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Various physical parameters which represent theoretical concepts govern analytical results There should be no ambiguity about their de nitions given below 1 Redundant and non-redundant sections: As de ned by the theory of indeterminate structures, use of a two-girder system or through trusses will cause the least redundancy or least indeterminacy The disadvantage is that the probability of failure is increased against environmental loads The formation of plastic hinge in a single girder in an indeterminate system will only cause failure local to that girder Other girders will be able to distribute moments thereby offering combined resistance and avoiding failure Hence, the greater the number of girders, the higher the degree of redundancy A minimum of four girders is permitted by most states Similarly, a single span system will theoretically require only one plastic hinge to form at the location of maximum positive moment (midspan) for failure.

The total cost is computed over the life of the bridge. Extreme events may or may not apply within its life. There can be unforeseen events including accidents resulting from vehicle and vessel collision, oods and scour, earthquake damage, re and bomb blasts, etc. 2. Life cycle costs are linked to concrete spalls, beam corrosion, and other de ciencies (Figure 2.8). If the initial cost does not cover all structural requirements, the life cycle cost for repair and rehabilitation will be much higher. The most sensitive elements of a large project are life cycle costs and value engineering (Figure 2.8).

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A continuous girder system will require two or more plastic hinges to be formed at the locations of maximum positive and negative moments Hence, there is a need to adopt redundant systems 2 Composite and non-composite sections: Use of shear connectors makes it possible for composite action between the deck slab and the top ange of the girder This provides a tremendous advantage in preventing global buckling of the top ange During construction stages and until the full strength of concrete is achieved, the girder section will behave as non-composite and will be designed as such 3 Compact and non-compact sections: To prevent local buckling, the top ange needs to be braced laterally by the composite slab Flange shapes and sizes which meet long column effect and local buckling requirements of slenderness and lateral support are called compact sections.

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The advantages of compact sections are that they are capable of generating full plastic behavior leading to improved strength, with local buckling resistance capability compared to the non-compact sections Non-compact sections can develop yield moment, but only partially develop a plastic response Non-compact sections are generally safe but are uneconomical compared to compact sections Hence, it is important to try and achieve a compact section while sizing a plate girder One method of reducing local buckling in compression ange of a non-compact section is to provide transverse diaphragms Long column effect still needs to be checked for global buckling for total compression ange length between bearings..

int rand(void)

Here is another example. Recall the join query used in the JoinDemo example shown earlier:

1 Sketch the graph of f (x) = 2x/[x 2 + 1], indicating all local maxima and minima together with concavity properties 2 What is the right circular cylinder of greatest volume that can be inscribed upright in a sphere of radius 5 3 An air mattress (in the shape of a rectangular parallelepiped) is being inflated in such a way that, at a given moment, its length is increasing by 2 inches per minute, its width is decreasing by 1 inch per minute, and its height is increasing by 05 inch per minute At the moment its dimensions are = 90 , w = 50 , and h = 10 How is its volume changing at that time 4 A certain body is thrown straight down at an initial velocity of 10 ft/sec It strikes the ground in 3 seconds What is its initial height 5.

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