Group Theory Revision Notes by Peter J. Cameron

By Peter J. Cameron

Lecture notes, initial fabric for the path MTHM024/MTH714U, staff thought (Masters/level 7) at Queen Mary

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13. 0 ft. 0ft, the design axial strength of a W10x49 column, 0,1 = 372kips. Since the 372 kips > 360 kips required strength, use a W10x49 column. 14. Select the most economical W10 column for the K: case shown in Fig. 4-6. 0; required strength:360 kips. From Fig. 0ft, KrL,= 1'0x 12'0ft= l2'0ft' Assume y-axis buckling governs. 0ft, select a W10x49 (Q,P":372kips>360kips required). Check x-axis buckling. /ft 60 50 36 \tl 0 539 748 483 672 447 o 517 706 509 500 692 675 634 621 422 7 +o+ 457 449 657 536 10 480 638 440 431 409 401 551 491 606 590 572 392 520 11 469 617 457 595 420 409 553 533 382 12 3tz 502 484 l3 444 57].

8] for bending about the major axis if Lo: L,. If. Lp < Ln I L,, M^ for bending about the major axis is determined by linear interpolation between Eqs. el COMPACT BEAMS AND OTHER FLEXURAL MEMBERS CHAP. 5l 45 In the foregoing Zr:plastic 2, : plastic S, : (ory) axio, inl with respect to the major centroidal (or x) axis, inl with respect to the major centroidal (or x) axis, inr section modulus with respect to the minor centroidal section modulus elastic section modulus Lengths Loand L,are defined in Sec.

F1-e) ina warping constant, in6 For symmetric box sections bending about the major axis and loaded in the plane of symmetry, M, and L, shall be determined from formulas (F1-7) and (F1-10), respectively. For solid rectangular bars bending about the major axis , _57,000rr\/JA -rM M,: FrS, (F1-10) (F1-11) Values of ,/ and C* for many structural shapes are listed in Torsion Properties Tables in Part 1 of the AISC LRFD Manual. 0) can best be done graphically by (1) reference to the beam graphs in the section entitled Design Moments in Beams, in Part 3 of the AISC LRFD Manual, where Q6M^is plotted versus L6for Fr:36 and 50ksi or (2) constructing a graph similar to Fig.

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