when θ >0. 2°, η and the overturning-resisting capacity of the cylinder decrease evidently. So it is suggested that θ=0.2° is the critical value for the deflection of the cylindrical structure. And when θ =0. 2°, the ratio of the horizontal displacement at the top of the cylinder,△1 , which is attributed to the inclined angle θ, to the height of the cylinder,H, is 3.5×10-3.

The geometric nonlinear factors include cable sag, beam-column effect and large structure displacement, and the aerodynamic nonlinear factors are wind incidence angle effect and self-excited force.

6) Calculating and analyzing the dimensional and whole work capability by the finite element method, based on the calculating results, the horizontal displacement and stressdistributing of the beams on top of the piles is analyzed and the section sizes is optimized.

Through the analysis of the cold extrusion tehnologies to small module gear with addendum modification, the feasibility to produce the gear using extrusion technology was discussed, which is meaningful to improve the mechanical performance of the gear- drive parts and to reduce the cost.

According to the characteristics in design of involute gear sharper cutter, this paper analyses the key parameters in design of the involute gear sharper cutter , such as how to select the coefficient of addendum modification and the number of teeth, and puts forward a practical method of involute gear sharper cutter CAD, namely involute gear sharper cutter CAD expert system, and stresses the indicative method of gear information, the organization and management of Knowledge Base .

To correct metachoresis uterus must advert: 1.cofirm the right type and diagnosis definitely;

纠正子宫变位应注意:1．定准类型,明确诊断;

The authors consider that this is a new-type fracture in forearm in juries, The mechanism and clinical metachoresis are different both from those of any type of Monteggia's fracture and from upper 1/3, or middle-1/3, or lower-radial fracture and forearm double fracture. The injury is caused by an upward prone conducting violence.

Method: To analyze the structural relationship of uterine body and cervix, uterine body and vagina, along with the cervix external aperture of the position in the vagina ,in the different types of metachoresis uterus.

Discuss the effect of rotational speed, damping, and modification coefficient etc to dynamic load, and make an emphatic analysis to the stiffness of large displacement shift, contact ratio, the location of node and the dynamic load factor etc.

This paper,combined with engineering practice,does some research on designing the gabled frames heel,the portal strut,the displacement shift,the connecting gusset and so on,by setting up the computation model and the contrast analysis,to optimize the structural design and lower the engineering construction cost.

Our approach generalizes Lévy's midpoint displacement technique which is used to generate Brownian motion.

Finite element simulations for compressible miscible displacement with molecular dispersion in porous media

We consider a nonlinear parabolic system describing compressible miscible displacement in a porous medium [5].

Galerkin method for completely compressible displacement with molecular diffusion and dispersion

In this paper, the numerical approximation by Galerkin method for completely compressible miscible displacement with molecular diffusion and dispersion in porous media is considered.

It was found that in the Σ5 case two Burgers vectors of the structure are not simple basic complete displacement shift lattice (DSC) vectors and are larger than any one of them.

Burgers vectors associated with structural ledges and misfit-compensating ledges are displacement shift complete (DSC) lattice vectors.

They tend to cleave the carbene ligand with a simultaneous hydrogen displacement/shift.

Single storied industrial buildings composed of steel trusses and reinforced-concrete columns are very common. As the upper joints are hinged, the stresses in the columns are not influenced by the elastic properties of the trusses; while the upper joints are rigid, methods of analysis are usually based on the assumption that the moment of inertia of a steel truss may be taken as equivalent to that of a beam. In this paper, the author making use of the principle of least work reviews the equations for calculating...

Single storied industrial buildings composed of steel trusses and reinforced-concrete columns are very common. As the upper joints are hinged, the stresses in the columns are not influenced by the elastic properties of the trusses; while the upper joints are rigid, methods of analysis are usually based on the assumption that the moment of inertia of a steel truss may be taken as equivalent to that of a beam. In this paper, the author making use of the principle of least work reviews the equations for calculating the angle-changes at the ends of a truss, and then illustrates their applications with two practical examples: one with flat roof and the other with gabled-roof. They are solved respectively by the method of slopedeflection for the cases of no-sidesway, sidesway-correction and sidesway included by solving the elastic equations of unit deformation. The results are compared with those obtained with usual assumptions.

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

In this paper a method for computing the influence lines in open rigid frames is presented. This method is based on the Müller-Breslau's principle that every deflection diagram is an influence line. If any section of a given rigid frame, at which the influence llne of any stress function——such as reaction, shear, bending moment and torsion——is desired, is allowed to produce freely a corresponding unit deformation, the deflection diagram of this frame will be the same as the influence of that stress function.The...

In this paper a method for computing the influence lines in open rigid frames is presented. This method is based on the Müller-Breslau's principle that every deflection diagram is an influence line. If any section of a given rigid frame, at which the influence llne of any stress function——such as reaction, shear, bending moment and torsion——is desired, is allowed to produce freely a corresponding unit deformation, the deflection diagram of this frame will be the same as the influence of that stress function.The fundamental idea of this method is that the angle-changes at ends of bars due to unit deformation can be determined by propagating joint rotations and that the resulting deflection diagram which is the same as the influence line of the corresponding stress function may be determined by method of conjugate beam.Typical numerical examples are worked out to show the application of this method.