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Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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A fully composite section that is comprised of an A992 W16x31 with a 5-inch, (f'c= 4 ksi) slab on top of it. The beam span is 30' and the spacing of the beams is 5-foot. All the shear studs to make the composite beam were completely forgotten to be installed by the contractor. Assume that the friction between the slab and the steel beam is enough to provide continuous lateral support to the compression flange of the steel beam but provides no composite action between the concrete and the steel. What is the LRFD moment capacity (4bMn) of this badly built attempt at a 'composite' beam, Hint; The flexural strength of the unreinforced concrete slab is 7.5*(f'c)^0.5 Also, the fundamental flexural equation is MC/I. Show all work.
Problem 2. A composite section having an effective width of flange of 2100 mm and a slab thickness of 150mm as shown in the figure. The steel beam is WS30 x 101 of A36 steel with Fy =250 MPa. Concrete fc'=20.7 MPa. Modular ratio, n=9. Assume full shoring and full composite action. A 12900 mm2 d= 537 mm Properties of W 530 x 101 W= 101.4 kg/m k=617 x 10 mm 2100mm 150mm W530x10/ a. Determine the moment of inertia at the neutral axis. b. Determine the resisting moment for the cross section shown. c. Determine the uniformly distributed load which excludes the weight of the steel beam and concrete slab that the beam could support if ithas a simplespan of 6m.
Given the concrete (f c=6000 psi) I-beam shown in Figure 1 for the given loading: -draw the shear & moment diagrams -determine Vmax & Mmax -using ASD (Allowable Stress Design) method, check to see if the given loading produces stresses within the given allowable range (check both Omax & Vmax) Using ACI 318-99, allowable stresses are -for flexure, f = .45f'c -for shear, v. = 1.1√f. (HINTS: 8² -note that the beam is symmetric about both axes -Ix for a triangle is (1/36)bh³+Ad² ) 30 kips 16' 10 kip/ft 22' 20 kips 3'-4' -1-6 -1'-6" Figure 1 1'-

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