Furthermore,the theory of Oh concrete non-linear fatigue cumulative damage is compared with the result of experiment obtained by 3 means of calculating stiffness damage,and the proposal of predicating fatigue life of reinforced concrete member is mentioned according to the experiment.

This paper deduces the basic formula of stiffness coefficient for linear-elastic petloid spring on the basis of Castigliano theorem and matrix transform method. The expressions of flexibility and stiffness matrix wand diagrams of calculating stiffness coefficients are presented.

When gas thickness varies in 1～3 μm, the load-carrying capacity is stable ,maximal variation is about 10%, and the error between calculating stiffness and experimental stiffness is less than 12%. So, this slide can be used for mobile components or bearing components of precise appliances.

Based on the fatigue experiment of 2 RC slabs,the results of the theory of Oh concrete non-linear fatigue cumulative damage [7] is compared with those of the experiment obtained by 3 means of calculating stiffness damage,and the proposal of predicating fatigue life of reinforced concrete member is mentioned according to the experiment.

The errors for the calculated stiffness in the theoretical formulae can be directly obtained from the errors for the independant variables, and theoretical formulae should be used for more accurate calculcation or selection of bearings.

4) Using the concept of time-dependent-calculation rigidity, a Finite Element Method considering time factor is set up for calculation of rod series statically indeterminate structures and corresponding program is developed.

After an introduction to the fundamentals of EAM it is outlined how it can be used for calculating stiffness constants and HGCs.

Some Methods for Calculating Stiffness Properties of Periodic Structures

In order to avoid numerical instabilities, a small positive value equal to 0.001Ec0 is employed for calculating stiffness matrix coefficients.

Linear form functions are commonly used in a long time for a toroidal volume element swept by a triangle revolved about the symmetrical axis for general axisymmetrical stress problems. It is difficult to obtain the rigidity matrix by exact integration, and as approximations close to the symmetrical axis, the accuracy of this approximation deteriorates very rapidly. The exact integrations have been suggested by some authors for the calculation of rigidity matrix. However, it is shown in this paper that these...

Linear form functions are commonly used in a long time for a toroidal volume element swept by a triangle revolved about the symmetrical axis for general axisymmetrical stress problems. It is difficult to obtain the rigidity matrix by exact integration, and as approximations close to the symmetrical axis, the accuracy of this approximation deteriorates very rapidly. The exact integrations have been suggested by some authors for the calculation of rigidity matrix. However, it is shown in this paper that these exact integrations can only be used for those axisymmetric elastic bodies with central hole. For solid axisymmetric body, it can be proved that the calculation fails due to the divergent property of rigidity matrix integration. In this paper, a new form function is suggested. In this new form function,the radial displacement u vanishes as radial coordinates r approach to zero. The calculated rigidity matrix is convergent everywhere, including these triangular toroidal element closed to the symmetrical axis. This kind of elenent is useful for the calculation of axisymmetric elastic body problem.

Recently, significant development has been made in the solution of problems regarding elasto-plastic earthquake response of multi-storeyed structures byusing directly seismic records as input and step-by-step intergration method.In the course of event, important theories and methods of design have beencreated in the field of earthquake-resistant structures. Some published papers dealing with non-linear earthquakeresponse were devoted to plane structures. For structures having unsymmetricalmass distribution or...

Recently, significant development has been made in the solution of problems regarding elasto-plastic earthquake response of multi-storeyed structures byusing directly seismic records as input and step-by-step intergration method.In the course of event, important theories and methods of design have beencreated in the field of earthquake-resistant structures. Some published papers dealing with non-linear earthquakeresponse were devoted to plane structures. For structures having unsymmetricalmass distribution or stiffness allocation,the above-mentioned problemsstill remain unsolved.Starting from a multi-storeyed shear-torsional type model, taking two-di-mensional horizontal earthquake wave as input and adopting degrading tri-linear mode of restoring force characteristics curve, an approach is developedin this paper for analysis of earthquake response of multi-storeyed structureswith torsion and a corresponding computer program GANU has been workedout. It is shown that the method is applicable to multi-storeyed structures involving frames,infilled frames or wall systems or certain mixed types of thesethree. A numerical example of a three-storeyed factory building is given. Resultsare compared with those obtained without taking torsional effect into account,indicating the detrimental influences of torsion caused by obviously unsym-metrical mass or stiffness of structure which are not to be ignored in design.

Formulas of Wilson-θ method are simplified in this paper,so that the consumption of time in computation is reduced and the accuracy of computation is increased.Based on analysis and practice of computaton,the flexibility matrix of cantilevers is proved to be in ill condition,and direct formulas for calculating stiffness matrix are given.As the reverse matrix of the flexibility matrix it is not in ill condition.