In comparison with the Apriori algorithm,with the QCL,the frequent item sets need not be calculated,then a great many of redundant association rules are reduced,and the efficiency of association rules mining is improved.

An important part of designing the next generation QoS network concerns its reliability, which can be provided through fault management mechanisms, applied at different MPLS and the extended Generalized MPLS (GMPLS) provide fast mechanisms for recovery from failures by establishing redundant Label Switch Paths as backup paths.

Growing sweet corn in summer could absorb redundant nutritional ingredients largely in the soil,but the number of fungi was high and the ratio of B/F is not obvious compared with CK.

Under C:\Windows catalogue some redundant files often occur, in the light of the features of the occurrence of these files, this paper introduces th e deleting method.

An improved computing pool model for grid computing is proposed. In the model,user task is accomplished by more than one computer simultaneously for given rules when there are redundant computing resources.

The least redundancy coverage strategy (LRCS) strategy takes the smallest redundant coverage as the criterion whose goal is to maximize the lifetime of the sensor network.

Here, for the sake of modeling the HRIRs more truthfully, we consider choosing optimal time-frequency atoms from redundant dictionary to decompose this kind of signals of HRIRs and achieve better results than all the previous models.

This algorithm first filters out redundant attributes by computing the Gini coefficient.

To evaluate the correlation of every two non-redundant attributes, the relation matrix of non-redundant attributes is constructed based on the relation function of two dimensional united Gini coefficients.

This method solves the technically baffling problem in mechanism type synthesis and reduced redundant design scheme, and raises the reliability and the efficiency of the regenerative innovation design of the kinematic chain.

Many methods of analyzing statically indeterminate structures are now available. The method of redundant forces and that of deformations (i. e. the slope-deflection method), heretofore generally used in the U. S. S. R., both require the solution of a system of simultaneous simple equations. In the case of multi-storey and multi-bay bents, the large number of such equations would greatly complicate the calculation work, it being both time-consuming and liable to make mistakes. The method of moment distribution...

Many methods of analyzing statically indeterminate structures are now available. The method of redundant forces and that of deformations (i. e. the slope-deflection method), heretofore generally used in the U. S. S. R., both require the solution of a system of simultaneous simple equations. In the case of multi-storey and multi-bay bents, the large number of such equations would greatly complicate the calculation work, it being both time-consuming and liable to make mistakes. The method of moment distribution simplifies calculations to a great extent, as there is no need to solve simultaneous equations, and therefore it has been warmly received bY practical engineers. Many soviet scholars are also devoted to its study. There are, however, defects in this method, namely: (1) Should the moments obtained in the successive cycles of distribution and carrying-over prove to converge very slowly, twenty or more such cycles must be done if fairly accurate results are expected.(2) In the case of analyzing structures under various conditions of loading, while it is possible to find the influence moments by applying a unit moment at each joint as proposed by Prof. Hardy Cross, it would bequite laborious in the case of multi-storey and multi-bay bents containing a large number of members, especially when subjected to unsymmetrical loadings.For the remedy of the first defect, such Chinese scholars as Profs. Lin Tung Yen, Chao Tsu Wu, Meng Chao Li and Tsai Fang Yin have made much contribution, and the author of this paper has recently written a discussion on the two papers of the last-mentioned scholar. For the remedy of the second defect, the author is unaware of any except that mentioned below.One of the soviet scholars, Dr. P. P. Shaggin (i.e.) has suggested important improvements with regard to both these defects. For the former, he adopted a method of single-cycle distribution; and for the latter, he invented the method of successive conjugation which greatly reduces the work of calculation in finding the influence moments. The essence of these methods is well-worth studying on the part of our Chinese engineers. After an intensive study, the author of this paper thinks that, while Dr. Shaggin's methods are quite correct in principle, his methods of calculation can still be somewhat improved, as described herein, so as to be made more easily applied in practice.This paper Shaggin based upon the book, (Calculation of Multi-storey Frames by the Method of Successive Conjugation) published in 1954 by Dr. P. P. Shaggin in Leningrad, U. S. S. R., shows that, in applying a unit moment at each joint of a given statically indeterminate structure, one can easily find the influence moments at the ends of all the members, and that, after multiplying the unbalanced fixed-end moments at each joint calculated in accordance with the given external loads, by the respective influence moments, the sum of such products added to the original fixed-end moments will give at once the actual moments at each end of the members in the structure.Three notable improvements are indicated in this paper:(1) Dr. Shaggin's formula (5") on page 11 of his book, has been altered to formulas (3) in this paper. (2) For multi-storey bents, Dr. Shaggin's method of finding the conjugate moments (i. e. the influence moments) by formulas is replaced by the usual method of simple moment-distribution.(3) The author of the paper has extended the method to the analysis of multi-storey and multi-bay bents under any system of unsymmetrical loading.Of course, for structures under a single system of loading, influence moments need not be found and, generally speaking, it would be more convenient to apply the original method of moment-distribution; for a multi-storey bent, it would be better, even in this case, to modify it by applying the method of successive conjugation.The author is of the opinion that the application of the methods described in this paper, being convenient and time-saving, would be useful to the practical engineers.

The analysis of rigid frames with so called "span-change" beams such as curved, gabled, folded or trussed ones is rather difficult. The method of redundant forces or method of slope deflection are too tedious to be used in practical work. In this paper a new method namely the method of propagating unbalanced moments and lateral forces is proposed for analyzing such frames.The principle of this method is some what like that of the one cycle method of moment distribution for analyzing rigid frames with straight...

The analysis of rigid frames with so called "span-change" beams such as curved, gabled, folded or trussed ones is rather difficult. The method of redundant forces or method of slope deflection are too tedious to be used in practical work. In this paper a new method namely the method of propagating unbalanced moments and lateral forces is proposed for analyzing such frames.The principle of this method is some what like that of the one cycle method of moment distribution for analyzing rigid frames with straight beams and its procedure may be briefly described as follows: the unbalanced moments and lateral forces at all joints of the frame are calculated first and propagated successively to all the other joints by means of a set of the so-called constants of deformation-propagation, which are to be computed from the properties of the frame only. Then its original and various propagated unbalanced moments and lateral forces at each joint are summed up and distributed among all the bar-ends at that joint according to special formulas to obtain the distributed moment and lateral force at each bar-end. Finally, the balanced moment and lateral force at each bar-end are obtained simply by summing up the following three components respectively: (1) those at each bar-end assumed fixed, M~F and H~F; (2) those propagated to each bar-end, M~P and H~P; and (3) those distributed to each bar-end, M~D and H~D. That is:M=M~F+M~P+M~D, H=H~F+H~P+H~D.Evidently, the procedure of this method is very simple and direct, and the work of calculations is greatly reduced, especially when any span-change rigid frame is to be analyzed for many loading conditions.Two typical examples are given in this paper to illustrate the application of the method and the author hopes deeply that this method will be found usefull by the structural engineers in designing such rigid frames.

Two methods for analyzing caisson-beams are introduced in this paper.One is the well-known method of redundant forces. The author has simplified this methed by using couples of redundant forces to set up a typical equation and pointing out the rule that the matrix of the coefficients of simultaneous linear equations which are organized from the expansion of that typical equation. This method can be easily solvd when the number of unknown redundant forces, or that of equations, is less than...

Two methods for analyzing caisson-beams are introduced in this paper.One is the well-known method of redundant forces. The author has simplified this methed by using couples of redundant forces to set up a typical equation and pointing out the rule that the matrix of the coefficients of simultaneous linear equations which are organized from the expansion of that typical equation. This method can be easily solvd when the number of unknown redundant forces, or that of equations, is less than 3 or 4; but it will be difficult when the number is more than that. In order to solve this difficulty the author suggests another kind of method of which the essential principle is mentioned in the following.Supposing that the distance between the beams is sufficiently short in comparing with their spans, we can set up a partial differential equation for its deffiection W, as we often do in the theory of elasticity. In this way we can solve it with its boundary conditions of simple supporting by sine series. From this we can easily get the formulas of bending moments, shears and twist moments of each beam by partially differentiating the function of deffiection. The result of the calculation proves that it quite agrees with the method of redundant forces when the distance between beams is no longer than 1/5 of their spans.There are some tables given in this raper for practical use.