本文選題：大跨度 + Midas　； 參考：《太原理工大學》2014年碩士論文

【摘要】：2008年奧運會以后,我國大跨度空間鋼結(jié)構(gòu)得到了空前的發(fā)展,各種結(jié)構(gòu)形式、跨度及規(guī)模的建筑物不斷出現(xiàn)。鋼結(jié)構(gòu)優(yōu)越的材料性能、超快的施工速度及可持續(xù)重復利用等優(yōu)點,均表明人類已具備建設(shè)300-1000m超大跨度,及更大空間鋼結(jié)構(gòu)的能力。目前國內(nèi)外的建筑物跨度多在300m以內(nèi),2000年建成的千年穹頂以鋼索和膜材做成的索膜結(jié)構(gòu)直徑為320m。休斯敦受颶風和熱浪襲擊嚴重,提出了ETFE氣枕作為維護結(jié)構(gòu),跨度1600m,高450m的城市穹頂。2010年,俄羅斯某公司提出預在西伯利亞廢棄的礦坑建一個直徑1200m,可容納10000人的三層建筑。隨著全球變暖,環(huán)境惡化,資源的短缺,及應對未來更為艱難的生存環(huán)境,人類對建設(shè)超大跨度,超高層的公共建筑越來越向往,這些建筑不僅能滿足一些重大的社會經(jīng)濟活動的要求,內(nèi)部具有自給自主的系統(tǒng),提供給人們舒適的工作環(huán)境、維持正常的生活,還可以在地震等自然災害來臨時,為災民提供一個安全的避難場所。本文選用雙層球面網(wǎng)殼結(jié)構(gòu)體型,其跨度400m,矢高70m,進行結(jié)構(gòu)設(shè)計及施工技術(shù)研究。基于太原地區(qū)的場地特征條件,以某體育館的整體結(jié)構(gòu)模型為研究對象做如下工作：1)安裝方法。本文對大跨度空間鋼結(jié)構(gòu)的安裝方法進行了總結(jié)與分析,針對超大跨度結(jié)構(gòu)自重大,桿件復雜的特點,對幾種常用的安裝方法進行了可行性分析。其中攀達,整體提升、整體頂升、折疊展開式等方法較適用,但仍需對關(guān)鍵技術(shù)難點進行設(shè)計。2)模型設(shè)計。在3D3S中建立跨度為400m的凱威特K-6型雙層球面網(wǎng)殼模型,導入Midas/Gen軟件,將桿件進行分類分組,進行鋼結(jié)構(gòu)設(shè)計及截面優(yōu)化,減少用鋼量,最終網(wǎng)殼屋蓋總用鋼量為27058t,即每平方米用鋼量為191.92kg。3)靜力分析。通過Midas/Gen軟件對各荷載組合控制下的結(jié)構(gòu)進行應力、位移、反力、內(nèi)力的計算,分析結(jié)構(gòu)靜力特性,應力比最大為0.85,最大位移為349.04mm,均符合規(guī)范要求。4)施工階段。根據(jù)工程實況及現(xiàn)場施工的需要,采用整體提升法,施工階段最大位移為38.92mm,應力為-194.16N/mm2,最大反力為6442.77kN,所需提升荷載最大為1019.01噸。5)變形預調(diào)。采用正裝迭代法進行變形預調(diào)時,合攏后Z向位移最大已經(jīng)達到-41.40mm,經(jīng)過二次迭代后,最大位移控制在0.014mm。施工后與原設(shè)計位置相接近。6)分布卸載。對80個臨時支承支架分11步卸載,最大位移為41.39mm。7)合攏溫差。對溫差為-40℃～40℃進行了研究,得出-20℃對結(jié)構(gòu)的影響最大,20℃最小,合攏溫差應控制在10℃～20℃間。8)采用提升胎架及拉索的組合,并通過預應力拉索,協(xié)調(diào)整體提升時水平推力的影響。
[Abstract]:After the 2008 Olympic Games, the long-span spatial steel structures in China have been developed unprecedentedly, and various structural forms, span and scale buildings have been emerging.The excellent material properties of steel structures, super fast construction speed and sustainable reuse indicate that human beings already have the ability to build 300-1000m super-span and larger space steel structures.At present, the span of buildings at home and abroad is less than 300m. The diameter of cable-membrane structure made of steel cable and membrane materials built in 2000 is 320m.Houston was hit hard by hurricanes and heat waves and proposed a ETFE cushion as a maintenance structure with a span of 1600m and a 450m high urban dome. In 2010, a Russian company proposed a three-story building with a diameter of 1200m in an abandoned mine in Siberia that could accommodate 10000 people.With global warming, environmental degradation, a shortage of resources, and a more difficult living environment for the future, people are increasingly looking forward to building super-span, super-tall public buildings.These buildings can not only meet the requirements of some major social and economic activities, but also provide people with a comfortable working environment and a normal life. They can also be used in times of natural disasters such as earthquakes.Provide a safe haven for the victims.In this paper, the double layer spherical reticulated shell with a span of 400 m and a sagittal height of 70 m is selected to study the structural design and construction technology.Based on the site characteristics of Taiyuan area, the overall structure model of a gymnasium is studied as follows: 1) installation method.In this paper, the installation methods of large span spatial steel structures are summarized and analyzed.The methods of climbing, whole lifting, whole lifting and folding expansion are more suitable, but the key technical difficulties still need to be designed. 2) Model design.The model of K-6 double-layer spherical reticulated shell with a span of 400m is established in 3D3S, and the software Midas/Gen is introduced into the model, the members are classified and grouped, the steel structure design and section optimization are carried out, and the amount of steel used is reduced.Finally, the total steel used for reticulated shell roof is 27058 t, that is, 191.92 kg 路3 kg 路3 per square meter.The stress, displacement, reaction force and internal force are calculated by Midas/Gen software. The static characteristics of the structure are analyzed. The maximum stress ratio is 0.85 and the maximum displacement is 349.04mm.According to the actual situation of the project and the need of the field construction, the integral lifting method is adopted. The maximum displacement of the construction stage is 38.92 mm, the stress is -194.16 N / mm ~ 2, the maximum reaction force is 6442.77 kN, and the maximum lifting load is 1019.01 tons 路5) deformation presetting.The maximum Z-direction displacement has reached -41.40 mm after closing, and the maximum displacement is controlled at 0.014 m after the second iteration.After construction and the original design close to. 6) distribution of unloading.The 80 temporary support supports are unloaded in 11 steps with a maximum displacement of 41.39 mm. 7) closure temperature difference.The temperature difference of -40 鈩，

本文編號：1751535