網(wǎng)殼結(jié)構(gòu)的概率地震易損性分析
發(fā)布時間：2019-05-11 09:12
【摘要】：網(wǎng)殼結(jié)構(gòu)作為大跨度空間網(wǎng)格結(jié)構(gòu)的主要結(jié)構(gòu)形式之一,被廣泛應(yīng)用于綜合文體中心、大型交通樞紐車站及航站樓、集群式工業(yè)廠房等基礎(chǔ)設(shè)施。我國地震災(zāi)害嚴(yán)重,量大面廣的網(wǎng)殼結(jié)構(gòu)面臨著嚴(yán)重的地震威脅。大跨度空間結(jié)構(gòu)一旦發(fā)生破壞或倒塌,將造成嚴(yán)重的人員傷亡、經(jīng)濟損失或社會影響。我國現(xiàn)行抗震設(shè)計規(guī)范采用多級設(shè)計的思想,即“小震不壞、中震可修、大震不倒”,其實質(zhì)是性能化設(shè)計的雛形,但該設(shè)計思想不能考慮到中小地震時結(jié)構(gòu)或非結(jié)構(gòu)構(gòu)件的破壞程度及由此導(dǎo)致的經(jīng)濟損失,遠遠不能滿足社會和公眾對結(jié)構(gòu)抗震性能的需求。本文以基于性能的多水準(zhǔn)化抗震設(shè)計及地震風(fēng)險評估為研究背景,對典型的大跨度空間網(wǎng)格結(jié)構(gòu)——單層球面網(wǎng)殼和單層柱面網(wǎng)殼進行地震易損性分析,一方面可為網(wǎng)殼結(jié)構(gòu)的多水準(zhǔn)性能化設(shè)計奠定理論基礎(chǔ),另一方面則為地震災(zāi)害損失的快速預(yù)測與評估及地震巨災(zāi)保險制度的實施提供技術(shù)支持。具體來說,本文的研究工作如下:(1)以平均模態(tài)應(yīng)變能系數(shù)作為振型貢獻指標(biāo),將其值大于0.01的振型定義為網(wǎng)殼結(jié)構(gòu)線彈性地震響應(yīng)的主導(dǎo)振型。以20條真實地震動記錄作為輸入,分別考慮4種地震動輸入情況:僅X向、僅Y向、僅Z向和三向地震動同時輸入,對單層球面網(wǎng)殼和單層柱面網(wǎng)殼的主導(dǎo)振型進行識別。在此基礎(chǔ)上,采用振型分解反應(yīng)譜法和CQC振型組合方法計算網(wǎng)殼結(jié)構(gòu)僅考慮主導(dǎo)振型、前30階及前250階振型三種情況的地震效應(yīng)組合值,并將其與時程分析結(jié)果進行對比,以驗證該識別方法的可行性。(2)基于網(wǎng)殼結(jié)構(gòu)的主導(dǎo)振型,提出了可同時考慮更多結(jié)構(gòu)自振特性和地震動頻譜成分的地震動強度參數(shù)Sa,dom(T_1~d,T_2~d,...,T_i~d,...T_N~d,(ζ))(簡記為Sa,dom),該地震動強度參數(shù)表示為結(jié)構(gòu)各主導(dǎo)振型對應(yīng)地震動加速度反應(yīng)譜值的幾何加權(quán)平均數(shù),其中各階主導(dǎo)振型的平均模態(tài)應(yīng)變能系數(shù)作為相應(yīng)的權(quán)值。選取了11個常見的地震動強度參數(shù),從與網(wǎng)殼結(jié)構(gòu)非線性地震響應(yīng)的相關(guān)性、有效性、充分性等方面與本文提出的地震動強度參數(shù)進行綜合對比,并對Sa,dom 的地震危險可計算性進行了討論。(3)確定了網(wǎng)殼結(jié)構(gòu)地震易損性分析中歷史地震動記錄的選取原則及合理輸入數(shù)目,并從太平洋地震工程研究中心“下一代衰減模型”強震數(shù)據(jù)庫中選取了 40條遠場地震動記錄來考慮易損性分析中的地震動不確定性�？偨Y(jié)了網(wǎng)殼結(jié)構(gòu)有限元建模中13個隨機參數(shù)的概率分布模型,并通過單參數(shù)敏感性分析獲得了表征13個隨機參數(shù)敏感性大小的“龍卷風(fēng)圖”。在此基礎(chǔ)上,采用Sobol'法和拉丁超立方抽樣方法對5個主要的隨機參數(shù)進行了全局敏感性分析,獲得了 5個參數(shù)各自對結(jié)構(gòu)響應(yīng)的貢獻率。(4)從結(jié)構(gòu)滯回耗能的角度出發(fā),提出了基于地震能量需求的結(jié)構(gòu)損傷指標(biāo)DIE,該指標(biāo)定義為地震能量需求與結(jié)構(gòu)耗能能力的比值,其中地震能量需求即為結(jié)構(gòu)在地震過程中的總滯回耗能,可通過對結(jié)構(gòu)的加速度響應(yīng)時程進行連續(xù)小波變換等效獲得。以高效的拉丁超立方抽樣方法對5個主要的結(jié)構(gòu)隨機參數(shù)進行抽樣,以40條遠場地震動作為輸入,對18個不同矢跨比及屋面質(zhì)量的單層球面網(wǎng)殼和單層柱面網(wǎng)殼的720個隨機樣本進行動力荷載域全過程分析,對分析結(jié)果進行統(tǒng)計,基于損傷指標(biāo)DIE建立了不同網(wǎng)殼結(jié)構(gòu)的概率地震需求模型、概率抗震能力模型和概率倒塌能力模型,并獲得了網(wǎng)殼結(jié)構(gòu)不同性能水準(zhǔn)的地震易損性曲線。(5)基于文獻中己有的近場速度脈沖型地震動判別方法,選取了 40條包含速度脈沖分量的近場地震動,并將其作為輸入,考察了單層球面網(wǎng)殼和單層柱面網(wǎng)殼在近場速度脈沖型地震動作用下的位移和軸力響應(yīng);對網(wǎng)殼結(jié)構(gòu)進行動力荷載域全過程分析,建立了網(wǎng)殼結(jié)構(gòu)在近場速度脈沖型地震動作用下的概率地震需求模型、概率抗震能力模型和概率倒塌能力模型,并與遠場地震動作用下的分析結(jié)果進行對比。
[Abstract]:The latticed shell structure is one of the main structural forms of the large-span spatial grid structure, and is widely used in the infrastructure such as the comprehensive style center, the large-scale transport hub station and the terminal, the cluster-type industrial plant and the like. In our country, the earthquake disaster is serious and the large-scale latticed shell structure faces serious earthquake threat. Once the large-span space structure is damaged or collapsed, serious casualties, economic loss or social influence will be caused. The present anti-seismic design code of China adopts the thought of multi-level design, that is, the "The small earthquake is not bad, the middle shock can be repaired, the big earthquake does not fall", its essence is the prototype of the performance design, but the design thought can not take into account the damage degree of the structural or non-structural component in the small and medium-sized earthquake and the economic loss caused by the design. It is far from meeting the demands of the society and the public on the seismic performance of the structure. Based on the performance-based multi-level seismic design and the seismic risk assessment, a typical large-span spatial grid structure _ single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell are subjected to seismic vulnerability analysis. On the one hand, it can lay a theoretical foundation for the multi-level performance design of the reticulated shell structure, and on the other hand, provide technical support for the rapid prediction and assessment of the earthquake disaster loss and the implementation of the earthquake catastrophe insurance system. In particular, the research work of this paper is as follows: (1) The mode shape with the value greater than 0.01 is defined as the dominant mode of the elastic seismic response of the reticulated shell structure by using the average modal strain energy coefficient as the mode shape contribution index. Taking 20 real vibration records as input, four ground motion input cases are considered respectively: only X-direction, Y-direction, Z-direction and three-direction ground vibration are input, and the dominant mode of single-layer spherical reticulated shell and single-layer cylindrical reticulated shell is identified. On this basis, the seismic effect combination values of the dominant mode, the first 30-order and the first 250-order modes are calculated using the mode-mode decomposition reaction method and the CQC mode combination method, and compared with the time-history analysis result, so as to verify the feasibility of the identification method. (2) Based on the dominant mode of the reticulated shell structure, the ground motion intensity parameters Sa, dom (T _ 1-d, T _ 2-d,...) with more structural vibration characteristics and ground motion spectrum components can be considered at the same time. .,T_i~d,.. T _ N-d, (1)) (abbreviated as Sa, dom), the ground motion intensity parameter is expressed as the geometric weighted average of the vibration acceleration response spectrum value corresponding to each dominant mode of the structure, and the average modal strain energy coefficient of each stage dominant mode is used as the corresponding weight. In this paper,11 common ground motion intensity parameters are selected, and the correlation, validity and sufficiency of the nonlinear seismic response with the reticulated shell structure are compared with the ground motion intensity parameters proposed in this paper, and the computability of the earthquake risk of Sa and dom is discussed. (3) The selection principle and reasonable input number of the historical ground motion record in the seismic vulnerability analysis of the reticulated shell structure are determined, and 40 far field vibration records are selected from the "next generation model" strong-motion database of the Pacific Seismic Engineering Research Center to consider the ground motion uncertainty in the vulnerability analysis. In this paper, the probability distribution model of 13 random parameters in the finite element modeling of the reticulated shell structure is summarized, and the "tornadogram" of the sensitivity of 13 random parameters is obtained by single-parameter sensitivity analysis. On this basis, the global sensitivity analysis of five main random parameters is carried out by using the Sobol 'method and the Latin hypercube sampling method, and the contribution rate of each of the five parameters to the structure response is obtained. (4) From the viewpoint of the hysteretic energy consumption of the structure, The structure damage index (DIE) based on the seismic energy demand is presented, which is defined as the ratio of the seismic energy demand and the structural energy dissipation capacity, in which the seismic energy demand is the total hysteresis energy consumption of the structure during the earthquake. The method can be obtained by performing continuous wavelet transformation on the acceleration response time history of the structure, The whole process analysis of the dynamic load domain of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell of 18 different vector-span ratio and the roof quality is carried out, the analysis result is counted, and the probability seismic demand model of the different reticulated shell structures is established based on the damage index DIE. Based on the near-field velocity pulse-type ground motion discrimination method,40 pieces of near-field vibration with velocity pulse component are selected based on the near-field velocity pulse-type ground motion discrimination method in the literature. The displacement and axial force response of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell under the action of near-field velocity pulse-type ground motion are investigated, and the whole process analysis of the dynamic load domain of the reticulated shell structure is carried out, The probability seismic demand model, the probability anti-seismic capability model and the probability collapse capability model of the reticulated shell structure under the action of the near-field velocity pulse-type ground motion are established, and the results of the analysis are compared with the analysis results under the action of the remote site.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2016
【分類號】：TU399;TU312.3
本文編號：2474374
[Abstract]:The latticed shell structure is one of the main structural forms of the large-span spatial grid structure, and is widely used in the infrastructure such as the comprehensive style center, the large-scale transport hub station and the terminal, the cluster-type industrial plant and the like. In our country, the earthquake disaster is serious and the large-scale latticed shell structure faces serious earthquake threat. Once the large-span space structure is damaged or collapsed, serious casualties, economic loss or social influence will be caused. The present anti-seismic design code of China adopts the thought of multi-level design, that is, the "The small earthquake is not bad, the middle shock can be repaired, the big earthquake does not fall", its essence is the prototype of the performance design, but the design thought can not take into account the damage degree of the structural or non-structural component in the small and medium-sized earthquake and the economic loss caused by the design. It is far from meeting the demands of the society and the public on the seismic performance of the structure. Based on the performance-based multi-level seismic design and the seismic risk assessment, a typical large-span spatial grid structure _ single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell are subjected to seismic vulnerability analysis. On the one hand, it can lay a theoretical foundation for the multi-level performance design of the reticulated shell structure, and on the other hand, provide technical support for the rapid prediction and assessment of the earthquake disaster loss and the implementation of the earthquake catastrophe insurance system. In particular, the research work of this paper is as follows: (1) The mode shape with the value greater than 0.01 is defined as the dominant mode of the elastic seismic response of the reticulated shell structure by using the average modal strain energy coefficient as the mode shape contribution index. Taking 20 real vibration records as input, four ground motion input cases are considered respectively: only X-direction, Y-direction, Z-direction and three-direction ground vibration are input, and the dominant mode of single-layer spherical reticulated shell and single-layer cylindrical reticulated shell is identified. On this basis, the seismic effect combination values of the dominant mode, the first 30-order and the first 250-order modes are calculated using the mode-mode decomposition reaction method and the CQC mode combination method, and compared with the time-history analysis result, so as to verify the feasibility of the identification method. (2) Based on the dominant mode of the reticulated shell structure, the ground motion intensity parameters Sa, dom (T _ 1-d, T _ 2-d,...) with more structural vibration characteristics and ground motion spectrum components can be considered at the same time. .,T_i~d,.. T _ N-d, (1)) (abbreviated as Sa, dom), the ground motion intensity parameter is expressed as the geometric weighted average of the vibration acceleration response spectrum value corresponding to each dominant mode of the structure, and the average modal strain energy coefficient of each stage dominant mode is used as the corresponding weight. In this paper,11 common ground motion intensity parameters are selected, and the correlation, validity and sufficiency of the nonlinear seismic response with the reticulated shell structure are compared with the ground motion intensity parameters proposed in this paper, and the computability of the earthquake risk of Sa and dom is discussed. (3) The selection principle and reasonable input number of the historical ground motion record in the seismic vulnerability analysis of the reticulated shell structure are determined, and 40 far field vibration records are selected from the "next generation model" strong-motion database of the Pacific Seismic Engineering Research Center to consider the ground motion uncertainty in the vulnerability analysis. In this paper, the probability distribution model of 13 random parameters in the finite element modeling of the reticulated shell structure is summarized, and the "tornadogram" of the sensitivity of 13 random parameters is obtained by single-parameter sensitivity analysis. On this basis, the global sensitivity analysis of five main random parameters is carried out by using the Sobol 'method and the Latin hypercube sampling method, and the contribution rate of each of the five parameters to the structure response is obtained. (4) From the viewpoint of the hysteretic energy consumption of the structure, The structure damage index (DIE) based on the seismic energy demand is presented, which is defined as the ratio of the seismic energy demand and the structural energy dissipation capacity, in which the seismic energy demand is the total hysteresis energy consumption of the structure during the earthquake. The method can be obtained by performing continuous wavelet transformation on the acceleration response time history of the structure, The whole process analysis of the dynamic load domain of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell of 18 different vector-span ratio and the roof quality is carried out, the analysis result is counted, and the probability seismic demand model of the different reticulated shell structures is established based on the damage index DIE. Based on the near-field velocity pulse-type ground motion discrimination method,40 pieces of near-field vibration with velocity pulse component are selected based on the near-field velocity pulse-type ground motion discrimination method in the literature. The displacement and axial force response of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell under the action of near-field velocity pulse-type ground motion are investigated, and the whole process analysis of the dynamic load domain of the reticulated shell structure is carried out, The probability seismic demand model, the probability anti-seismic capability model and the probability collapse capability model of the reticulated shell structure under the action of the near-field velocity pulse-type ground motion are established, and the results of the analysis are compared with the analysis results under the action of the remote site.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2016
【分類號】：TU399;TU312.3
【引證文獻】
相關(guān)碩士學(xué)位論文 前1條
1 鮮曉東;基于整體可靠度的單層球面網(wǎng)殼靜力穩(wěn)定性概率設(shè)計研究[D];哈爾濱工業(yè)大學(xué);2017年
，本文編號：2474374
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