deformation coefficient 中文意思是什麼

deformation coefficient 解釋
變形系數
  • deformation : 變形,走樣
  • coefficient : adj. 共同作用的。n. 1. 共同作用；協同因素。2. 【數，物】系數，率；程度。
  1. Establishing an human spine dynamic model is an significan event to study spine injured biomechanics of pilot " s ejective injury, parachute opening, landing and study the endurance to impact loading on human spine. in this paper, the huston " s method of kane " s equations is developed so that it can be applied to the multibodysystem including translation between the bodyies. the dynamic model of human spine is provided basing on these theories, while the big movement of spine is considered. the deformation of vetebra is far smaller comparing with the intervetebra disc, so the spine is considered into multibodysystem including rigid bodies ( vetebra ) and the flexible bodies ( intervetebra disc ). the computer solution correspond with the results of the large scale human impact test. the rigid coefficient factors and the damping factor of intervetebra joints are obtained

    人體脊柱動力學模型的建立對研究飛行員彈射救生、傘兵跳傘開傘、著陸等脊柱損傷的生物力學以及研究人體脊柱耐受沖擊載荷的極限問題都具有重要意義.首先發展了凱恩方程的休斯頓方法，使其可應用於變形體連接的多體系統，並以此理論為依據建立人體整椎脊柱沖擊動力學模型，此時考慮脊柱的大位移運動，每個椎骨的變形相對椎間盤的變形小得多，把脊柱看成由剛體（椎骨）和變形體（椎間盤）組成的多體系統.並以大型真人坐姿沖擊實驗結果進行了擬合，最後得到腰椎間關節剛度系數因子和阻尼系數因子
  2. The deformation of the waffle slab can be calcu1ated by using the tab1es of two - - way so1id s1ab. but with a changing flexural rigidity coefficient, which was very c1ose to the test va1ue in the uncracked and cracked stages

    根據試驗結果，用極限平衡法可以便捷和較為準確地求得雙向密肋樓蓋的極限平衡荷載；提出了利用雙向板表格計算雙向密肋樓蓋的變形。
  3. And the consumption which are caused by the deformation of the rock mass and the consumption which fill all the void space of the joint can be got. then the block coefficient k of the this geologic condition can be got by the actual consumption of the injection grout in the practical grouting

    本論文中主要通過有限元法來計算巖體的變形，並進而求得由巖體變形引起的那部分注漿量和完全充填節理裂隙的注漿量，再根據實際工程的實際注漿量來計算試驗所代表的地層的充填系數k 。
  4. This article described the deformation features of taojiaba landslide and analyzed the inner factors, geologic setting, topography, morphology, stratum, lithology and texture, and the external influence factors, precipitation, flood, human activity, neotectonic activity and earthquake, and the transform features of landslide in the near future, and evaluate stability of landslide through the section coefficient method calculation on basis for landslide mechanism analysis and control work

    摘要陶家壩滑坡基本特徵顯示，滑坡變形的主要影響因素有：地質環境因素（地形地貌、地層巖性、物質結構） 、外界影響因素（降水因素、洪水因素、人為因素、新構造及地震） ，以及滑坡近期變形特徵，通過剖面遞推系數法計算，對滑坡的穩定性進行了評價，為滑坡機制分析和優化整治措施提供依據。
  5. The load transverse distribution coefficient of test is in coincidence with the calculating hypothesis. prestress is linear distribution along the section height. the deformation of the section is according with the plane hypothesis

    通過對試驗結果與有限元計算結果的對比分析，得出結論如下： 1 、本文所測試的荷載橫向分佈系數符合計算假定；預應力沿截面高度分佈具有較好的線性關系，截面變形符合平面假設。
  6. All the results can be utilized by engineers, during the designing and construction. the main conclusions are listed as follows : ( 1 ) based on the shortest line between weak interbed and limit of excavation and the location of point of intersection between limit of excavation, classification of weak interbed distribution is set up, and the distance of distribution is defined ; ( 2 ) according to the strength and deformation equivalent principle, influence zone of weak interbed is introduced, and a new method to simulating the weak interbed with thickness is built ; ( 3 ) some quantificational results on influence of weak interbed respectively at crown, right shoulder and right wall are summarized ; ( 4 ) some quantificational results on influence of weak interbed with the distance between weak interbed and limit of excavation 0. 2d, 0. 5d, l. od are gained ; ( 5 ) some quantificational results on influence of weak interbed in the rock mass with confining coefficient 0. 38, 1. 0, 1. 5, 2. 0, 3. 0 are summed up ; ( 6 ) some quantificational results are summarized on influence of the underground surrounding rock mass stability with weak interbed, in the representational surrounding rock mass graded ii, iii, iv ; ( 7 ) according to the studying results some advices are suggested on designing of underground engineering

    主要結論如下： （ 1 ）以軟弱夾層到開挖輪廓線最短距離和最短距離線與開挖輪廓線的交點位置為指標對軟弱夾層的分佈部進行了分類，並確定了軟弱夾層分佈距離； （ 2 ）根據強度等效和變形等效的原則，引入了軟弱夾層影響帶的概念，建立了模擬軟弱夾層厚度的一種新方法； （ 3 ）總結出了軟弱夾層分佈在拱頂、右拱肩、右邊墻時對地下洞室穩定性影響的量化指標； （ 4 ）分析出了軟弱夾層距開挖輪廓線0 . 2d 、 0 . 5d 、 1 . 0d三種情況對地下洞室穩定性影響的量化指標； （ 5 ）總結出了在不同的側壓力系數（ 0 . 38 、 1 . 0 、 1 . 5 、 2 . 0 、 3 . 0 ）地應力場中軟弱夾層對穩定性影響的量化指標； （ 6 ）得出了在、 、代表性圍巖中軟弱夾層對穩定性影響量化結果； （ 7 ）根據數值試驗成果提出了在有軟弱夾層圍巖中地下洞室設計原則的幾點新內容。
  7. Drawing piece unfold size is one basic condition under the calculation on coefficient, number of drawing, handbooks or books of press are not given, practice press production, die designer designs drawing die by experience calculation, after testing, according to deformation, state, defect shape of testing blank, shape and unfold size is revising, finally, unfold size and shape of blank are determined, designing period is longer, cost of die and work piece is to raise, economic benefit is to reduce

    拉深件展開尺寸是拉深可行性分析中計算拉深系數與拉深次數的前提條件，現有沖壓手冊或教材對于復雜拉深件的展開尺寸計算尚未論述。復雜拉深件的沖壓生產中，模具設計者憑經驗估計拉深可行性，設計製造拉深模進行反復試壓，根據試壓件的形變狀態，缺陷形貌，制定坯料展開尺寸和形狀，周期較長，因而生產成本高，經濟效益不佳。
  8. According with the characteristics of pore water seepage and soil deformation, the 1 - d rebound anti - consolidation model is set up. then the anti - consolidation differential coefficient equation is deduced and the corresponding a nalytical solution is obtained. in succession using the above theory, the influence to effective stress area ratio of some factors, such as preloading time, surcharge ' s magnitude and the depth of vertical drain

    針對卸載后淺部地基孔隙水滲流和土體變形特性，建立了軟土地基一維回彈吸水固結模型，推導了吸水固結微分方程，並求出了方程的解，同時，給出了回彈變形計算公式。
  9. The results of quantitative analysis showed that the pre - tension deformation reduced the fatigue crack propagation threshold and increased the crack propagation coefficient, and consequently decreased the fatigue resistance of the part with mechanical damage

    定量分析表明：預拉伸變形降低了疲勞裂紋擴展門檻值，提高了裂紋擴展系數，從而使管線在機械損傷的部位疲勞抗力降低。
  10. Finally, two examples show that, the availability and practicability of the new model is verified. the analysis of calculation result of berthiervill test embackment shows different part of compression curve have different influence upon the course of consolidation, and correct coefficient and viscous effect have great significance on deformation forecast. associated with the wenzhou airport runway engineering, the reason of increasing of pore - water pressuer in under - lying soft layer and post - construction settlement are given

    最後，通過兩個工程實例的分析來說明本文模型的有效性和實用性:一是對berthiervill填土試驗場的軟基實測數據和理論成果進行對比分析，闡明考慮結構性擾動和粘滯性效應對分析天然粘土固結壓縮性的重要性;二是對溫州機場袋裝砂井超載預壓工程進行數值模擬，指出停荷預壓期間下臥層孔壓增加和工后沉降大的原因。
  11. Secondly, grounded on the study of the distribution of the high external waterpressure and high geostress and the characteristic of the rock in engineering area, the paper built the elastoplastic fem numerical simulation model, and think over the procedure in tunnels excavation and the history of work of water load, and then get the relations between the different tunnels diameter, different permeability coefficient and depth of the grouting rock and the deformation, stress distribution and plastic range of the surrounding rock and support structure. finally, according to the modern design theory of tunnels construction, the particular design of country rock reinforcement and support structure are researched and presented for diversion tunnels

    接著，本文在深入研究工程區高外水壓力及高地應力分佈規律及巖體特性的基礎上，建立起高地應力、高外水壓力作用下隧洞圍巖結構非線性有限元模擬計算模型，然後考慮隧洞的開挖過程、水荷載的作用歷史，通過計算分析得出了不同洞徑、不同的灌漿圈滲透系數和不同的灌漿圈深度以及不同開挖過程與圍巖及支護結構的應力、位移和塑性區的關系。
  12. The measured results of settlement depth for foundations with different breadth, soil deformation area around pile and foundation, interaction coefficient of double pile and load distribution on pile top beneath cap illustrate that the effects of interaction of soil - soil, pile - soil and pile - pile are obviously lower than elastic theory values

    不同基寬壓縮層深度、基礎和樁側土變形范圍、雙樁相互影響系數以及樁頂荷載分佈的測試結果說明，土土、樁土、樁樁相互作用效應較連續介質彈性理論值明顯弱化。
  13. When a slope deformation is limited not only by bottom slide plane but also by lateral slide planes, the calculated stability coefficient by using a two - dimension model is usually lower than the actual situation

    摘要當邊坡的變形不僅受底部邊界約束而比還受側限作用時，其穩定性計算按平面問題簡化常存在較大的誤差。
  14. The variation of axial stress, deformation and coefficient of lateral pressure is expounded in this paper

    分別研究了側壓力變化階段和穩定階段軸向應力、靜止側壓力系數以及變形的變化規律。
  15. Through abnormally testing the foundation soft clay from a high - way in sichuan province, the paper researches the reason that volumetric strain, deformation and lateral force coefficient of saturated clay change with changing of degree of consolidation and time

    本文通過對四川某高速公路地基軟土的室內特性非常規試驗，深入探討了飽和粘土的體變、形變、側壓力系數隨固結程度，隨時間的變化機理。
  16. The restraint modulus kr is introduced to represent the exterior restraint. kr and the restraints coefficient cr have the same physical essence and can convert into one another ; but the former is more convenient for establishing the equations of the force equilibrium and the compatibility of deformation

    新模型採用約束模量k _ r表示外約束，它與約束程度系數c _ r在本質上統一，可互相轉化，但在形式上利於建立力平衡和變形協調方程，方便問題的分析。
  17. It was known from the analysis of ductility coefficient that all specimens of overlapped joints other than sj3 one possessed a better ductility and lower deformation rate of the joints under repeated action of loads compared to that under monotonic loading

    由延性系數分析可知除sj3的延性系數較低外其餘搭接節點試件具有較好的延性；承受反復荷載作用時與單調加載時相比節點變形率低。
  18. In this paper, based on the characteristics of force and deformation of pars, the time - variation of the elastic coefficient of fulcrum in the calculation model of pars is analyzed and studied ; and the lessening of rigidity coefficient of elastic fulcrum, which is caused by the continual bottom soil resilience beside the piles and the increase of excavation depths during different steps, is discussed

    摘要根據樁錨支護結構的受力和變形特點，研究分析了樁錨支護結構計算模型中支點彈性剛度系數的動態時變性；討論了隨樁內側坑底土的持續反彈以及不同工況下隨著基坑開挖深度的逐漸增大，進而導致彈性支撐剛度系數的減小的變化規律。
  19. With the shearing deformation theory and deductive theory, the calculational formulas of flexibility coefficient of the pile head can be obtained. the interaction of the soil elements is calculated according to the layered - soil model. consequently, approximate analytical formulas of the flexibility matrix of piles - soil system, which undertake the vertical loads, come out

    採用剪切位移法，利用遞推原理導出樁頂柔度系數的計算公式;採用分層地基模型計算土體單元之間的相互作用，從而獲得承擔豎向荷載樁土支撐體系的柔度矩陣近似解析公式，進而得到樁土支撐體系剛度矩陣。
  20. In this paper, systematic numerical test have been carried out to study the stability of surrounding rock mass with different distribution of weak interbed, different distance between weak interbed and limit of excavation, different thickness of weak interbed, in the different confining coefficient and representational surrounding rock mass graded ii, iii, iv. all of the numerical modeling is plain - strain type with elastic - plastic constitutive law and mohor - coulomb failure criterion, through the integrated numerical analysis program final. plentiful numerical test results have been drawn via analyse the deformation, tensile stress region, plastic region of surrounding rock and the stress status of shot - crete

    大量的工程實踐表明，軟弱夾層對地下洞室圍巖穩定性的影響有著決定性的作用，本文以大型數值模擬分析系統final為平臺，採用彈塑性應力應變關系和m - c屈服準則建立平面應變問題有限元模型，對軟弱夾層的分佈部位、分佈距離、軟弱夾層的厚度對圍巖穩定性的影響以及在具有不同側壓力系數的地應力場中和、 、類代表性圍巖中軟弱夾層對圍巖穩定性的影響進行了系統的數值試驗，研究得出了軟弱夾層對圍巖位移、拉應力區、塑性區以及噴射混凝土層內力等影響豐富的量化成果，以便直接為工程設計人員提供參考。
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