【摘要】：大跨空間結(jié)構(gòu)具有外形美觀、受力合理、跨越能力強(qiáng)、重量輕、造價低等優(yōu)點(diǎn),近年來在體育場館、影劇院、會展中心、航站樓等建筑中得到廣泛應(yīng)用。由于大跨空間結(jié)構(gòu)規(guī)模大且形式復(fù)雜,施工周期長,結(jié)構(gòu)在施工期間發(fā)生事故的概率較大。因此,大跨空間結(jié)構(gòu)施工全過程模擬分析與施工監(jiān)測受到越來越多的關(guān)注。本文將針對某音樂廳施工期間的力學(xué)性能展開模擬分析與現(xiàn)場監(jiān)測,主要研究內(nèi)容如下:(1)總結(jié)分析施工力學(xué)分析的方法及各自特點(diǎn),確定用于本文的分析方法。采用SAP2000通用有限元分析程序,考慮結(jié)構(gòu)的非線性、材料非線性以及邊界的非線性,對某音樂廳該典型工程在施工過程中的力學(xué)性能進(jìn)行分析,獲得關(guān)鍵位置的變形,并確定臨時支撐卸載方案。研究表明,一般單元法比時變單元法和拓?fù)渥兓ㄟm合用于結(jié)構(gòu)施工全過程分析;制定的多點(diǎn)同步卸載方案,經(jīng)過對結(jié)構(gòu)關(guān)鍵構(gòu)件在卸載過程中豎向位移和水平位移的分析,證明具有良好的可行性。(2)在簡要介紹大跨空間結(jié)構(gòu)施工監(jiān)測內(nèi)容、方法和系統(tǒng)的基礎(chǔ)上,基于施工過程的模擬結(jié)果,制定某音樂廳的施工監(jiān)測方案,重點(diǎn)監(jiān)測臨時支撐卸載過程中結(jié)構(gòu)關(guān)鍵位置變形的發(fā)展,同時與施工過程模擬結(jié)果進(jìn)行對比;另外,監(jiān)測卸載過程中支承反力的變化情況。研究表明,臨時支撐卸載過程中結(jié)構(gòu)周圍關(guān)鍵測點(diǎn)的位移均勻緩慢變化,結(jié)構(gòu)處于穩(wěn)定狀態(tài);施工過程監(jiān)測結(jié)果與模擬分析結(jié)果比較接近,發(fā)展規(guī)律一致;卸載后支撐處的反力均降低為零,達(dá)到了預(yù)期的施工效果。(3)針對某音樂廳對結(jié)構(gòu)變形的控制要求,對主體結(jié)構(gòu)完工后結(jié)構(gòu)在玻璃幕墻等安裝過程中關(guān)鍵構(gòu)件的內(nèi)力、變形進(jìn)行監(jiān)測,并進(jìn)行模擬分析。研究表明,后續(xù)施工對屋蓋關(guān)鍵構(gòu)件的應(yīng)力影響不大,并且應(yīng)力監(jiān)測結(jié)果得到了有限元結(jié)果的驗證;玻璃幕墻等附屬部分的施工沒有對主體結(jié)構(gòu)產(chǎn)生明顯擾動,監(jiān)測得到的結(jié)構(gòu)主桁架、次桁架的變形雖略微增長,但均處于穩(wěn)定狀態(tài)。
[Abstract]:Long-span space structure has the advantages of beautiful appearance, reasonable force, strong span ability, light weight, low cost and so on. In recent years, it has been widely used in stadiums, theatres, exhibition centers, terminal buildings and so on. Because of the large scale and complicated form and the long construction period, the large span spatial structure has a high probability of accidents during construction. Therefore, more and more attention has been paid to the whole process simulation analysis and construction monitoring of long span space structure. The main contents of this paper are as follows: (1) summarize and analyze the methods and characteristics of construction mechanics analysis and determine the analytical methods used in this paper. By using SAP2000 general finite element analysis program, considering the nonlinearity of structure, material nonlinearity and boundary nonlinearity, the mechanical properties of this typical project in a concert hall during construction are analyzed, and the deformation of the key position is obtained. And determine the temporary support and unloading program. The results show that the general element method is more suitable than the time-varying element method and the topology change method for the analysis of the whole process of structure construction, and the multi-point synchronous unloading scheme has been developed through the analysis of the vertical displacement and horizontal displacement of the key members of the structure during the unloading process. It is proved that it has good feasibility. (2) based on the brief introduction of the monitoring contents, methods and systems of the construction of large span space structure, and based on the simulation results of the construction process, the construction monitoring scheme of a concert hall is formulated. Emphasis is placed on monitoring the development of the deformation at the key position of the structure during the unloading process of temporary support, and comparing the results with the simulation results of the construction process; in addition, the change of the supporting reaction force during the unloading process is monitored. The research shows that the displacement of the key measuring points around the structure changes slowly and evenly during the temporary support unloading process, and the structure is in a stable state, the monitoring results of the construction process are close to the results of the simulation analysis, and the development law is consistent. The reaction force of the support after unloading is reduced to zero, which achieves the expected construction effect. (3) according to the control requirements of the structure deformation in a concert hall, the internal force of the key components of the main structure during the installation process such as glass curtain wall after the completion of the main structure is analyzed. Deformation is monitored and simulated. The results show that the following construction has little effect on the stress of the key components of the roof, and the stress monitoring results are verified by the finite element results, and the construction of the subsidiary parts such as glass curtain wall has no obvious disturbance to the main structure. The deformation of the main truss and the secondary truss is stable, although the deformation of the secondary truss is slightly increased.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU758.11

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