塑性階段 的英文怎麼說

中文拼音 [sùxìngjiēduàn]
塑性階段 英文
plastic stage
  • 塑 : 動詞（塑造） model; mould
  • 性 : Ⅰ名詞1 （性格） nature; character; disposition 2 （性能; 性質） property; quality 3 （性別） sex ...
  • 階 : 名詞1. （臺階） steps; stairs 2. （等級） rank 3. [醫學] （耳蝸的三個螺旋管的任一個） scala 4. [數學] order 5. [地質學] stage
  • 段 : Ⅰ量詞（部分） section; segment; part; paragraph; passage Ⅱ名詞（姓氏） a surname
  • 階段 : stage; phase; period; gradation; bench
  1. Roll over protective structure ( rops ) is a device which installs on out of construction vehicle. the main functions are : when the vehicle rolling over. rops can prevent the vehicle from rolling over further, and reduce the possibility of rolling vehicle injures operator ; when the vehicle traveling on freezing soil. concrete and rock, it has large resist continuous impact ability ; when the vehicle overturning rops can support the whole vehicle. arrangement of falling object protective structure ( fops ) can block objects ( such as trees, rocks ) so that supply protection for operator. this problem is that research rolling over and falling objects protective structure of bulldozer by learning research condition of rops / fops and relative lay down international standard. on the base of theory analysis. detrudes counting formula of rops / fops deformation through founding mechanics analysis model of rops / fops at the stage of elasticity and plastoelastic. and finds a set of feasible nonlinear finite element analysis counting. lt calculates rops / fops plastoelastic deforma variable of 320hp bulldozer, bulldozer has been carried out by optimizing design method

    其主要功能是：當車輛滾翻時， rops能刺入未凍土壤而阻止車輛的進一步滾翻，降低滾翻的車輛對系著安全帶司機軋傷的可能性；保證rops在碰撞和沖擊變形不大的地面（如凍土、混疑土上、巖石）時，能具有相當大的抗連續沖擊能力；當車輛已經處于顛覆狀態時，已經變形的rops應能支撐住整車。落物保護裝置（簡稱fops ） ，其構件的布置方式要能遮蔽墜落的物體（如，樹木、巖石等） ，以便對司機提供適當的保護。本課題主要通過了解國內外有關對rops fops的研究情況和有關國際標準的制定，對大型推土機傾翻和落物保護裝置進行研究，在理論分析的基礎上，通過建立rops fops的力學分析模型，推導彈性、彈塑性階段rops fops變形的計算公式，建立一套可行的rops fops的非線性有限元分析計算方法。
  2. Viscoplasticity is still in a formative stage.

    粘塑性仍然處在形成階段。
  3. Solving the wire loop profile for which nonlinearity mainly caused by plastic - elastic forming is a challenging work, a finite element model has been proposed to simulate the wire loop profiling, in which beam23 has been selected as calculating unit, and the trajectory of capillary is divided into many displacement loads and applied on the wire step by step

    摘要針對引線成形過程中的材料非線性和幾何非線性問題，選用塑性變形梁beam23單元建立有限元模型，通過時引線分階段分步施加位移載荷模擬鍵合頭的運動軌跡，求解得到相應的引線輪廓形狀。
  4. Relating closely to the main problem of the high sidewall and wide span underground cavities excavation stability of xiluodu hydroelectric project, the evolution characters of geo - stress field in deep - cutting gorge and the whole features of the stress field, strain field and plastic failure zone around the underground chambers after excavation are studied systematically in the dissertation, based on a great deal of data gathered in field investigation and taking the flac3d v2. 0 software as basic computation tools. meanwhile, in the course of research, the new methods of dynamic numerical simulation are summarized and applied. furthermore, the effects of rock mass qualities, initial geo - stress field and excavation procedure on surrounding rock mass stability are discussed

    本文緊密結合溪洛渡水電工程大跨度、高邊墻復雜地下廠房洞室群，施工開挖過程中和開挖后圍巖穩定性研究這一重大課題，在詳盡的野外地質調查工作和對大量基礎地質資料的整理與分析基礎上，以目前國際工程地質界公認的最新通用軟體flac ~ （ 3d ） 2 . 0版作為基本計算工具，從整個壩區地應力場的研究開始，通過動態數值模擬分析這一新的模擬思路，系統地研究了深切峽谷區地應力場多階段的特徵和演變規律，進而對左、右岸地下廠房洞室群開挖全過程中圍巖應力場、變形場和塑性破壞區的變化特徵，進行了全過程動態數值模擬研究，並詳細討論了圍巖質量、初始地應力場、施工開挖順序對大型地下洞室群圍巖穩定性的影響。
  5. In the current criteria, the principal parameters are given from linear elasticity analysis. the effects of cumulation in elasto - plastic working stage is hardly analysis. the stiffness calculation of current eccentric compression member is not specialy stipulated, with the result that the calculation of internal forces are crude

    指出《規范》公式中的主要參數均基於線性（彈性工作階段）分析，對結構實際工作階段（包括彈塑性、塑性工作階段）由於損傷累積而引起結構性能的變化涉及較少，對常見的偏壓構件的剛度計算也未作專門規定，這使得以往內力計算較為粗糙。
  6. When the element studied lost the stability during the elastic - plastic period, the stability balance equation turn to the special coefficient differential equation, and the analytic value cannot be got

    當所研究構件是在彈塑性階段失穩時，穩定平衡微分方程變成非常系數微分方程，而無法求得其解析解。
  7. The wall was equaled to an elastic composite slab with silica bricks as main body and concrete rib beams, columns and outer frame as reinforcing fiber. ( 2 ) elastic - plastic stage. the wall was equaled to a rigid frame - oblique compression bar model in which concrete frame was equivalent to a rigid frame while silica brick was equivalent to a oblique compression bar

    （ 1 ）彈性階段? ?將墻體視為一種以輕質砌塊為基體，混凝土肋梁、肋柱、外框為增強纖維的復合材料等效彈性板； （ 2 ）彈塑性階段? ?將墻體視為一個由鋼筋混凝土剛架和與之鉸接的砌塊等效斜壓桿組成的剛架斜壓桿組合模型； （ 3 ）破壞階段? ?將墻體視為肋梁嚴重破損的梁鉸框架模型。
  8. The ratio of the diameter of nozzle to the diameter of vessel has greater effect on the distribution area of high stress in plastic deformation stage

    對于均處于塑性階段的結構而言，開孔率的大小對高應力區的分佈范圍影響較大。
  9. Firstly, the shear and normal stresses of tapered members under the transverse load or axial load are analysed, and the stresses formulas are obtained which are different from those of the prismatic ones. secondly, research is done on the in - plane inelastic stability of tapered members under axial loads about strong axis and weak axis. a new design method is suggested in which the tapered member is equivalent to the prismatic member with the cross - section at the larger end of the tapered member

    同時由分析可知，目前採用的將變截面壓桿按照彈性極限荷載等效的原則等效成以小端截面為準的等截面壓桿的設計方法，在彈塑性階段低估了壓桿的承載力，即彈性等效的壓桿在彈塑性階段並不等效，實際變截面壓桿的承載力比等效的等截面壓桿的承載力要高。
  10. Characteristically, the strains in the plactic region are much greater than in the elastic region.

    很明顯，塑性階段的應變遠大於彈性階段的應變。
  11. During elastic - plastic stage, the wall was equaled to a rigid frame - oblique compression bar model. during failure stage, the wall was equaled to a beam - hinged frame

    彈性階段一一復合材料等效彈性板模型;彈塑性階段，一捆lj架斜壓桿模型;破壞階段一一梁鉸框架模型。
  12. Then at the elastic - plastic state taking advantage of the brace and eccentric distant, we can control the inelastic deformation of the braced frame. the reinforced concrete frames with eccentric brace conform with the earthquake - resistant principle and its seismic properties have improved remarkably. during the lowly circular and repeated loading, the load - bearing, deformation, and ductility of the eccentrically braced reinforced concerete frames were measured

    偏心支撐鋼筋砼框架的設計意圖是當結構在抵抗外力作用時，在彈性階段結構有較高的抗側剛度，而當結構進入彈塑性階段時，利用支撐和耗能段梁的變形使結構的非彈性變形可控，體現了抗震結構「先剛后柔」的原則，使鋼筋砼框架的抗震性能得到有效地改善。
  13. Local buckling capacity of steel composite beam subjected to combined bending, shear and patch loading is one of key problem in steel structures design. the computational formula for local stability of web was based on the assumption of infinite - elastic perfect plates in the steel structures design code ( gbj17 - 88 ). but in the revised code ( gb50017 - 2003 ), this formula was made big change with reference to british code ( bs5950, partl ) and australian code ( as4100 ), the related research result of our country was included as well. in the modified formula, influence of early geometric imperfection and elastic - plastic buckling stage were considered, which is compatible with both actual circumstance of engineering and the strength formula of beams under bending stresses ( considering partial plasticity of the section ). in this paper, the preceding problem is deeply analyzed and studied, considering the effects of various geometric parameters and stress combinations on buckling critical stress of web, the revised local buckling correlative formula for transverse and longituded stiffened web panels under combined stresses is analyzed and verified by finite element method

    組合鋼梁腹板在彎、剪及局壓復合應力作用下的局部屈曲承載能力是鋼結構設計中需考慮的問題，新的《鋼結構設計規范》 （ gb50017 ? 2003 ）對此部分內容作了較大改動，原規范中關于腹板局部穩定的計算公式是基於無限彈性的完善板假定；新的規范則參考了英國規范（ bs5950 part1 ）及澳大利亞規范（ as4100 ）並結合我國相關研究成果，考慮了屈曲進入彈塑性階段以及初始幾何缺陷的影響。這不僅與工程實際情況相符，而且也與鋼梁在彎曲應力作用下允許截面部分進入塑性的計算公式相協調。
  14. Solid65 element in ansys software was used to analyze and simulate these beams, a comparative agreement between theory and experiment on elastic stage was found. but more researches need further to make on plastic stage

    此外，用ansys有限元軟體的solid65單元進行數值模擬，計算結果同試驗結果進行比較，發現彈性階段兩者吻合得比較好，但在塑性階段還有待于進一步開展研究。
  15. The paper carried out elastic response spectrum analysis on staggered truss frame system, input two strong ground motion records to carry out elastic and plastic time - history analysis. the paper compared the difference of aseismic property between 20 - storeyed composite truss and 20 - storeyed braced composite truss, and concluded that longitudinal brace can not only increase the rigidity but also reduce drift displacement of the first storey. in addition, the paper adopted displacement coefficiency in push - over method to obtain object displacement, and gave the failure modes of the two structures respectively

    本文對鋼結構交錯桁架體系進行了彈性反應譜分析、輸入了兩條強震記錄進行彈性以及彈塑性時程分析，對比了20層混合式和20層縱向帶支撐混合式在彈性階段及彈塑性階段的抗震性能區別，得出縱向帶支撐不但有利於增大縱向的剛度，還可以減小結構底層層間變形的結果；利用pushover的位移系數方法得出了結構的目標位移，並得出了兩種結構的破壞模式。
  16. The elastic solution for elastic - plastic problem is based on model theory of elastic - plasticity and deformation theory of plasticity. with the original data which embodies the stress state of complicated structure at elastic phase and is attained by experiment or calculation, according to the similarity theory between elasticity and plasticity and generalized stress - strain material curves, and using new means and new techniques, this method and change the elastic value into plastic value correspondingly

    結構彈塑性分析的彈性解法是以彈塑性力學的模型理論和塑性力學形變理論為基礎的，具體做法是利用實際工程中由實驗或者計算等方法獲得表徵復雜結構彈性階段應力狀態的原始數據，根據彈性力學和塑性力學方程的相似關系和被實驗材料的廣義應力應變曲線，採用新的分析方法和實驗手段，將彈性解轉換成對應的彈塑性解。
  17. Hollow shear walls " stiffness degeneration, seismic action of frame - shear wall is made certain. this paper presents a method for calculating frame - shear wall structure in elastic - plastic phase based on traditional elastic calculating method. the reference is advanced to make sure the earthquake action of frame - shear wall structure with r. c

    本文利用試驗中得出的空心剪力墻的剛度退化系數，並根據傳統的框-剪結構彈性計算方法，建立了彈塑性階段框架-剪力墻結構的簡化計算方法，為有鋼筋混凝土空心剪力墻的框-剪結構地震作用的確定提供了參考。
  18. After the inelastic phase, the distributing of plastic hinges is proper and reasonable, and the requirement of ductility design of structure is satisfied

    進入塑性階段后，塑性鉸分佈合理，滿足了結構延性設計的要求。
  19. After the analysis results are checked against the experimental results and, it is founded that a satisfactory agreement is obtained in elastic phase and a discontented agreement is gained in plastic phase since the influence of residual stress, degradation of cross - sectional stiffness and the spread of plastic zone length cannot be taken into account in plastic hinges theory

    程序計算結果與試驗值相比，彈性階段吻合得較好，塑性階段由於塑性鉸法無法考慮殘余應力、剛度硬化以及塑性區長度的發武漢理工大學博士學位論文展等因素，因此與試驗值相比誤差偏大。
  20. Using the model parameter from the dynamical experiment, the integrated parameters can be disassembled, thus the structure ' s frequency and the influencing coefficient of their oscillation mode are solved. it ' s tested from the model experiments and fem that the model given by the article has the virtue of explicit concept and convenient method and high accuracy, and it can give reference to evaluate the load capacity of bridge. in the end, in order to assess the existing bridge ' s seismic resistance performance, force reduction factor with ductility is recommended to reflect the seismic force of the structure during the elastic and plastic periods

    另一方面，由動力相似理論建立了室內模型，並進行室內動力試驗，藉助量測到的模態參數分解出綜合參數，可以反推結構頻率及振型參與系數。試驗結果、有限元計算值表明，本文建立的模型概念明確、計算方法簡便、精度較高，可以為動測法評定橋梁結構承載力提供參考。最後，從延性的角度給出強度折減系數來考慮結構進入彈塑性階段的地震力，從而對橋梁的抗震性能做出評價。
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