The member shown in Figure 50 steel and is part of a braced frame. The end moments are service load is a W12 X 96 of A572 Grade moments, and bending is about the strong axis. The end shears are not shown. The frame analysis was performed consistent with the effective length method, so the flexural rigidity, EI, was unreduced. If the end mo- ments and axial load are 33% dead load and 67% live load, what is the maximum axial service load, P, that can be applied? Use K, = K, = 1.0. Freeform Snip a. Use LRFD. b. Use ASD. 150 ft-k 15' 150 ft-k

The member shown in Figure 50 steel and is part of a braced frame. The end moments are service load is a W12 X 96 of A572 Grade moments, and bending is about the strong axis. The end shears are not shown. The frame analysis was performed consistent with the effective length method, so the flexural rigidity, EI, was unreduced. If the end mo- ments and axial load are 33% dead load and 67% live load, what is the maximum axial service load, P, that can be applied? Use K, = K, = 1.0. Freeform Snip a. Use LRFD. b. Use ASD. 150 ft-k 15' 150 ft-k

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter6: Beam–columns

Section: Chapter Questions

Problem 6.6.9P

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The section of simply supported beam is HE450B, under distributed uniform dead load PG=20 kN/m and live load PQ=60 kN/m. Beam flange is laterally supported against compression from support and midpoint of the span. a. Determine safety of the section for bending (compare maximum beam moment with bending moment capacity of the section) b. Check section safety against shear Material is S235.
The beam-column in the figure below is a member of a braced frame. A second-order analysis was performed with factored loads and reduced member stiffnesses to obtain the moments and axial force shown. Use LRFDand determine whether this member is adequate. Suppose that P = 165 kFor W10 x 60 with L, = 15 ft and C6 = 1.0: ф,M, = 257 ft-kips, ф,M, = 280 ft-kips;for Lc = 15 ft: cPr = 556 kips.
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