本文關(guān)鍵詞： U形拱壩 彈塑性有限元 漸進(jìn)破壞過程 極限承載能力 地震動響應(yīng)　出處：《武漢大學(xué)》2017年碩士論文　論文類型：學(xué)位論文

【摘要】：隨著碾壓混凝土筑壩技術(shù)的不斷發(fā)展,國內(nèi)外碾壓混凝土拱壩的建設(shè)越來越成熟。依據(jù)拱壩壩址的地形和地質(zhì)條件,為了更適于發(fā)揮拱的作用,往往選擇在左右對稱的V形河谷修建雙曲拱壩。而"U"形碾壓混凝土薄、高拱壩在國內(nèi)外尚不多見,湖北省青龍拱壩因地形條件的獨(dú)特,尤為特殊,其岸坡坡角在628m-737m高程處高達(dá)60°-87°,兩側(cè)山體陡峻,呈狹窄的深"U"形,拱壩厚高比為0.18,是極為典型的"U"形薄拱壩。目前,國內(nèi)外學(xué)者對常規(guī)"V"形拱壩的靜、動力特性及其破壞機(jī)制做了深入的研究,而"U"形薄、高拱壩的靜、動力特性及安全度的研究亦為鮮見�；诖�,本文首先采用靜力有限單元法對青龍"U,"形拱壩進(jìn)行靜力分析,探究出其應(yīng)力分布規(guī)律與常規(guī)"V"型拱壩的根本性差異,即在距壩底1/4壩高的下游壩面拱冠處出現(xiàn)較大面積的拉應(yīng)力區(qū),由此引發(fā)對青龍"U"形薄拱壩破壞機(jī)制及安全度的探討。繼而采用三維彈塑性有限元方法,基于Drucker-Prager準(zhǔn)則,利用強(qiáng)度儲備系數(shù)法及超載法,分別對青龍拱壩的極限承載能力進(jìn)行彈塑性有限元分析。運(yùn)用位移突變法、塑性區(qū)貫通及收斂性等破壞判據(jù),探討其破壞機(jī)制,評價其整體安全度,總結(jié)了青龍"U"形薄拱壩在極限承載過程中的漸進(jìn)破壞模式特點,并指出其在極限承載過程中由于應(yīng)力的自行調(diào)整,拉應(yīng)力減小或消失,滿足穩(wěn)定安全要求。最后,基于地震動力分析的有限單元方法,對青龍"U"形拱壩進(jìn)行模態(tài)分析,了解其固有頻率和振型,并在此基礎(chǔ)上分別采用振型疊加反應(yīng)譜法和時間歷程法對青龍"U"形拱壩進(jìn)行動力響應(yīng)分析,總結(jié)其不同于常規(guī)"V"形拱壩的動力響應(yīng)特性,對青龍拱壩的抗震安全評價提供了理論基礎(chǔ),并給出了相應(yīng)的抗震安全措施。本文的研究成果不僅對實際工程的設(shè)計及建設(shè)具有實際指導(dǎo)作用,而且對類似工程有相應(yīng)的借鑒和參考意義。
[Abstract]:With the continuous development of roller compacted concrete, RCC arch dam construction at home and abroad more and more mature. On the basis of arch dam is the terrain and geological conditions to make it more suitable to play the role of arch, often choose the V shaped Valley in a symmetrical building double curvature arch dam. The "U" shaped roller compacted concrete thin, high arch dam at home and abroad it is not rare, Hubei province Qinglong arch dam because of the terrain conditions are unique, in particular, the angle of slope in 628m-737m elevation up to 60 DEG -87 DEG, on both sides of the mountain is steep, narrow and deep "U" shape, arch thickness height ratio is 0.18, is a typical "U" shape thin arch dam. At present, domestic and foreign scholars on the conventional "V" shaped arch of the static, dynamic characteristics and failure mechanism was researched, and the "U" shaped thin, high arch dam static, study on the characteristics and safety of power is also rare. Based on this, this paper first uses static finite element method of Qinglong "U, The shape of arch dam by static analysis, exploring the fundamental difference should force distribution with the conventional "V" type of arch dam, in the dam downstream from dam 1/4 high arch dam larger tensile stress area appears at the crown, resulting in the Qinglong "U" shaped thin arch dam failure mechanism and safety degree. By using three-dimensional elastoplastic finite element method, based on the Drucker-Prager criterion, the strength reserve coefficient method and overload method respectively on ultimate bearing capacity of arch dam Qinglong elastic-plastic finite element analysis. Using the displacement mutation method, plastic zone connection and the convergence criterion, discuss the failure mechanism, evaluation the global safety degree, summarizes the Qinglong "U" shaped thin arch dam in the ultimate progressive failure mode features in the process, and pointed out that in the ultimate process due to the stress of self adjustment, the tensile stress decreases or disappears, meet the safety requirements. Finally, stability, The finite element method of seismic dynamic analysis based on Qinglong "U" shaped arch dam modal analysis, the natural frequency and vibration mode, and on this basis respectively by using the mode superposition response of Qinglong "U" shaped arch dam analysis of dynamic response spectrum method and time history method, the total response of the node is different from the conventional the "V" shape of arch dam, provides a theoretical basis for seismic safety evaluation of Qinglong arch dam, seismic and gives the corresponding security measures. This research not only has practical guidance for the design and construction of practical engineering, and have the corresponding reference for similar projects.

【學(xué)位授予單位】：武漢大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TV642.4

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