Dead-load sentence example

dead-load
  • In a three-span bridge the theoretical advantage of continuity is about 49% for a dead load and 16% for a live load.
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  • (3) The dead load comprises the weight of the main girders, flooring and wind bracing, or the total weight of the superstructure exclusive of any part directly carried by the piers.
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  • The four cables support a dead load of 7140 tons and a live load of 4017 tons.
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  • Dead Load.-The dead load consists of the weight of main girders, flooring and wind-bracing.
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  • The weight of main girders increases with the span, and there is for any type of bridge a limiting span beyond which the dead load stresses exceed the assigned limit of working stress.
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  • 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.
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  • Let A be the dead load and B the live load, producing stress in a bar; p =B / A the ratio of live to dead load; f i the safe working limit of stress for a bar subjected to a dead load only and f the safe working stress in any other case.
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  • Factor of Safety twice as great for Live Load as for Dead Load.
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  • The distribution of total shear, due to a dead load w 1 per ft.
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  • 42, arranged so that the dead load shear is added to the maximum travelling load shear of the same sign.
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  • For a train advancing from the left, the travelling load shear in the left half of the span is of a different sign from that due to the dead load.
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  • 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.
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  • The practical limit of height was reached when the sectional area of the masonry of the piers of the exterior walls in the lower storey had to be made so great, in order to support safely the weight of the dead load of the walls and floors and the accidental load imposed upon the latter in use, as to affect seriously the value of the lower storeys on account of the loss of light and floor space.
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  • In buildings to be used as offices, hotels, apartments, &c., it is usual in establishing the loads for the purpose of computation to assume that the columns carrying the roof and the upper storey will be called upon to sustain the full dead load due to material and the maximum computed variable load, but it is customary' to reduce the variable loads at the rate of about 5% storey by storey towards the base, until a minimum of about 20% of the entire variable load is reached, for it is evidently impossible that the building can be loaded by a densely-packed moving crowd in all of its storeys simultaneously.
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  • These results are for the centre deflections of main girders, but Stone infers that the augmentation of stress for any member, due to causes included in impact allowance, will be the same percentage for the same ratios of live to dead load stresses.
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  • In a three-span bridge continuous girders are lighter than discontinuous ones by about 45% for the dead load and 15% for the live load, if no allowance is made for ambiguity due to uncertainty as to the level of the sup ports.
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