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Some developers consider debugging the most difficult part of the development process. However, a systematic approach, common sense, and modern debugging tools can significantly reduce the effort required to solve errors. This chapter has presented an overview of bugs and the process of debugging in general. We have presented a systematic approach to the debugging process. We have discussed the configuration and use of TSQL Debugger. We have discussed debugging without TSQL Debugger and looked at some of the most common errors found in Transact-SQL. We have demonstrated two solutions for handling errors inside Transact-SQL code. You should choose one and make a habit of using it. Personally, I do not like to use XACT_ABORT because I can exercise more control by investigating the @@error function.

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Thus, for given values of M and , the cross-sectional area required decreases as we increase h Hence the role of Eq (3031) is to define the constraint on the maximum allowable depth-to-thickness ratio The situation is similar for flanged beams Here we have obtained the results for a simple problem to illustrate the disadvantage involved and the caution necessary in designing beams with thin-walled open cross sections Implicit in this is the advantage of using, when possible, closed cross sections, such as box beams, which have a high torsional stiffness As we have seen, when the applied moment is constant over the entire length of the beam, the problem of definition and its solution have the same form as for the column-buckling problem We can also have similar types of boundary conditions The boundary conditions used in Eq (3030) correspond to a simply supported column.

If dy/dx and dz/dx are equal to zero at x = 0 for all y and z, then d /dx is equal to zero at x = 0 If this condition is combined with (0) = 0, then we have the equivalent of a clamped column end Hence we can use here the concept of equivalent beam length in the same manner as we used the equivalent column length before In case a beam is subjected to transverse loads, so that the applied moment varies with x, the problem is more complex For the proportioning of flanged beams, Ref [303] should be used as a guide This reference deals with structural applications, so that the size range of interest dealt with is different from the size range of interest in machine design.

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Critics might object to this solution, because it adds a significant amount of code to the script, and they might add that the solution would be improved if the developer could hide error handling to emphasize the statements that are performing the real processing. But the real value of this error handling solution is that it is a coherent solution that permits the code in stored procedures to work in a uniform manner and lets developers know what to expect when the unexpected occurs. So, until Microsoft creates something new .

But the underlying principles of beam stability are the same, and the proportioning of the members should be similar Example 2 We will examine the design of a beam of length L and rectangular cross section t by h The beam is subjected to an applied moment M (we will not use any modifying symbols here, since there is no ambiguity), which is constant over the length of the beam As noted previously, the required cross-sectional area th will decrease as h is increased We take the allowable stress in the material to be The calculated stress in the beam is not to exceed this value Thus, M(h/2) th3/12 6M th2 th 6M h (1).

We want the cross-sectional area th as small as possible. Hence h should be as large as possible. We can, therefore, replace the inequality in Eq. (1) by the equality th = 6M h (2)

1. Add debugging code in the following stored procedure:

7.5 Summary

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