The application of multimedia teaching live and demand broadcast system based on computer network(hereinafter referred to "live and demand broadcast system") is an important means to solve the lack of course teacher resources in school,to make full use of teaching resources,to improve teaching efficiency.

The teaching pattern of course integration is a new project in the basic educational reform in the 21st century,the study has created good basis for students' subjectivity and creativity,which is beneficial for the independent and characteristic development of teaching.

Compared with dominant curriculum,hidden curriculum is of important influence on students′ values and college moral education as a form of course,which lies in campus material culture,college regulations and campus spiritual culture.

In light of mixture ratio design and construction technology control of surface course of expressway bituminous concrete pavement,the author discusses relevant key technologies to ensure construction quality of course,in order to improve construction quality of bituminous concrete pavement and to increase economic benefits.

Results: In terms of course of disease, curative effect after 3 days' treatment, and rotavirus negative changing ratio, there were statistical significance between test group infants (group D) and infants of control groups (group A, B, and C) (P<0.01 or P<0.05).

Gland alveolus atrophy was obvious and the cell arranged disordered. CONCLUSION: ①The expression of VEGF of submandibular gland increases with the prolongation of course of db/db diabetic mice, which is positively associated with the course of diabetes mellitus.

The paper advocates the reforms in teaching economics from the aspects of course contents and teaching methods to choose the combining teaching methods of bilingual teaching,case teaching and multi-media teaching.

Of course, our proof would work also in the finite type case.

Of course, the cases α=n2+m2,n,m∈N(α≠2,5) can be similarly discussed by the same method which is used to discussing the cases α=2 and α=5.

The termination factors only condition such recognition to make it specific and reliable (of course, they fulfill the hydrolysis of the ester bond between the polypeptide and tRNA).

Accordingly, the anergic type of course was subdivided into "favourably-anergic" and "progressive-anergic".

This longitudinal study identifies predictors of course and etiologically relevant factors of psychogenic disorders.

In chronical experiments on dogs provided with gastric pouches, we showed that the gastric secretion stimulated by histamine can be reflexly inhibited by electrical stimulation on the skin. This inhibition can be shown with Heidenhain pouches as well as with Pavlov pouches, indicating that the phenomenon does not depend on an intact vagus innervation. Furthermore it can still appear in Heidenhain pouches after bilateral subdiaphragmatic section of the splanchnic nerves and bilateral extirpation of the solar...

In chronical experiments on dogs provided with gastric pouches, we showed that the gastric secretion stimulated by histamine can be reflexly inhibited by electrical stimulation on the skin. This inhibition can be shown with Heidenhain pouches as well as with Pavlov pouches, indicating that the phenomenon does not depend on an intact vagus innervation. Furthermore it can still appear in Heidenhain pouches after bilateral subdiaphragmatic section of the splanchnic nerves and bilateral extirpation of the solar plexuses. In such dogs the adrenal glands are of course also severed from their external nerve supplies. It thus follows that the sympathetic innervation to the stomach and the adrenal glands are not indispensable either. Apparently there is some humoral factor as yet unknown, which inhibits gastric secretion and which can be reflexly mobilized by such means as electrical stimulation of the skin. On the other hand, we were able to show that both direct electrical stimulation of the splanchnic nerve and intravenous injection of adrenaline can inhibit the gastric secretion stimulated by histamine. This suggests that when the sympathetico-adrenal system is intact it is likely to be also involved in the inhibitory phenomenon under consideration. The phenomenon is evidently a complex one involving both nervous and humoral factors, and we had also shown that it requires the participation of higher nervous centres, being not elicitable in anesthetized animals. We wish to express our deep gratitude to Prof. T. P. Feng for suggesting this problem and for constant guidance throughout this work.

The so-called "truss rigid frames" are those rigid frames with trusses as their horizontal beams, of which the two ends are rigidly connected to columns. Within the author's knowledge, all the methods available at present for analyzing such rigid frames are based on Certain special assumptions such as (1) that the positions of the points of contra-flexure in all the columns are previously known; (2) that the end rotations of a truss may be reprensented by that of its assumed line of axis as in the case of an...

The so-called "truss rigid frames" are those rigid frames with trusses as their horizontal beams, of which the two ends are rigidly connected to columns. Within the author's knowledge, all the methods available at present for analyzing such rigid frames are based on Certain special assumptions such as (1) that the positions of the points of contra-flexure in all the columns are previously known; (2) that the end rotations of a truss may be reprensented by that of its assumed line of axis as in the case of an ordinary beam; or (3) that the end verticals of trusses may be given certain prescribed deformations. Of course, the adoption of any of such assumptions leads to only approximate results inconsistent with the actual deformations of such rigid frames under any loading. Heretofore, the author did not know any correct method for analyzing such rigid frames. In this paper, the author presents two principles of the correct analysis of truss rigid frames. The first principle is that of "moment action on column" for computing the angle change constants of columns, and the second principle is that of "effect of span-change in truss" for computing the angle and span change constants of trusses.As, for computing the angle change constants of a truss, the dummy unit moment is a couple applied to its end verticals, so, for computing the angle change constants of a column, the dummy unit moment must also be a couple applied to the section of column rigidly connected to the end of a truss, in order to effect a consistent deformation at the joint of the two. This is the first principle.A truss just like a curved or gabled beam of which the effect of span-change can not be neglected, so truss rigid frames belong to the same category of what may be called "span-change" rigid frames such as rigid frames with curved or gabled beams. Therefore the span-change constants of trusses should be included besides their angle-change constants for analyzing truss rigid frames. This is the second principle.With the constants of columns and trusses are all computed in accordance with respectively the first and second principles mentioned above, truss rigid frames may be analyzed by any method including the effect of span-change as in the case of rigid frames with curved or gabled beams, and the results thus obtained will be exactly the same as by the method of least work or deflections without any special assumptions.In this paper, after the two principles are described and the formulas for computing the constants of columns and trusses are derived, the correctness of the two principles are then proved by the methods of least work, deflections and slope-deflection. A two-span truss rigid frame is analyzed under the following three conditions:Ⅰ. Applying both of the two principles to obtain the correct results.Ⅱ. Applying only the first principle to show the discrepancies of neglecting the effect of span-change in trusses as born out by comparing the results of Ⅱ with Ⅰ.Ⅲ. Applying neither of the two principles, and the truss rigid frames being analyzed by the special assumption (2) mentioned above with the line of axis at the bottom chord of truss, in order to show the discrepancies of neglecting the moment action on column as born out by comparing the results of Ⅲ with Ⅱ. For the sake of brevity, only the results are given in Tables 1 to 5 without computations in details.Although the discrepancies of neglecting the moment acticn on column are only slight as shown by comparing the results of Ⅲ with Ⅱ in Tables 2, 4 and 5, there is no reason why special assumptions should not be replaced by the correct principle of moment action on column to obtain correct results. As shown by comparing the results of Ⅱ with Ⅰ in Tables 2, 4 and 5, the discrepancies by neglecting the span change in trusses are generally considerable and, in certain particular part, as large as 3000%. Therefore, for the safe and economical design of truss rigid frames, the effect of span-change in trusses should not be neglected in their analysis.Finally, for analyzing co

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.