But shearing strength of <1 mm roots is greatest,accounting for 72.27% of total shearing strength,second is >3 mm roots,accounting for 19.09% of shearing strength,the last is 1~3 mm roots,accounting for 8.54% of total shearing strength.

But shearing strength of <1 mm roots is greatest,accounting for 72.27% of total shearing strength,second is >3 mm roots,accounting for 19.09% of shearing strength,the last is 1~3 mm roots,accounting for 8.54% of total shearing strength.

Theain mineralizing elements, i.e., Bi, Au, Ag and Hg are relatively richer than those in continental crust. After ductile shearing, there is apparent enrichment for Au, Ag and Bi, As well as As and Sb.

The study of 40Ar/ 39Ar isotope chronology reveals that the activity of Qiugemingtashi—Huangshan ductile shear zone shows different features in different periods of time. In the early stage, the shear zone was characterized by nappe shearing, starting later than 300 Ma and lasting at least to 283.7 Ma. However, it can be sure that the activity ended at 280.2 Ma.

Numerical results of the lubrication show that the differential viscosity is the principal non-Newtonian property affecting the lubrication, it is determined by the material parameters of the lubricant and is affected by the shearing rate.

Considering the effects of bending-shearing strain and tensile-compression strain, the dynamic stress of the links and its position are derived by using the Kineto-Elastodynamics theory and the Timoshenko beam theory.

During the high-temperature wear period, severely influenced by friction heat, obvious softening and plastic flow can be found on the friction surface of the brake block, its anti-shearing ability is weakened, and adhesive wear is intensified.

Organic fibre is in a flowing state and obviously generates drawing, shearing, carbonization and oxidization.

In this method, the pre-dispersed nano-particle suspensions are blended with melting polymers in a weak shearing field using an extruder, followed by removing the water from the vent.

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.

In a previous paper,(1) a method for solving composite beams jointed by bolts by means of equivalent continous beams is suggested. This result is based on the following assumptions: 1. All beams composing the composite beam have the same deflec non at the point where bolt is used. 2. The actions of bolts are considered as concentrated forces applied on the beams at the points where bolts are used. 8. The effect of torsion caused by the external load which is not ap plied at the shear center of the whole...

In a previous paper,(1) a method for solving composite beams jointed by bolts by means of equivalent continous beams is suggested. This result is based on the following assumptions: 1. All beams composing the composite beam have the same deflec non at the point where bolt is used. 2. The actions of bolts are considered as concentrated forces applied on the beams at the points where bolts are used. 8. The effect of torsion caused by the external load which is not ap plied at the shear center of the whole cross-section of the composite beam is neglected. 4. The friction between the beams is neglected. 5. The weakening of the cross sections of the beams due to the bolt holes is neglected. In order to examine the correctness of these assumptions the results of a group of tests are given. The results of tests show that all assumptions except the third are well agree with the practical condition. As to the third assumption, the problem will be further studied.

This paper investigates the general and complete form of slope-deflection equations used in structural analysis. The word "complete" indicates that all the possible deformations (deflections and rotations) and all the strain energies (due to shear, direct stress and flexure) are included in the equations. The definitions, numbers, and relations of member constants are then discussed and the general equations for computing these constants are given. By neglecting the factors of minor importance, the general...

This paper investigates the general and complete form of slope-deflection equations used in structural analysis. The word "complete" indicates that all the possible deformations (deflections and rotations) and all the strain energies (due to shear, direct stress and flexure) are included in the equations. The definitions, numbers, and relations of member constants are then discussed and the general equations for computing these constants are given. By neglecting the factors of minor importance, the general form is reduced to the usual slope-deflection equations. Some special forms of such equations which are useful in certain practical problems are also discussed briefly, such as the slope-deflection equations including the effect of direct stress on flexure and the slope-deflection equations of semi-rigid frames. Slope deflection equations for trussed bents are also presented.