極限壓力 的英文怎麼說

中文拼音 [jíxiànyālì]
極限壓力 英文
blankoff pressure
  • 極 : i 名詞1 （頂點; 盡頭） the utmost point; extreme 2 （地球的南北兩端; 磁體的兩端; 電源或電器上電流...
  • 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
  • 壓 : 壓構詞成分。
  • 力 : Ⅰ名1 （力量; 能力） power; strength; ability; capacity 2 [物理學] （改變物體運動狀態的作用） forc...
  • 極限 : 1 （最高的限度） the limit; the maximum; the ultimate limit; limitation; extremity; tipping point...
  1. Based on the analysis of mechanism for joint region, the " frame - wall " and " aslope compression stub column " mechanical models and yielding patterns of core zone of the joints are set up. the shear load - carrying formulation for joint core zone is also given in terms of plastic ultimate analysis. and then, the comparisons between the formulas given in this paper and that of chinese design code ( draft ) and nonlinear fem as well are presented

    對節點核心區的抗剪，通過受力機理的分析，建立了鋼「框架剪力墻」加混凝土「斜壓短受力體系及其屈服機制，根據塑性極限分析，給出了節點核心區抗剪承載力計算的迭加公式， 《規程》公式和非線性有限元近似模擬分析結果進行了比較。
  2. On the basis of investigations into the progressive yield process and the possible failure modes of rcc gravity dams, the quasi - elasticity design limit state of the ctrtical stability criterion is proposed and the real working state of the dams designed according to the ctriterion is discussed. a check formula using the material strength reducing factor as the safety index and a simplified formula similar to against sliding stability fromula are derived. finally, the corresponding design safety factors are given by using fem calculations with various influence parameters to be taken into account

    本文在研究碾壓混凝土重力壩漸進破壞過程和可能失穩方式的基礎上，提出了以準彈性臨界作為穩定臨界準則的設計極限狀態，分析了按該準則設計的大壩的實際工作狀態，導出了以準彈性強度儲備系數為設計安全指標的審查公式以及形式與抗剪斷公式相同的簡化公式，探討了定量計算考慮各種因素影響的相應設計安全系數的合理取值，並與現行規范方法進行了比較
  3. The corbel ' s dimension should be ascertained as the manipulative condition of diagonal section. the amount of longitudinal reinforcement be ascertained on the basis of the flexure model, is obtained according to static for balance condition, the calculative expression of the load is obtained. and in terms of the design method in ultimate state the maximum load

    我國規范對于牛腿的設計規定，牛腿尺寸的確定以斜截面抗裂作為控制條件，縱筋用量的確定以彎壓破壞模型為基礎，根據靜力平衡條件得到承載力的計算公式，按照極限狀態設計方法計算得到，箍筋用量則按照構造要求確定。
  4. This thesis used aerodynamics equation and mechanics of materials knowledge analyzed the high pressure caused by overloading in terms of theory. by compared the increment of pressure in a not full container with the full one and combined with the igc - code, this thesis put forward a method of calculating safe loading capacity under different temperature

    本文應用了氣體力學方程和材料力學理論知識，對充裝過量導致過高的液貨艙壓力進行了理論分析，對比保留有氣枕時的液貨艙的壓力增量和充裝過量時造成滿液的壓力增量，並結合igc規則對充裝極限的規定，提出了不同溫度下的安全貨液充裝量的計算方法。
  5. Based on extensive investigation of construction technique history of chinese ancient buildings, the structure method, structure developing history and seismic behavior of chinese ancient timber structure buildings are analyzed in several respects of the structural system and form. through a series of experiments on constituent parts of chinese ancient timber building structure, including the tests on the corbels and brackets called dougong subjected to low cyclic reversed loadings, the tests on the wooden frame using the tenon - mortise joints as connections of column and beam subjected to low cyclic reversed loadings, the tests on vibration isolation effect of friction and slippage between column footing and their socle base, and a series of shaking table tests on a chinese ancient timber structure palace building mode under artificial earthquake at serving conditions, destroyed conditions and reinforced conditions, many valuable results of structures such as moment - curvature hysteretic loops of dougong structure and tenon - mortise joints under low cyckc reversed loadings, the static function, the seismic performance, energy dissipation, vibration reduction, energy - loss mechanism, nechanicalmode and failure mode were studied. aplenty of valuable parameters of the structure system were obtained, such as the natural period of structure, vibration modes, damping ratio, factor of vibration isolation, oscillate amplitude of ineitial accebration, velocity and displacement, magnitude of slippage, and the mechanism of structure failure and collapse etc. based on these research, the complete analysis of ancient timber structure under earthquake were carried out in which including mechanism analysis method, calculating mode, strength analysis of members and joints, strengthening methods for serving damaged ancient timber structure buildings were also taken into account

    依照宋代《營造法式》建造了抬梁式殿堂木結構構件及結構模型，對中國古代木結構中的典型構造如：柱腳在礎石頂面平擱簡支、柱架榫卯連接、柱高不越間之廣、側腳、生起、斗拱等的構造機理及結構功能進行了量化分析和實驗研究： （一）通過木柱石礎靜摩擦試驗，測定了柱腳與石礎古鏡面間的摩擦系數及摩擦力隨上部結構荷載變化的規律； （二）通過單柱承載力試驗，測定了古建築中木柱的受力變形特徵、破壞模式、及模型材料的變形模量、極限承載力、極限變形等參量； （三）通過柱架低周反復荷載試驗，測定了柱架的抗側移剛度、柱架恢復力特性及滯回曲線、榫卯張角剛度及其變化規律、柱架及榫卯的極限承載力和極限變形、及榫卯減振參數； （四）通過斗?低周反復荷載試驗和受壓試驗，測定了古建築木構件與木構件間摩擦系數，斗?抗側移剛度，斗?恢復力特性及滯回曲線，斗?抗壓極限承載力及受力變形規律； （五）通過抬梁式殿堂間架模型振動臺試驗，測定了殿堂木構架結構自振周期，地震反應振形、阻尼特性及阻尼比；按結構分層特點對柱腳、柱頭和斗?層上的屋蓋的地震反應採用多點同步測量，對柱根滑移、榫卯變形、斗?的變形、復位、耗能減振參數等進行了定量分析。
  6. Based on tests of nine 1 / 2 - scaled model slabs under vertical loads, the paper analyzed load - deformation curve and proposed limit value of height - width ratio under axial loads. 2. based on aseismic tests, the paper put forward a model of concrete frame, silica brick and a combination of the two, proposed that the silica brick works as a 45 compression bar, analyzed the factors which may influence bearing capacity of the slab and advised a formula including the numbers of bays and of storeys of the frame

    通過對墻板模型的抗震性能試驗研究，建立了由鋼筋混凝土框格、砌塊以及兩者協同作用三個部分組成的承載力極限狀態下的理論簡化計算模型；提出了墻板中填充塊等效斜壓桿寬度按45度計算的統一量化標準；分析了影響墻板承載力的主要影響因素，給出了表達墻板框格層數和跨數不同的斜截面承載力實用設計計算公式。
  7. The research shows that : 1 ) the ductility of the hsc bending members constructed is much greater than 5 ; 2 ) increasing the vertical links and distribution steel can increase the deflection under ultimate moment ; 3 ) with appropriate compressive bars, vertical links and distribution steel the increase of moment after yield and the decrease of moment under ultimate moment can be ignored, so the ductility of the hsc bending member is much larger ; 3 ) the width / depth ratio of hsc bending member has no obvious effect on the ultimate compressive strain of concrete ; 4 ) the method used here to calculate the deflection is applicable ; 5 ) the location of crack coincides with the location of vertical links and distribution steel ; 6 ) the bending property of the hsc structure under the blast load can meet the demand of protective engineering

    研究表明：本文研究的梁、板構件的延性比遠大於5 ；增加箍筋（鉤筋、分佈筋）含量，可以提高壓區混凝土剝落時的撓度；在適當的受壓筋、箍筋（鉤筋、分佈筋）含量下，可以忽略壓區混凝土剝落瞬間的承載力下降，從而大大提高構件的延性；受彎構件的寬高比對壓區混凝土極限應變的影響不明顯；受彎構件的裂縫間距受箍筋（鉤筋、分佈筋）的布置影響；文中所用的承載力和變形計算方法是可行的。化爆試驗表明，高強混凝土構件的動載抗彎性能能夠滿足防護結構的要求。
  8. It shows that the result of resistance under bending and torsion by this method is almost same as that of experiments. correlate equations of bearing capacity of this structure under complex loads are deduced. four expressions of bearing capacity of this structure under complex loads, which are press, bending and torsion, are deduced in the end

    最後利用軸壓、彎曲和扭轉作用的兩兩組合作用下的極限承載力相關方程，通過適當的簡化處理，就得到偏於安全的離心鋼管混凝土構件在軸壓、彎曲和扭轉三種荷載共同作用下的承載力計算公式。
  9. Abstract : experimental researches on normal section ultimate fle xural strength of prestressed reverse - rib - slab with excessive steel bar were m ade, and according to chinese norm ( gbj10 - 89 ) and american norm ( aci ) in which s train harmony analysis method was adopted, its ultimate strength was calculated, these make us further realizse the ultimate flexural strength of prestressed r everse - rib - slab with excessive steel bar

    文摘:通過疊合結構中預應力超筋倒肋薄板正截面極限承載力的試驗研究，分別採用規范gbj10 - 89中的受彎構件、偏心受壓構件的計算公式及美國aci規范中的應變協調分析方法計算了極限承載力，從而更清楚地認識了配有高強鋼絲的超筋倒肋板的極限承載力計算問題。
  10. Based on the pseudo - static experimental results of nine abnormal joints, the damage process of abnormal joint is divided into four stages of original crack, entire crack, ultimate state and failure, the effect of axial force ratio, stirrup ratio and height of column section on seismic behavior of abnormal joint are discussed, the conclusion that anti - shear capacity of abnormal joint are studied in entire crack state by studying the minor core of abnormal joint is made, the calculating formula for anti - shear capacity of abnormal joint is proposed with a view to asymmetry in stirrup yield

    摘要根據9個鋼筋混凝土框架異型節點試件的擬靜力試驗結果，指出異型節點受力過程分為初裂、通裂、極限和破壞4個階段；討論了軸壓比、節點核芯配箍率、柱截面高度變化對異型節點抗剪性能的影響；提出應考慮節點核芯區箍筋屈服的不均勻性並在通裂狀態下以「小核芯」為分析單元來研究此類節點抗剪承載力的建議；最終給出了異型節點抗剪承載力的計算公式。
  11. Finite - element study on the ultimate strength of gusset plate connections to slotted tubes and full scale tests on the ultimate strength of the connections are researched in this dissertation

    本文研究的主要內容為管板節點受壓極限承載力非線性分析和足尺試驗研究兩部分。
  12. In the hogging condition, double bottom and the side shell remain the ultimate bucking strength, deck and upperwing tank remain the yield stress, and the other parts keep elasticity. then the key to calculate the ultimate strength of ship hull girders is to ascertain the ultimate bucking strength of the stiffened panels. in this regard, the developed formulation is designed to be more sophisticated than previous simplified theoretical method for calculating the ultimate strength of stiffened panels under combined in - plane bending and lateral pressure. fabricatio n - related initial imperfections ( initial deflections and residual stresses ) are included in the panel ultimate strength calculation as parameters of influence. all possible collapse modes involed in collapse of stiffened panels, including overall buckling collapse, column or beam - column type collapse, tripping of stiffeners and local bukling of stiffened web are considered

    確定了船體梁整體破壞時的剖面應力分佈之後，關鍵在於確定板架的極限屈曲強度。本文充分考慮了在縱向彎曲、橫向壓力作用下加筋板可能發生的幾種破壞模式，即板架的整體屈曲破壞、樑柱形式的破壞、筋的側傾、腹板的屈曲並同時考慮了初始焊接殘余應力、初撓度的影響，使其更精確的計算加筋板的屈曲強度。對于加筋板中加強筋腹板的局部屈曲，採用解析法推導出筋的腹板的撓度方程及其邊界條件，求解相應的方程，從而計算出腹板的局部屈曲應力。
  13. In the design of loading - frame, puting forword a group of universal dimensions of three - point free - link attachment to category i and ii tractors through comparing and analysing whose scope of dimensions, thereout, working out sketch of loading framework on several different positions in the whole lift - course of hydraulic liftenafter this. analysing the case of force on loading framework when the loading force equal to 44100n and the lift - position of the hydraulic lifter is on upper limit, and giving a data table about the case of force on all these positions, consequently, completing the design of loading frame

    在加載框架的設計部分，通過對、類拖拉機的三點懸掛機構桿件尺寸范圍的比較分析，給出了一組、類拖拉機通用的三點懸掛機構桿件尺寸，由此作出了液壓提升器提升全行程中幾個不同位置的加載機構簡圖，並按44100n的加載力、以上極限位置為例對加載機構進行了受力分析，並給出了包括其它幾個位置在內的受力情況表，進而完成了加載框架的設計。
  14. Limit pressure angle

    極限壓力角
  15. Vacuum technology - positive - displacement vacuum pumps - measurement of ultimate pressure

    真空技術.容積式真空泵.極限壓力的測定
  16. Positive - displacement vacuum pumps - measurement of performance characteristics - part 2 : measurement of ultimate pressure

    容積真空泵.性能特性的測定.第2部分:極限壓力的測定
  17. Petroleum and related products - determination of the extreme - pressure and anti - wear properties of fluids - four ball method european conditions

    石油及其產品的試驗方法. bs 2000 - 239 :流體的極限壓力和耐磨特性測定.四球法
  18. Petroleum and related products - determination of the extreme - pressure and anti - wear properties of fluids - four ball method european conditions iso 20623 : 2003 ; german version en iso 20623 : 2003

    石油和相關產品.液體的極限壓力和抗磨性能的測定.四
  19. 3 ) the average - strain of cross - section still can be assumed to be keep - in - plane within the whole loading procedure ; the theoretical moment - curvatures obtained by the cross - section keep - in - plane is consistent with the experimental ones. 4 ) the analytical flexural bearing capacity and cfrp - strain are more accurate by assuming the concrete ultimate strain to be 0. 07 instead of 0. 0033 ; 5 ) limiting the cfrp - strain under 0. 01 is reasonable to evaluate the flexural bearing capacity of rc beams retrofitted with cfrp ; 6 ) the initial load is hardly influence the flexural bearing capacity of cfrp - strengthened rc beams

    取混凝土的極限壓應變0 . 007代替0 . 0033進行計算的結果能更準確地評浙江大學碩士學位論文2004摘要價加固梁的抗彎承載力和cfrp應變; 5 .在計算cfrp加固梁的抗彎承載力時，限制cfrp的應變在0 . 01以內的措施是恰當的; 6 .梁所承受的荷載的大小對加固後梁的抗彎承載力影響不大。
  20. Normal ratings ( pressures, temperatures, time setting, etc. ) shall be durably marked

    譯:正常極限.壓力.溫度.時間.將執久標示
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