有限翼板 的英文怎麼說

中文拼音 [yǒuxiànyìbǎn]
有限翼板 英文
finite wing
  • 有 : 有副詞[書面語] （表示整數之外再加零數）: 30 有 5 thirty-five; 10 有 5年 fifteen years
  • 限 : Ⅰ名詞（指定的范圍; 限度） limit; bounds Ⅱ動詞（指定范圍, 不許超過） set a limit; limit; restrict
  • 翼 : Ⅰ名詞1 （翅膀） the wing of a bird 2 （像翅膀的東西） the wing of an aeroplane etc : 鼻翼 wing of...
  • 板 : Ⅰ名詞1 （片狀硬物體） board; plank; plate 2 （專指店鋪的門板） shutter 3 [音樂] （打拍子的樂器） ...
  • 有限 : limited; restricted; finite; a little; not much
  1. It is the key of ebfs, therefore, furthermore calculation about link are carried out in this thesis, introduced achieved research, summarized the affect of link on whole capability in the first, the second, numerical calculation are proceeded on link with ansys : with the purpose of discussing yielding mode critical length of link, established five different specimens ; with the purpose of discussing the influence of h / tw of web, b / tf of flange and h / b, established eighteen different specimens ; with the purpose of discussing the affect of stiffener, established four different specimens, and elaborated the affect of stiffener on link based on achieved test researches

    因此，本文對耗能梁段進行進一步計算分析，概述耗能梁段對整體性能的影響，並利用有限元程序ansys對耗能梁段進行數值計算：針對耗能梁段的屈服類型建立5種不同長度的模型，計算討論耗能梁段屈服類型的長度劃分；針對耗能梁段腹板高厚比、翼緣寬厚比以及梁段截面形狀等因素共建立了18種模型進行計算分析；針對加勁肋對耗能梁段的作用建立了4種模型，並結合已有的試驗闡述了加勁肋對耗能梁段的影響。
  2. Furthermore, in order to predict the force at beam tension flange when end - plate yields, kulak method, applied to determine the ultimate strength of the t - stub connections, are modified by introducing a parameter c. the general solution of parameter c is also provided in this paper

    在有限元計算的基礎上，本文分析了影響節點強度的主要因素，包括： （ 1 ）螺栓和端板的強度； （ 2 ）柱翼緣的抗壓強度； （ 3 ）柱腹板的抗壓強度。
  3. The main popular theoretical method adopted to study end - plate connection is finite element technique under monotonic loading at present. this paper applies nonlinear ( material, geometry and contact ) finite element method to analyze the behaviors of connections under cyclic load at fist time. contact elements are set between end plate and column flange, screw cap and neighborhood plane, bolt bar and hole

    對于端板連接的理論分析，目前國內外的研究主要局限在單向加載有限元分析范疇，本文首次採用三維非線性（包括材料、幾何與狀態非線性）有限元對端板連接進行了循環加載分析，端板與柱翼緣間、螺栓頭（帽）與相鄰板件間、螺栓桿與孔壁間都設置了反映邊界狀態的接觸單元。
  4. With the backing force of hongrun steel company, our products cover various models of angle steel, channel steel, frange plate and i steel

    依託唐山宏潤鋼鐵有限公司的強大後盾，我們的產品包括全部系列型號的角鋼、槽鋼、翼緣板、工字鋼等。
  5. In elementary beam bending theory, it is assumed that the stresses are constant through the width of the beam. however, for the wide flange girders, the stresses are not uniform

    按照初等梁理論即假定翼緣板具有無限抗剪剛度，寬翼緣箱梁在荷載作用下翼緣的正應力沿著寬度方向上是均勻分佈的。
  6. At the end of this section the paper specifies three possible failure modes of the ultimate resistance, depending on the ratio between the flexural resistance of the flanges and the axial resistance of the bolts. this numerical analysis includes many nonlinear structure behaviors such as contact status nonlinearities, geometric nonlinearities and material nonlinearities

    文章就連接翼緣板剛度的變化和設置加勁肋等構造措施對連接的高強度螺栓內力、翼緣板間的接觸壓力、撬力和節點剛度的影響進行了對比分析，並對有限元的計算結果進行了多項式擬合。
  7. 2 based on experimental results and finite elements analysis of new joint, the stress transfer mechanism of the new joint is analyzed. there are two stress transfer patterns about the new joint, one is for rectangular steel tubular column joint, its stress transfer pattern is that beam moment is transferred to column webs mainly by stiffeners, the other is for crft column joint, its stress transfer pattern is that part of beam moment is transferred from stiffeners to column webs, another part of beam moment is transferred to infilled concrete by column flange

    （二）基於新型節點的試驗結果和有限元分析，研究了新型節點的傳力機理，其應力的傳遞路徑分為兩種：對于鋼管柱節點，梁端彎矩主要通過加勁肋板直接傳至柱腹板，對于鋼管混凝土柱節點，梁端彎矩一部分通過加勁肋傳給柱腹板，另一部分通過柱翼緣傳給鋼管內的混凝土。
  8. After comparing between the finite - element analysis and experimental results, the author verified the fem. then according to the chinese code, the nonlinear finite model of the beam - to - column is established which are made of different size components. the responses of beam - to - column web moment connections which are made of different size components are compared and analyzed from three facets, and the conclusions about the joints behavior are drawn : thicken the connection plate, lengthen the connection plate or use a back - up stiffer can improve the connection behavior, consist of improving the behavior of load - supported and reducing the stress convergence in the flange moment plates

    本文根據我國規范的有關規定，自行建立了12個不同構件尺寸的樑柱腹板連接的三維有限元模型，對不同構件尺寸的樑柱腹板剛性連接節點在單向荷載作用下的反應進行了研究，從結構的mises應力等值線示意圖、梁端加載處的荷載? ?位移曲線、翼緣連接板兩端的mises等效應力以及翼緣連接板與柱相連接的三邊的mises應力等值線示意圖四方面進行了比較與分析，從而得出了不同構件尺寸的樑柱腹板剛性連接的在受力行為上的結論：增加翼緣連接板的厚度、增加翼緣連接板的長度以及採用柱的橫向加勁肋均可以改善節點的受力性能：提高節點的承載能力；減小翼緣連接板內部與柱翼緣邊的的應力不均勻現象，從而避免試件過早地發生破壞。
  9. Second, change the diaphragm ’ s space between, retain the other thing, analyze the influence of the stress and deformation of box ? girder cross section and the beam web. based on the analysis upwards, the writer studied the rule of the influence of the stress and deformation box ? girder cross section and the beam web with different diaphragm ’ s space between. according to the results of finite element analysis, the writer puts forward some suggestions which will provide some reference for the following design

    本文利用ansys有限元分析程序，對指定斷面，不同曲率的曲箱梁，建立完備的有限元模型，分別對二個方面的問題進行了分析:其一，通過對箱梁在有無跨中橫隔板時截面頂板及腹板的變形和應力分佈的對比分析，闡述了設置跨中橫隔板的重要性;其二，在相同工況下，通過改變橫隔板的設置間距，分析對箱梁翼緣及腹板的受力影響。
  10. On the basis of analysis previous experiment data, it is conclusion that allowable value of drift angle of elastic and elastic - plastic is 1 / 550 and 1 / 75 respectively, which is applicable to r. c. frame structure with special - shaped column is given out. the conclusion explains that the deformabiliry of r. c. frame structure with special - shaped column lies between rectangle column frame structure and shear wall structure. the calculating formula of allowable value of axial load ratio of special - shaped column is derived, it is compared with that of equaling areas rectangle column

    根據對前人試驗數據的統計分析，給出了適用於異形柱框架結構的彈性和彈塑性層間位移角限值分別為1 550和1 75 ；指出了異形柱框架結構的層間變形能力介於普通矩形柱框架結構和剪力墻結構之間；以t形柱為例，推導了異形柱軸壓比限值的計算公式，通過與等面積矩形柱的對比分析，認為異形柱的軸壓比限值與其截面尺寸的比例關系有關；當腹板受壓或翼緣受壓時， t形柱軸壓比限值存在較大差異；不同的荷載角作用，軸壓比限值變化較大；矩形柱的軸壓比限值要大於異形柱的軸壓比限值。
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