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     A SET OF IDEAL MODERN INSTRUCTION MANGEMENT SYTEM
     一套理想的现代教学管理系统
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     A Set of Multimedia CAI Serial Software on Engineering Drawing
     一套多媒体“工程制图”CAI系列软件
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     Under the VC++6.0 environment, using Pro/Toolkit procedure development technology to carry on secondary development in Pro/E, and using Access2000 to build the database of GB dimentional tolerance, a set of software was designed which can automatic inquiry and sign note dimentional tolerance.
     利用Pro/Toolkit程序开发技术,在VC++6.0环境下对Pro/E进行二次开发,并且用Access2000将国标公差做成数据库,设计出了一套公差自动查询与标注软件。
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     Combined with practical condition of safety control of geotechnical engineering, this paper probes into a set of analyzing methods which are fit for safety control of geotechnical engineering, and applies preferred plane theory in the safety control, which is propitious to the management of geotechnical engineering.
     结合岩土工程安全控制的实际情况,探索一套适合于岩土工程安全控制的分析方法,将优势面理论应用在岩土工程安全控制这一新兴领域,有利于岩土工程的管理。
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     Die structure was discussed through the analysis of forming process of high intension screw bolt and a set of hot upsetting tool was designed.
     通过分析高强螺栓的成形工艺,对模具结构进行深入探讨,设计了一套热镦模。
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     A SET OF DISTRIBUTED ALGORITHMS FOR FFT COMPUTING
     一组计算FFT的分布式算法
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     A Set of New IR Absorption Peaks Relevant to Fe~(2+) of InP:Fe Crystal
     InP:Fe中与Fe~(2+)有关的一组新的红外吸收峰
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     PETRI NET DESCRIPTION OF PUMPING LEMMA─A SET OF CONDITIONS FOR DETERMINING THE TYPE OF A PETRI NET LANGUAGE
     Pumping引理的Petri网描述──Petri网语言属型的一组判定条件
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     A Set of New Consistent Matrix for Formulations of Timoshenko Beam Element
     一组新的Timoshenko梁单元一致矩阵公式
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     A SET OF PROPOSITION ON QUASI -NILPOTENT GROUP
     拟-幂零群的一组性质
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     On the Stability of the Solution of A Set of Four-Order Nonlinear Equations
     关于非线性四阶方程解的稳定性
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     On the Stability of the Solution of A set of Four-Order Equations with Two Nonlinear Terms
     关于具有两个非线性项的四阶方程解的稳定性
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     A Set of Hyperfine Structure Lines for mixed Isotopic Molecule ~(127)Ⅰ~(129)Ⅰ
     混合分子~(127)Ⅰ~(129)Ⅰ的超精细光谱
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     On the Stability of the Solution of A Set of Four-Order Equations with Three Nonlinear Terms
     关于具有三个非线性项的四阶方程解的稳定性
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     APPLICATION OF GEAR METHOD TO A SET OF STIFF ORDINARY DIFFERENTIAL EQUATIONS
     用Gear方法解一类Stiff常微分方程组
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Closed orbits are described and a set of points of dense orbit is explicitly given.
      
If in addition {λn} is a set of uniqueness forEp, that is, if the relations f(λn)=0(-∞>amp;lt;n>amp;lt;∞), with f εEp, imply that f ≡0, then we call {λn} acomplete interpolating sequence.
      
In this note we prove that the Wigner distribution of an f ∈ L2(?n) cannot be supported by a set of finite measure in ?2n unless f=0.
      
We prove that the boundary of a bounded domain is a set of injectivity for the twisted spherical means on ?n for a certain class of functions on ?n.
      
This is used to investigate subspaces of the RKHS generated by a set of fundamental functions.
      
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Although James and Coolidge (1933) solved the molecular hydrogen problem in almost complete agreement with experiment by using a 13-term 2-electron eigenfunction, his method can hardly be applied to more complex molecules. For this and other reasons (Coulson, 1938), it is still desirable to obtain a good one-electron eigenfunction, i.e., molecular orbital, for the hydrogen molecule. The best molecular orbital treatment available in the literature was given by Coulson (1938), who used a trial eigenfunction in...

Although James and Coolidge (1933) solved the molecular hydrogen problem in almost complete agreement with experiment by using a 13-term 2-electron eigenfunction, his method can hardly be applied to more complex molecules. For this and other reasons (Coulson, 1938), it is still desirable to obtain a good one-electron eigenfunction, i.e., molecular orbital, for the hydrogen molecule. The best molecular orbital treatment available in the literature was given by Coulson (1938), who used a trial eigenfunction in elliptical coordinates involving 5 parameters and obtained 3.603 eV for the binding energy of H_2, which is to be compared with the ex- perimental value of 4.72 eV. In the present investigation we have proposed a new type of trial eigenfunction for the molecular orbital: (1) with p = centers a, b, g, c, d,…… i = electron 1 or 2 (2) where the p's are centers along the bond axis a-b (Fig. 1). In this simple problem both the Fock and Hartree methods yield the same result. The molecular orbital ψ must satisfy the following integral equation: (3) where ε is the energy of the molecular orbital, F is the Fock operator which is equal to H+G(1), while H is the one-electron Hamiltonian operator: H = -1/2▽~2-1/r_a-1/r_b (4) and G(1) is the interaction potential (5) Substituting (1) into (3), we obtain the linear combination coefficients c_p, which must satisfy the following secular equation: (6) where is the solution of the secular determinant and The F_(pq)'s are not at first known, but depend upon the c_p's. A method of successive approximation must therefore be adopted. A set of c_p values may be assumed, the F_(pq)'s calculated, the secular determinant (7) solved, and a new set of c_p values found. This process is repeated until a "self-consistent" set of c_p values is obtained. The above procedure was first proposed by Roothaan (1951), not for H_2 but for more complex molecules. It was called by him the "LCAO SCF (linear combination of atomic orbitals self-consistent field) method". The new feature of the present investigation is that we not only use LCAO but also LCNAO (linear combination of non-atomic orbitals, such as x_g, x_c, x_d, …). The order of secular determinant (7) may be reduced to half if we replace the eigen- functions x_a, x_b .... by their symmetrical and anti-symmetrical linear combinations x_a + x_b and x_a-x_b. Numerical calculations have been carried out both for the three- and the two-centered molecular orbitals. The three-centered molecular orbital is (10) (11) where S_(ab) and S(ag) are the overlapping integrals between x_a and x_b, and between x_a and x_g respectively. The parameters a and g have 'been obtained to give minimum energy by the method described above. They are a=l.190, g=0.22, and the binding energy is 3.598 eV, which is almost as good as that obtained by Coulson (3.603 eV) using a trial function of 5 parameters. The two-centered molecular orbital is (12) (13) which gives a maximum binding energy of 3.630 eV for a=1.190 and R~(ac)=R(bd)=0.105 (Fig. 1). This result is 'better than Coulson's. If we allow different values for the ex-ponent α in x_a and x_g in equation (11), or if we use a four-centered molecular orbital, such as ψ=a(x_a + x_b) + b(x_c + x_d) with four parameters, namely α_a=α_b, α_c=α_d, R_(ac)=R_(bd) and the ratio b/a, it is possible to obtain a still better result. Extension of the present method to the treatment of more complex molecules is now under investigation.

(1)討論了用自洽勢場多中心分子軌道法來處理H_2分子的一般方法。 (2)用僅含兩個參變數三中心分子軌道進行了具體計算,求得H_2分子的結合能為3.598eV,接近於Coulson用五個參變數的雙中心分子軌道所得的結果(3.603eV)。 (3)用不在原子核上的兩中心的分子軌道求得H_2分子的結合能為3.630 eV,此上述結果為好。並指出如用不同的α值和四個或四個以上中心的分子軌道,很有可能得到更好的結果。以上處理方法有可能推廣到比H_2更為複雜的分子。

The method of complementary I_0/I diagram for simplifying the computations of non-uniform beam constants is presented in this paper. The so-called "complementary I_0/I diagram" is the remaining I_0/I diagram of the haunched or de-haunched (or tapered) parts at the two ends of a beam after the I_0/I diagram of a non-uniform beam has been subtracted from the I_0/I = 1 diagram of a uniform beam.In the method of I_0/I diagram presented previously by the second author, the various momental areas have to be computed...

The method of complementary I_0/I diagram for simplifying the computations of non-uniform beam constants is presented in this paper. The so-called "complementary I_0/I diagram" is the remaining I_0/I diagram of the haunched or de-haunched (or tapered) parts at the two ends of a beam after the I_0/I diagram of a non-uniform beam has been subtracted from the I_0/I = 1 diagram of a uniform beam.In the method of I_0/I diagram presented previously by the second author, the various momental areas have to be computed for the entire length of a beam; in the method of complementary I_0/I diagram, the various momental areas need be computed for the lengths of the non-uniform sections at the two ends of the beam only. Hence the latter method is somewhat simpler than the former and may be considered as its improvement.The angle-change constants are the fundamental constants of a nonuniform beam, and only the coefficients of the angle-change constants need be computed. As any non-uniform beam may be considered as a uniform beam haunched or de-haunched or tapered at its one or both ends, the various anglechange coefficients φ may be computed separately in three distinct parts, viz., of a uniform beam, and φ~a and φ~b of the haunches at its two ends a and b, and then summed up as shown by the following general equation:φ=φ~a-φ~b (A) The values φ~a and φ~b are positive for haunched beams and negative for dehaunched or tapered beams, and either of them is zero for the end which is neither haunched nor de-haunched. To simplify the computations of the values of φ~a and φ~b, the complementary I_0/I diagram at each end of a beam is substituted by a cubic parabola passing through its two ends and the two intermediate points of the abscissas equal to 0.3 and 0.7 of its length. Then the value of φ~a or φ~b is computed with an error of usually less than 1% by the following formula:φ~a or φ~b = K_(0y0)+K_(3y3)+K_(7y7), (B) wherein y0, y3 and y7 are respectively the ordinates at the abscissa equal to 0, 0.3, and 0.7 of the length of the diagram, and the three corresponding values K_0, K_3 and K_7 are to be found from the previously computed tables.A set of the tables of K-values for calculating the values of φ~a and φ~b of the shape angle-changes and the load angle-changes under various loading conditions may be easily computed, which evidently has the following advantages: (1) As indicated by formulas (A) and (B), the computations of φ~a, φ~b and φ with K-values known are very simple; (2) the approximation of the results obtained is very close; (3) A single set of such K-value of the tables is applicable to non-uniform beams of any shape, any make-up, and any crosssection; and (4) as the K-values are by far easier to compute than any other constants, a comprehensive set of the tables of K-values with close intervals and including many loading conditions may be easily computed.Besides, by means of formulas (A), existing tables of constants such as A. Strassner's for beams haunched at one end only may be utilized to compute the shape and load constants for asymmetrical beams with entirely different haunches at both ends.Finally, five simple but typical examples are worked out first by the approximate method and then checked by some precise method in order to show that the approximation is usually extremely close.

本文叙述一种I_0/I余圖法,以簡化变梁常数的計算。所謂I_0/I余圖,即自等截面梁的I_0/I=1圖減去变梁的I_0/I圖后所剩余的兩端梁腋的I_0/I圖。 於本文第二著者前此所建議的I_0/I圖法中,必須計算变梁全長的I_0/I圖的各次矩图面积,於I_0/I余圖法中,則只須計算变梁兩端梁腋的I_0/I余圖的各項积分值。故后法显此前法为簡單,亦可视作系前法的进一步的改善。 角变常数为变梁的基本常数,而所須計算者只是各項角变常数的系数φ,簡称为“角变系数”。任一形式的变梁均可视作一端或兩端的加腋梁或減腋梁。採用I_0/I余圖法,則变梁的各項角变系数φ的計算可分开为等截面梁的φ及其a与b兩端梁腋的φ~a与φ~b三部分而后綜合之,以公式表之,即於加腋梁φ~a与φ~b为正号;於減腋梁φ~a与φ~b为負号,於无梁腋之端則其φ~a或φ~b之值为霉。 計算梁腋的φa或φ~b值时,可用一根三次拋物線以代替I_0/I余圖而計算其各項积分的近似值。由是可得其中y_0,y_3及y_7为a或b端I_0/I余圖的三个豎距。如按变梁的形角变系数及其在各种荷載下的载角变系数將各項K值列成表格,則此項表格显有下列优点:(一)应用步驟簡單,...

本文叙述一种I_0/I余圖法,以簡化变梁常数的計算。所謂I_0/I余圖,即自等截面梁的I_0/I=1圖減去变梁的I_0/I圖后所剩余的兩端梁腋的I_0/I圖。 於本文第二著者前此所建議的I_0/I圖法中,必須計算变梁全長的I_0/I圖的各次矩图面积,於I_0/I余圖法中,則只須計算变梁兩端梁腋的I_0/I余圖的各項积分值。故后法显此前法为簡單,亦可视作系前法的进一步的改善。 角变常数为变梁的基本常数,而所須計算者只是各項角变常数的系数φ,簡称为“角变系数”。任一形式的变梁均可视作一端或兩端的加腋梁或減腋梁。採用I_0/I余圖法,則变梁的各項角变系数φ的計算可分开为等截面梁的φ及其a与b兩端梁腋的φ~a与φ~b三部分而后綜合之,以公式表之,即於加腋梁φ~a与φ~b为正号;於減腋梁φ~a与φ~b为負号,於无梁腋之端則其φ~a或φ~b之值为霉。 計算梁腋的φa或φ~b值时,可用一根三次拋物線以代替I_0/I余圖而計算其各項积分的近似值。由是可得其中y_0,y_3及y_7为a或b端I_0/I余圖的三个豎距。如按变梁的形角变系数及其在各种荷載下的载角变系数將各項K值列成表格,則此項表格显有下列优点:(一)应用步驟簡單,只有几个簡單的乘法与加減法;(二)所得結果的近似程度頗高,差誤一般不超过1%;(三)应用范圍广泛,只一套K值表可用於任何截面及?

The investigation of the properties of loess constitutes a highly specialized branch of soil engineering. The design and construction of foundations and earthwork in this soil involve many uncertainties that have not been solved. Among all uncertainties the following are considered the most important items:(1) the changes of bearing capacities caused by variations in the strength of the cohesive bond due to changes in its moisture content, and(2) the methods of ascertaining the amount of its settlement under...

The investigation of the properties of loess constitutes a highly specialized branch of soil engineering. The design and construction of foundations and earthwork in this soil involve many uncertainties that have not been solved. Among all uncertainties the following are considered the most important items:(1) the changes of bearing capacities caused by variations in the strength of the cohesive bond due to changes in its moisture content, and(2) the methods of ascertaining the amount of its settlement under the combined action of foundation loads and of percolating water.In order to prevent foundations against settlement the "Provisional Code for the Design of Natural Foundations" gives a set of rules of precautions for designers to observe, which include the prevention of water from getting into the foundations, artificial strengthening of the soil and the designing of superstructures in such a way that they will adjust themselves to settlement. Before the adoption of any of such precautions could be decided, the accuracy in evaluating the amount of possible settlement of the soil is a problem of prime importance, which unfortunately cannot be satisfactorily obtained.This paper attempts to give some predominent characteristics of loess, the points of contradiction between the assumptions made in the old designing code and the results derived from actual work, a comparison of the salient features of the old code with the new code of ordinance of the U. S. S. R., 1955, and some suggestions regarding further developments of this branch of soil engineering. Several cases of actual construction work in loess in recent years are also cited which, owing to our incomplete knowledge of the soils, nature, have inevitably either caused unnecessary expenses to the works, or brought about results detrimental to the stability of structures.In this branch of soil engineering have, therefore, many difficulties yet to be contended with. It is hoped that this paper could be of some reference value to research engineers in this line and the knowledge of loess be further developed in view of the increasing pressure of necessity in our present construction work.

黄土工程特性的研究,是目前土壤力学一个重要部門。有关黄土区的地基与土工工作、我們經常根据“天然地基設計暫行規范”上条文来設計,但对於基土沉陷量的估計,往往不易准确,而造成工程上的困难与事故。这是現时没有得到解决的問題。本文闡述黄土的若干特性,旧規范条文上的缺点,苏联1955年批准的“建筑法規”内改善黄土部分条文的意义,以及目前国内研究与發展的方向。其中主要說明黄土由於荷載及含水量兩項的綜合影响对其沉陷性能上所發生的变化,以及估計这項变化较合理的方法,以期在研究工作上作进一步的認識。

 
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