An Introduction to Timber Engineering by H. J. Andrews and Jack Kape (Auth.) PDF

By H. J. Andrews and Jack Kape (Auth.)

ISBN-10: 0080115160

ISBN-13: 9780080115160

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W e now have a member measuring 4 in. X 6 in. which has been graded 32 CODES OF PRACTICE to the rules set down for a m e m b e r 2 in. X 6 in. hence the Κ factors are higher resuldng in increased working stresses pro rata to the number of laminations employed. TABLE 4. MODIFICATION I ACTORS FOR LAMINATED MEMBERS No. ipplv to hui t u p battened or latticed struts for which special (alciilations are required. Immediately following the modification factor tables, there are certain recommendations for flexural members, all of which are sound and should be accepted, excepting only where the designer feels justified in making changes, having satisfied himself that the stability of the structure will not he endangered.

Conversely, the safe working stress for long-time loading may be increased when loads are of shorter duration. Duration of load adjustments apply to all stresses except to moduHis of elasticity in bending; adjust­ ments do apply, however, to the modulus for column design. Knots, cross-grain, shakes, checks, and sphts are commonly thought of as defects. T h e y are, however, characteristic of all structural grades of dmber and are therefore more 24 TIMBER AS A STRUCTURAL MATERIAL accurately defined as strength-reducing characteristics.

Moment of resistance For nominal size For scant size MR = fZ MR = 1000 X 12 = 12,000 lb/in. MR = 1000 X 10-78 = 10,780 lb/in. If we now take the m o m e n t of resistance of the scant size member and divide by the Ζ value for the nominal member = 10,780/12 we produce a reduced s t r e s s / o f 900 Ib/in^. This exercise indicates clearly that the scant dimensions of timber have an appreciable eflFect on the carrying capacity, which can be related to the basic and working stresses used in calculations.

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An Introduction to Timber Engineering by H. J. Andrews and Jack Kape (Auth.)


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