Word Finder - stresses

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(Cause of) discomfort.

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Serious danger.

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An aversive state of stress to which a person cannot fully adapt.

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A seizing of property without legal process to force payment of a debt.

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The thing taken by distraining; that which is seized to procure satisfaction.

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A physical, chemical, infective agent aggressing an organism.

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Aggression toward an organism resulting in a response in an attempt to restore previous conditions.

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The internal distribution of force across a small boundary per unit area of that boundary (pressure) within a body. It causes strain or deformation and is typically symbolised by σ or τ.

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Force externally applied to a body which cause internal stress within the body.

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Emotional pressure suffered by a human being or other animal.

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Go easy on him, he's been under a lot of stress lately.

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The emphasis placed on a syllable of a word.

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Some people put the stress on the first syllable of “controversy”; others put it on the second.

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Emphasis placed on words in speaking.

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Emphasis placed on a particular point in an argument or discussion (whether spoken or written).

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Distress; the act of distraining; also, the thing distrained.

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To apply force to (a body or structure) causing strain.

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To apply emotional pressure to (a person or animal).

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To suffer stress; to worry or be agitated.

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To emphasise (a syllable of a word).

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“Emphasis” is stressed on the first syllable, but “emphatic” is stressed on the second.

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To emphasise (words in speaking).

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To emphasise (a point) in an argument or discussion.

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I must stress that this information is given in strict confidence.

The impact stresses depend so much on local conditions that it is difficult to fix what allowance should be made.

Straining Actions and Working Stresses.

The stresses in the web are greatest at the ends of the span.

Let t be the statical breaking strength of a bar, loaded once gradually up to fracture (t = breaking load divided by original area of section); u the breaking strength of a bar loaded and unloaded an indefinitely great number of times, the stress varying from u to o alternately (this is termed the primitive strength); and, lastly, let s be the breaking strength of a bar subjected to an indefinitely great number of repetitions of stresses equal and opposite in sign (tension and thrust), so that the stress ranges alternately from s to -s.

Judd that this structure may be due to mechanical stresses.

The horizontal stresses in the flanges are greatest at the centre of a span.

For shearing stresses the working stress may have o 8 of its value for tension.

To compare this with the previous table, tp _ (A+B)/A = r +P. Except when the limiting stresses are of opposite sign, the two tables agree very well.

A frame used to support a weight is often called a truss; the stresses on the various members of a truss can be computed for any given load with greater accuracy than the intensity of stress on the various parts of a continuous structure such as a tubular girder, or the rib of an arch.

Further, the range of stress to which they are subjected is the sum of the stresses due to the load advancing from the left or the right.

Then the bridge is designed, so far as the direct stresses are concerned, for bending moments due to a uniform dead load and the uniform equivalent load we.

The axis becomes, therefore, a line of resistance, and in reasoning of the stresses on frames we may treat the frame as consisting of simple straight lines from joint to joint.

It is found in practice that the stresses on the several members do not differ sensibly whether these members are pinned together with a single pin or more rigidly jointed by several bolts or rivets.

Many assumptions are made in treating of the flexure of a continuous structure which are not strictly true; no assumption is made in determining the stresses on a frame except that the joints are flexible, and that the frame shall be so stiff as not sensibly to alter in form under the load.

These stresses will be unknown quantities, which the designer cannot take into account, and such a combination should if possible be avoided.

Bow (Economics of Construction), and is convenient in applying the theory of reciprocal figures to the computation of stresses on frames.

Reciprocal figures are easily drawn by following definite rules, and afford therefore a simple method of computing the stresses on members of a frame.

Rankine gives the approximate rule Working deflection =5= l a /t o,000h, where l is the span and h the depth of the beam, the stresses being those usual in bridgework, due to the total dead and live load.

It is never exhibited except by rocks which have been sub jected to the tangential stresses set up in the earth's crust by folding.

On this account it is usual to neglect the tensile strength of concrete in designing structures, and to arrange the material in such a way that tensile stresses are avoided.

During the last few years attention has been directed to the stresses - including shearing stresses - on planes other than horizontal.

In bridges so erected the straining action during erection must be studied, and material must be added to resist erecting stresses.

These percentages are added to the live load stresses.

Hence the formula is more useful in the form w = (w i +w2)1 2 / (Kd -1 2) = (wl +w 2)lr/ (K -lr) where k= (wl+w2-1-w3)lr/w3 is to be deduced from the data of some bridge previously designed with the same working stresses.

The committee recommended that a factor of safety of 4 should be taken for wind stresses.

It was pointed out as early as 1869 (Unwin, Wrought Iron Bridges and Roofs) that a rational method of fixing the working stress, so far as knowledge went at that time, would be to make it depend on the ratio of live to dead load, and in such a way that the factor of safety for the live load stresses was double that for the dead load stresses.

Concrete by itself, though strong in compression, can offer but little resistance to tensile and shearing stresses, and as these stresses always occur in beams the problem arises how best to arrange the steel so as to assist the concrete in bearing them.

To meet tensile stresses the steel is nearly always inserted in the form of bars running along the beam.

In each case the object is to place the bars as nearly as possible where the tensile stresses occur.

Floor slabs may be regarded as wide and shallow beams, and the remarks made about the stresses in the one apply to the other also; accordingly, the various devices which are used for strengthening beams recur in the slabs.

But in a thin slab, with its comparatively small span and light load, the concrete is generally strong enough to bear the shearing stresses unaided, and the reinforcement is devoted to assisting it where the tensile stresses occur.

A concrete arch is reinforced in much the same way as a wall, the stresses being somewhat similar.

The combination of ductility, which lessens the tendency to break when overstrained or distorted, with a very high limit of elasticity, gives it great value for shafting, the merit of which is measured by its endurance of the repeated stresses to which its rotation exposes it whenever its alignment is not mathematically straight.

Another branch of meaning stresses the formal, customary aspect; and hence in such phrases as "solemn act," probate in "solemn form," it means that which is done with all due forms and ceremonies.

There are no regulations in England limiting the working stresses that may safely be placed upon timber, although in some districts the least sizes that may be used for timbers in roofs and floors are specified.

In some European and other countries, however, the safe working stresses of timber used for constructional purposes are defined.

Severe simplicity is also most in harmony with constructional designs in plated work, where stresses occur in straight lines.

In some regions, notably in the Baltic province and in parts of the United States, the rocks still retain their original horizontality of deposition, the muds are scarcely indurated and the sands are still incoherent; but in most parts of the world they bear abundant evidence of the many movements and stresses to which they have been exposed through so enormous a period of time.

When a plane frame which is just rigid is subject to a given system of equilibrating extraneous forces (in its own plane) acting on the joints, the stresses in the bars are in general uniquely determinate.

For the conditions of equilibrium of the forces on each pin furnish vi equations, viz, two for each point, which are linear in respect of the stresses and the extraneous forces.

The stresses produced by extraneous forces in a simple frame can be found by considering the equilibrium of the various joints in a proper succession; and if the graphical method be employed the various polygons of force can be combined into a single force-diagram.

The stresses in the bars, in the problem as thus modified, may be supposed found by the preceding methods; it remains to infer from the results thus obtained the reactions in the original form of the problem.

The principle can of course be extended to any system of particles or rigid bodies, connected together in any, way, provided we take into account the internal stresses, or reactions, between the various parts.

We are thus able tc imagine a great variety of mechanical systems to which tht principle of virtual work can be applied without any regard tc the internal stresses, provided the hypothetical displacements be such that none of the connections of the system are violated.

We have seen that the stresses produced by an equilibrating system of extraneous forces in a frame which is just rigid, according to the criterion of 6, are in general uniquely determinate; in particular, when there are no extraneous forces the bars are in general free from stress.

When a frame has a critical form it may be in a state of stress independently of the action of extraneous forces; moreover, the stresses due to extraneous forces are F indeterminate, and may be infinite.

This means that, if the material of the frame were absolutely unyielding, no finite stresses in the bars would enable it to withstand the extraneous forces.

The stresses in the bars would then be comparatively very great, although finite.

We may note that a frame of n joints which is just rigid must have 3116 bars; and that the stresses produced in such a frame by a given system of extraneous forces in equilibrium are statically determinate, subject to the exception of critical forms.

It is shown that a machine may at any instant be represented by a frame of links the stresses in which are identical with the pressures at the joints of the mechanism.