This paper, through the analysis of the testing results of the rock inlaid grouting piles of the Xuzhou Passenger Station Building, puts forward the method for determination of the ultimate pressure resistant bearing capacity of single pile in vertical direction depending on the material strength of the pile mass by correctly using the Technical Norm for the Building Pile Foundation (JGJ 94-94) and the indices of materials mechanical property of the pile mass.

As stipulated in section 2 5 4 of《Technical Specifications of Urban Pedestrian Overcrossing and Underpass》CJJ69 95,in order to avoiding sympathetic vibration and alleviate pedestrian′s sense of insecurity,the frequency of free vibration in the vertical direction of the upper part of the overcross should not be less than 3Hz.

the net of the structure plays the role of load distribution,the pile is able to reinforce the structure in vertical direction,and the stress proportion of pile to soil is 2.45 approximately;

The strain's difference of steel and concrete under vertical concentrated load was analyzed on the basis of elastic theory,and was compared with ideal solution of steel and concrete under vertical uniform load. The results indicate that the computing formula concluded from the paper is believable. The practical structure usually bears concentrated load, so it can be used in the practical engineering.

According to the Mohr Coulomb yield criterion, the stress field of a semi infinite slope is derived under a vertical uniform load q on the top of the slope.

The fomula calculating the superimposed earth pressure acting on the retaining wall under the effect of vertical uniform load,which acts in the internal earth at the back of retaining wall,is obtained in the paper,by making use of Mindlin's solution and scope associating with Rankin's earth pressure theory.

Based on forming characteristics and operating mechanism of this structure and adopting boundary constraint conditions reflecting special operating mode of the structure, the authors establish a solid finite element model and carry out a theoretical analysis on the buckling modes and stability bearing behavior of the structure subjecting to half-span or full-span vertical uniform loading.

In order to deal with large problems, a pair of trust region subproblems in horizontal and vertical subspaces is used to replace the general full trust region subproblem.

The horizontal trust region subproblem in the algorithm is only a general trust region subproblem while the vertical trust region subproblem is defined by a parameter size of the vertical direction subject only to an ellipsoidal constraint.

That is, the plot with the fitted response ? on the horizontal axis and the observed y on the vertical axis can be used to visualize the link function.

It was found that the vertical magnetic anisotropy would drop lineally with the increase of the array diameter.

In contrast, under AFM nanoindentation mode, the tip-induced crystallization occurred when a sufficiently high vertical tip force was applied to the melt droplets of PEO with Mn ? 1.0 × 104 g/mol.

The horizontal trust region subproblem in the algorithm is only a general trust region subproblem while the vertical trust region subproblem is defined by a parameter size of the vertical direction subject only to an ellipsoidal constraint.

This method is different from classical algorithms in which the gray differential values of the mutual vertical direction are combined into one gradient value.

The stretching of a liquid sample, squeezed out in the vertical direction from an aperture of an arbitrary form, is investigated.

A study is made of the parametric excitation of internal waves in a continuously stratified liquid in a vessel executing oscillations in the vertical direction.

In [2, 3] the effect of high-frequency harmonic vibration in the vertical direction on the stability of this flow was investigated.

For indicating the effect of the spatial correlation of input motions, the horizontal uniform inputs, as well as the horizontal and vertical uniform input are carried out for the seismic response analysis of the site.

The flows are caused by the Lorentz force J × B that appears when an electric current passes through a fluid placed in a vertical uniform magnetic field.

The strain difference of steel and concrete under vertical concentrated load was analyzed on the basis of elastic theory, and was compared with ideal solution of steel and concrete under vertical uniform load.

The assumption of vertical uniform mixing in shoreline fumigation models is tested using two types of modifications to a base statistical model that takes into account non-uniform mixing.

A low power HeNe laser with cylindrical glass rods is used to create two vertical uniform sheets of light that is projected across the test section.

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.