本文選題：大跨度空間鋼結(jié)構(gòu)　切入點(diǎn)：數(shù)值模擬　出處：《武漢理工大學(xué)》2015年碩士論文　論文類(lèi)型：學(xué)位論文

【摘要】：近年來(lái),大跨度空間結(jié)構(gòu)的應(yīng)用越來(lái)越廣泛,國(guó)內(nèi)外許多造型獨(dú)特、結(jié)構(gòu)復(fù)雜的大跨度空間建筑拔地而起,由于大跨度空間結(jié)構(gòu)在整個(gè)施工過(guò)程中的受力非常復(fù)雜,需要對(duì)整個(gè)施工過(guò)程進(jìn)行數(shù)值計(jì)算,并對(duì)施工過(guò)程進(jìn)行安全控制。某體育館跨度大、凈空高、造型復(fù)雜,因此在施工過(guò)程中,存在一定的安全隱患,需對(duì)其施工過(guò)程進(jìn)行分析和計(jì)算。體育館鋼屋蓋是一個(gè)近似圓形的結(jié)構(gòu),由主次桁架拼接而成,部分桁架中心位置下部設(shè)有臨時(shí)支撐。本文以該體育館鋼屋蓋結(jié)構(gòu)的施工過(guò)程為實(shí)際工程背景,對(duì)其安裝過(guò)程和臨時(shí)支撐拆除過(guò)程進(jìn)行研究。本文的主要研究?jī)?nèi)容和結(jié)論如下:1、根據(jù)實(shí)際施工過(guò)程進(jìn)行有限元數(shù)值計(jì)算,計(jì)算分析結(jié)果表明:鋼屋蓋臨時(shí)支撐拆除以后,鋼屋蓋最大位移值為-28.4mm,最大等效應(yīng)力為81.7MPa;臨時(shí)支撐拆除前后,結(jié)構(gòu)的應(yīng)力值和變形值均維持在一個(gè)安全的范圍內(nèi)。2、對(duì)部分組成鋼屋蓋的關(guān)鍵桁架同一斷面處上弦、下弦位置處的位移計(jì)算數(shù)據(jù)進(jìn)行分析,對(duì)各個(gè)桁架的受力特點(diǎn)和規(guī)律進(jìn)行分析,結(jié)果表明:整體鋼屋蓋以各桁架中心為對(duì)稱位置,從桁架兩端向桁架中心位置收縮,并伴隨相應(yīng)的扭轉(zhuǎn),整個(gè)鋼屋蓋的扭轉(zhuǎn)量、東西方向變形量以及南北方向變形量均較小。3、根據(jù)數(shù)值計(jì)算的結(jié)果,制定詳細(xì)的監(jiān)測(cè)方案,并對(duì)整個(gè)施工過(guò)程的監(jiān)測(cè)數(shù)據(jù)進(jìn)行分析,在臨時(shí)支撐卸載前后結(jié)構(gòu)部分測(cè)點(diǎn)的應(yīng)力和位移發(fā)生突變,大多數(shù)測(cè)點(diǎn)的應(yīng)力和位移值在各自方向上均呈增大的趨勢(shì),其中最大應(yīng)力監(jiān)測(cè)值為-62.3MPa,最大豎向變形為-25mm,且維持在一個(gè)平穩(wěn)的范圍內(nèi)。上弦桿主要承受壓應(yīng)力的影響,而腹桿的受力較為復(fù)雜,壓應(yīng)力和拉應(yīng)力分布比較平衡,下弦桿主要承受拉應(yīng)力的影響,臨時(shí)支撐在整個(gè)施工過(guò)程中受壓。4、對(duì)實(shí)際監(jiān)測(cè)數(shù)據(jù)和理論數(shù)據(jù)進(jìn)行對(duì)比分析,數(shù)據(jù)吻合較好。通過(guò)對(duì)以上內(nèi)容的研究,體育館鋼屋蓋在整個(gè)施工過(guò)程中,結(jié)構(gòu)的變形遠(yuǎn)小于相關(guān)規(guī)范[46]要求的允許變形L/500(L=67.2m),結(jié)構(gòu)實(shí)際的最大應(yīng)力只有材料強(qiáng)度設(shè)計(jì)值的29%(Q235鋼材強(qiáng)度設(shè)計(jì)值為215MPa)。結(jié)果表明體育館鋼屋蓋的施工過(guò)程是合理有效的,且選用數(shù)值計(jì)算和實(shí)時(shí)監(jiān)測(cè)的方法也是科學(xué)的,研究方法和結(jié)果可為類(lèi)似工程的施工模擬和實(shí)時(shí)監(jiān)測(cè)提供指導(dǎo)和參考。
[Abstract]:In recent years, the application of long-span spatial structure is more and more extensive. Many long-span spatial buildings with unique shape and complex structure have emerged at home and abroad, because the force of long-span spatial structure in the whole construction process is very complex. It is necessary to carry out numerical calculation and safety control of the whole construction process. A gymnasium has a large span, high clearance and complex shape, so there are some hidden dangers in the construction process. It is necessary to analyze and calculate the construction process. The steel roof of the gymnasium is an approximate circular structure, which is composed of the primary and secondary truss. There is temporary support in the lower part of the truss center. This paper takes the construction process of the steel roof structure of the gymnasium as the practical engineering background. The main contents and conclusions of this paper are as follows: 1. According to the actual construction process, the finite element numerical calculation is carried out. The results show that: after the steel roof temporary bracing is removed, The maximum displacement of steel roof is -28.4 mm and the maximum equivalent stress is 81.7 MPa. Before and after the temporary bracing is removed, the stress value and deformation value of the structure are maintained in a safe range of 0.2. The displacement calculation data at the lower chord position are analyzed, and the stress characteristics and rules of each truss are analyzed. The results show that the integral steel roof takes the center of each truss as the symmetrical position and shrinks from the two ends of the truss to the central position of the truss. With the corresponding torsion, the torsion of the whole steel roof, the deformation in the east and west direction and the deformation in the north and south direction are smaller. According to the results of numerical calculation, the detailed monitoring scheme is made, and the monitoring data of the whole construction process are analyzed. The stress and displacement of some measuring points of the structure changed suddenly before and after the temporary support was unloaded, and the stress and displacement values of most of the measured points showed an increasing trend in their respective directions. The maximum stress monitoring value is -62.3MPa, the maximum vertical deformation is -25mm, and the maximum vertical deformation is kept in a stable range. The upper chord mainly bears the influence of compressive stress, while the web bar is more complicated, and the distribution of compressive stress and tensile stress is more balanced. The lower chord is mainly affected by tensile stress, and the temporary support is under pressure during the whole construction process. Comparing and analyzing the actual monitoring data and the theoretical data, the data are in good agreement. The steel roof of the gymnasium was built during the whole construction. The deformation of the structure is much smaller than that of the allowable deformation L / 500 / L ~ (67.2mg) required by the relevant code [46], and the actual maximum stress of the structure is only 29m Q235 steel strength design value of the material strength design value. The results show that the construction process of the Gymnasium steel roof is reasonable and effective. It is also scientific to select the methods of numerical calculation and real-time monitoring. The research methods and results can provide guidance and reference for the construction simulation and real-time monitoring of similar projects.
【學(xué)位授予單位】：武漢理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：TU758.11

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