng)計(jì)意義的地面運(yùn)動(dòng)記錄輸入下的結(jié)構(gòu)反應(yīng)，考察由于地面運(yùn)功的離散性而導(dǎo)致的結(jié)構(gòu)反應(yīng)的離散性，以達(dá)到合理預(yù)測(cè)長(zhǎng)周期結(jié)構(gòu)響應(yīng)的目標(biāo)。 完成以上工作，得到的主要結(jié)論有： ①相比于早期使用的模擬式強(qiáng)震儀記錄，基于新一代數(shù)字式強(qiáng)震儀記錄到的地面運(yùn)動(dòng)記錄可以提供更為準(zhǔn)確的長(zhǎng)周期分量，經(jīng)過數(shù)據(jù)校正處理后的數(shù)字強(qiáng)震儀記錄能夠提供可靠的長(zhǎng)周期信息，可以用來研究地震動(dòng)的長(zhǎng)周期特性。 ②震級(jí)大小是影響地面運(yùn)動(dòng)長(zhǎng)周期分量大小的決定性因素，隨著地震震級(jí)增大，當(dāng)?shù)桨l(fā)震斷裂的距離不大時(shí)，所得的加速度反應(yīng)譜的峰值段有周期范圍加大的趨勢(shì)，或形成第二個(gè)次高峰區(qū)。震級(jí)越大，近場(chǎng)地震動(dòng)的動(dòng)力放大系數(shù)β曲線在長(zhǎng)周期區(qū)段的譜值也越大。特別是在M7.0以上的大地震時(shí)，近場(chǎng)與遠(yuǎn)場(chǎng)地震動(dòng)的動(dòng)力放大系數(shù)β曲線在長(zhǎng)周期區(qū)段的譜值都較大。同一震級(jí)檔的地面運(yùn)動(dòng)記錄，隨著距離的增大，其動(dòng)力放大系數(shù)β曲線在長(zhǎng)周期區(qū)段的譜值相差不太大，其衰減速率也相差不大，即“距離”對(duì)地面運(yùn)動(dòng)記錄反應(yīng)譜長(zhǎng)周期段的影響不太明顯。不論記錄臺(tái)站離發(fā)震斷裂的距離大小，也不論地面運(yùn)動(dòng)記錄對(duì)應(yīng)的地震的震級(jí)大小，動(dòng)力放大系數(shù)β的峰值多集中在2.5附近，變動(dòng)范圍為2.3~3.15。 ③建議的地面運(yùn)動(dòng)記錄選擇方法為：采用本論文得出的具有明確統(tǒng)計(jì)意義的擬合反應(yīng)譜（統(tǒng)計(jì)平均反應(yīng)譜、平均值+1倍標(biāo)準(zhǔn)差反應(yīng)譜和平均值+2倍標(biāo)準(zhǔn)差反應(yīng)譜）作為目標(biāo)譜，并對(duì)地震危險(xiǎn)性概率分析結(jié)果進(jìn)行解聚處理，識(shí)別出對(duì)所考察結(jié)構(gòu)地面運(yùn)動(dòng)危險(xiǎn)性起控制作用的地震動(dòng)類型，再選取震級(jí)和場(chǎng)點(diǎn)到震源之間的距離與解聚處理得出的地震動(dòng)類型相協(xié)調(diào)的地面運(yùn)動(dòng)記錄。然后求出選取的地面運(yùn)動(dòng)記錄中的兩個(gè)水平向分量各自的加速度反應(yīng)譜及兩個(gè)反應(yīng)譜的幾何平均譜，控制標(biāo)定后的幾何平均譜在0.2T1~1.5T1周期范圍內(nèi)的平均值不小于目標(biāo)譜。 ④得到長(zhǎng)周期結(jié)構(gòu)在不同水準(zhǔn)統(tǒng)計(jì)意義的地面運(yùn)動(dòng)記錄輸入下的結(jié)構(gòu)反應(yīng)離散性分布狀態(tài)，，建議對(duì)于重要性一般的結(jié)構(gòu)，依照傳統(tǒng)設(shè)計(jì)控制水準(zhǔn)，用本論文中具有明確統(tǒng)計(jì)意義且經(jīng)過擬合的平均反應(yīng)譜為目標(biāo)譜選取的地面運(yùn)動(dòng)作為輸入，并以此來考察結(jié)構(gòu)的抗震性能是合適的；但是對(duì)于特別重要的結(jié)構(gòu)，可能還需要考慮該結(jié)構(gòu)在高于統(tǒng)計(jì)平均值某一特定水平，如平均值+σ或者平均值+2σ的地面運(yùn)動(dòng)強(qiáng)度下的反應(yīng)狀態(tài)，即采用本論文的平均值+σ擬合反應(yīng)譜或者平均值+2σ擬合反應(yīng)譜為目標(biāo)譜來選取地面運(yùn)動(dòng)記錄作為輸入，考察結(jié)構(gòu)的地震反應(yīng)狀態(tài)。如果此狀態(tài)下不滿足結(jié)構(gòu)的性能目標(biāo)，則可以考慮對(duì)結(jié)構(gòu)設(shè)計(jì)方案進(jìn)行調(diào)整，再重復(fù)以上步驟，直到滿足結(jié)構(gòu)的性能目標(biāo)。
[Abstract]:In recent years, the long-period structure Symposium on the seismic boundary of high rise buildings in China has discussed the problems about the seismic design method and the seismic response prediction method of the long period structure. In addition, according to the team's participation in guiding the high-rise, the accumulation of the seismic design work of the super high rise building structure, we recognize the current forecast knot in our country. There are three particularly noteworthy problems in the method of seismic response: 1. In our country, the long period section of the standard design response spectrum of our country has been adjusted [5] by artificial adjustment, and can not represent a certain ground motion intensity with definite statistical significance in the region, so it is chosen by fitting the response spectrum of this section. Ground motion records do not represent ground motion intensity with definite statistical significance; 2) usually one earthquake occurs, even if the magnitude, distance and site conditions are the same, the spectral characteristics of the ground motion recorded are still very large because of the diversity of the seismic wave propagation paths and the complexity of the geological structure within the transmission path. The discreteness of the input ground motion inevitably leads to the discreteness of the final predicted structural seismic responses. However, the discreteness of structural reactions caused by the discreteness of the ground motion is not more systematically considered in the investigation of the long period structure and performance. Law, the ground motion records used to study seismic dynamic discreteness must have sufficient credibility in the medium and long period. 3) the type of ground motion under specific structures on the specific site may be different because of the different seismic environment around the site and the different dynamic characteristics of each structure. The prediction of structural seismic response should reflect the influence of the seismic environment around the structure, and the ground motion selected according to the structural design specification of our country usually can not reflect the influence of the seismic environment around the structure. Obviously, the predicted structural seismic response is not accurate and unreasonable.
Based on the above problems, this thesis has mainly completed the following tasks:
Firstly, the long period section of ground motion is re examined, and the credible period of the long period of ground motion is discussed from the measurement instrument of ground motion, the error analysis of ground motion record and the method of data processing of ground motion recording.
(2) from the American Pacific earthquake research center (PEER) and the New Zealand FTP strong ground motion database, 261 groups of credible cycles were collected, which were equivalent to the ground motion records of class II site conditions of China's seismic code, and were classified according to the magnitude and distance, and the long period characteristics of the acceleration response spectrum of the records of the ground motion were carried out. The discrete distribution law of ground motion is studied.
In view of the shortcomings of the current ground motion recording selection method, the ground motion recording selection method which can reflect the influence of the seismic environment around the structure and the discreteness of the ground motion based on the statistical significance of the fitting response spectrum as the target spectrum is proposed.
(4) according to the method of ground motion record selection proposed in this paper, three statistical levels, 21 groups (7 groups of each statistical level), are selected to record the ground motion, and the three dimensional space nonlinear analysis program PERFORM-3D is used for a 212.3m super high rise building structure with completed design and overlimit review to carry out a rare earthquake The linear dynamic time history response analysis is used to compare the structural responses under the ground motion records of different levels of statistical significance, and to investigate the discreteness of the structural response due to the discreteness of the ground work, so as to achieve the objective of a reasonable prediction of the response of the long period structure.
The main conclusions are as follows:
(1) compared with the early used analog strong seismograph, the record of the ground motion recorded on the new generation of digital strong seismograph can provide more accurate long period components, and the digital strong seismograph after the data correction can provide reliable long period information, which can be used to study the long period characteristics of the ground motion.
The magnitude of the magnitude of the earthquake is the decisive factor affecting the size of the long periodic component of the ground motion. With the increase of the earthquake magnitude, the peak segment of the acceleration response spectrum has a tendency to increase periodically, or second sub peak regions when the earthquake magnitude is not large. The greater the magnitude of the earthquake, the dynamic amplification factor beta curve near the ground motion is The spectral value of the long period section is also larger. Especially in the large earthquake above M7.0, the spectral value of the dynamic amplification factor beta curve of the near and far field vibration is larger in the long period section. The ground motion records of the same magnitude gear are not very different with the distance increasing, and the difference of the spectral values of the dynamic amplification factor beta line in the long period section is not too large. The rate of deceleration also has little difference, that is, the effect of "distance" on the long period of the response spectrum of ground motion records is not very obvious. No matter the distance of the seismic fault and the magnitude of the earthquake magnitude corresponding to the ground motion record, the peak value of the dynamic amplification factor beta is mostly near 2.5, and the variation range is 2.3~3.15..
3. The proposed method of selecting ground motion records is to use the fitting response spectrum (statistical mean response spectrum, mean value +1 times standard difference spectrum and mean value +2 times standard difference response spectrum) as target spectrum, and to dissolve the result of seismic hazard probability analysis and identify the test The type of ground motion that is controlled by the risk of structural ground motion, and then the ground motion records that coordinate the distance between the magnitude and the field to the source and the type of ground motion obtained by the depolymerization process. Then the acceleration response spectrum and the two response spectrum of the two horizontal components in the selected ground motion records are obtained. The mean value of the geometric mean spectrum in the 0.2T1~1.5T1 period is not less than the target spectrum after He Pingjun calibration.
(4) the discrete distribution state of the structural response under the input of the ground motion records with different levels of statistical significance is obtained. It is suggested that the ground motion selected in this paper, which has clear statistical significance and the average response spectrum is fitted, is selected as the target spectrum in accordance with the traditional design control level. It is appropriate to investigate the seismic performance of the structure, but for a particularly important structure, it is possible to consider the reaction state of the structure at a certain level above the statistical average, such as the mean value + Sigma or the average value of +2 sigma. The mean +2 sigma fitting response spectrum is used as the target spectrum to select the ground motion record as input to investigate the seismic response state of the structure. If this state does not meet the performance targets of the structure, the structural design scheme can be adjusted, and the above steps can be repeated until the structure's performance targets are met.
【學(xué)位授予單位】：重慶大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU311.3

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