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check     
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  检查
    Execute Performance Check and Promote Contract Management
    实行履约检查 促进合同管理
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    Discuss Convenient Method of Check Line after Laying-out of Building Engineering Pile Position Coordinate
    浅谈建筑物工程桩位坐标测量放线后检查验线的一种方法
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    At last, we use Pro/Engineer to build 3D model for key parts of new design and to proceed virtual assembly, check out whether the design right or not on assembly process and space motion, and correcting the error is to shorten the development cycle of product and save cost.
    6)利用pro/Engineer建立新设计的关键部件三维模型并虚拟装配,检查其设计在装配工艺、空间运动上是否正确,并将错误改正,减少产品开发周期,节约成本。
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    It is very significant to study the calcareous sand for supervision of design、construction and security check. So is to the development of our politics and economy.
    因此对钙质砂的试验与理论研究,对于指导钙质砂实际工程的设计、施工与安全性检查,对于我国的政治、经济的发展都具有十分重要的意义。
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    Referring to main factors of affecting highpressure jet sprouting quality, analyze present quality checking method and put forward the necessity and feasibility of studying highpressure jet sprouting quality check and control.
    从影响高压喷射注浆质量的主要因素出发,对现有质量检查方法作了分析,提出了研究高压喷射注浆质量检测及控制系统的必要性和可行性。
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  检测
    Check and Control of Highpressure Jet Sprouting Quality
    高压喷射注浆质量检测及控制
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    QUALITY CHECK FOR SPECIAL PILE BY VIBRATION METHOD
    用振动法检测特殊桩基的质量
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    The Application of the Technology of Computer In the Field of Check On the Quality of Construction
    计算机技术在工程质量检测领域中的应用
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    INTERPRETATION OF WAVE FORM OF STRESS REFLECTION SURVEY AND ITS APPLICATION TO QUALITY CHECK OF FOUNDATION PILE
    “应力反射波法”在桩基质量检测中的波形解释及其应用效果
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    Construction quality control and check of cement injection pile
    粉喷桩施工质量的控制与检测
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  检验
    Adjustment of Check Index for Strength of Concrete after Replacing Design Mark Number by Grade of Strength of Concrete
    混凝土设计标号改为强度等级后强度检验指标的调整
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    NUMERICAL CHECK OF IN SITU STRESSES MEASURED AT VALLEY
    河谷地应力测值的数值检验
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    Consciousness information of existing structures and their environment ——Part two:check and statistics
    现有结构及其环境的意识信息(Ⅱ)——检验和统计
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    The Onsite Check Methods and Influential Factors of Constructional Energy Conservation
    建筑节能现场检验方法及其影响因素
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    Simple talk about the execution of Quality Check Evaluation Criterion of Building Installation Engineering
    执行《建筑安装工程质量检验评定标准》浅谈
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    Stress Analysis and Strength Check of FRP/PVC Composite Pipe
    FRP/PVC复合管应力分析与强度校核
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    A Study on CAD System of Design and Check of Underground Railway Limits
    地铁限界标准设计校核的 CAD 系统研究
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    Study on the Outcome Check Method to Calculate the Statically Indeterminate Structure by the Moment Distribution Method
    力矩分配法计算超静定结构成果校核方法研究
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    Design and Check Calculation of Surface Air Cooler Based on Excel
    基于Excel的水冷式表冷器设计和校核计算
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    Check and Analysis of Concrete Cracks
    混凝土裂缝原因校核与分析
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      check
    These conditions usually amount to checking the boundedness of the operator on functions that are powers of the weights and are hard to check.
          
    The check of optimality conditions in nonsmooth programming
          
    Thus it makes the check of optimality conditions for this class of nonsmooth programming problem much easier.
          
    Numerical examples are showed to check the results which are more general than those already reported.
          
    This paper analyzes and simulates the performance of irregular low-density parity check (LDPC) codes on Rician fading channels.
          
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    This paper is a supplement to the author's previous paper "The Constants and Analysis of Rigid Frames", published in the first issue of the Journal. Its purpose is to amplify as well as to improve the method of propagating joint rotations developed, separately and independently, by Dr. Klouěek and Prof. Meng, so that the formulas are applicable to rigid frames with non-prismatic bars and of closed type. The method employs joint propagation factor between two adjacent joints as the basic frame constant and the...

    This paper is a supplement to the author's previous paper "The Constants and Analysis of Rigid Frames", published in the first issue of the Journal. Its purpose is to amplify as well as to improve the method of propagating joint rotations developed, separately and independently, by Dr. Klouěek and Prof. Meng, so that the formulas are applicable to rigid frames with non-prismatic bars and of closed type. The method employs joint propagation factor between two adjacent joints as the basic frame constant and the sum of modified stiffness of all the bar-ends at a joint as the auxiliary frame constant. The basic frame constants at the left of right ends of all the bars are computed by the consecutive applications of a single formula in a chain manner. The auxiliary frame constant at any joint where it is needed is computed from the basic frame constants at the two ends of any bar connected to the joint, so that its value may be easily checked by computing it from two or more bars connected to the same joint.Although the principle of this method was developed by Dr. Klouěek and Prof. Meng, the formulas presented in this paper for computing the basic and auxiliary frame constants, besides being believed to be original and by no means the mere amplification of those presented by the two predecessors, are of much improved form and more convenient to apply.By the author's formula, the basic frame constants in closed frames of comparatively simple form may be computed in a straight-forward manner without much difficulties, and this is not the case with any other similar methods except Dr. Klouěek's.The case of sidesway is treated as usual by balancing the shears at the tops of all the columns, but special formulas are deduced for comput- ing those column shears directly from joint rotations and sidesway angle without pre-computing the moments at the two ends of all the columns.In the method of propagating unbalanced moments proposed by Mr. Koo I-Ying and improved by the author, the unbalanced moments at all the bar-ends of each joint are first propagated to the bar-ends of all the other joints to obtain the total unbalanced moments at all the bar-ends, and then are distributed at each joint only once to arrive at the balanced moments at all the bar-ends of that joint. Thus the principle of propagating joint rotations with indirect computation of the bar-end moments is ingeneously applied to propagate unbalanced moments with direct computation of the bar-end moments, and, at the same time, without the inconvenient use of two different moment distribution factors as necessary in all the onecycle methods of moment distribution. The basic frame constant employed in this method is the same as that in the method of propagating joint rotations, so that its nearest approximate value at any bar end may be computed at once by the formula deduced by the author. Evidently, this method combines all the main advantages of the methods proposed by Profs.T. Y. Lin and Meng Chao-Li and Dr. Klouěek, and is undoubtedly the most superior one-cycle method of moment distribution yet proposed as far as the author knows.Typical numerical examples are worked out in details to illustrate the applications of the two methods.

    本文為著者前文“剛構常數與剛構分析”之補充,其目的在將角變傳播法及不均衡力矩傳播法加以改善,以便實用。此二法均只需一個公式以計算剛構中所有各桿端之基本剛構常數(即任何二相鄰結點间之角變傳播係數),將此項公式與柯勞塞克之公式相比較,藉以指出前者較後者為便於應用,並亦可用之以直接分析較簡單之閉合式剛構,此外補充說明此法中之剛構常數與定點法之關係,剛構有側移時計算各結點角變所需之各項公式亦行求出。不均衡力矩傳播法係顧翼鹰同志最近研究所得者,既係直接以桿端力矩為計算之對象,而且只須採用不均衡力矩分配比將各結點作用於各桿端不均衡力矩之總和,一次分配,即得所求各桿端分配力矩之總值,實係力矩一次分配法之一大改進,著者將顧氏之法加以推廣与改善,使其原則簡明而計算便捷,著者認為此法係將林、柯、孟三氏法之所有優點熔冶於一爐,實可稱為现下最優之力矩一次分配法。最後列舉算例,以說明此二法在實際工作中之應用。

    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 paper presents an experimental check on method of superposition of the results from "frozen technique" and "direct load" of photoelastic stresses analyses. The superposition of results are in agreement with usual separate analysis, so it seems to be of practical mlerest to further this simpler process.

    本文对光弹性试验中将离心力冻结的结果与加载的结果加以迭合,并与通常分别进行试验的方法进行了比较,说明迭合法是可以推广的一种方法。“*IB到B辄1%2年5月。 政于在外载荷和自重作用下的结枸,一般的光弹性试验法是用商中模型分别迸行试验、现测和计算的。「.n.许辛和M.中.布可石金曾提出沙‘’‘’‘一种新的方法:“成力场迭合法”。但是并未验核其结果。 造一新方法有其简便狭特之灶,并可与普通方法起互相校核的作用。因而,我们在重力坝光弹性试验中,讨此法逃行了护一步规定其推多前提,引入了等效载荷的概念,并途行了初步的验证。

     
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