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Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 6, Problem 6.18PFS
To determine
The design of cover plates and the required minimum plate thickness by using A992 steel.
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Students have asked these similar questions
The beam shown in Figure is a two-span beam with a pin (hinge) in the center of the left span,making the beam statically determinate. There is continuous lateral support. The concentratedloads are service live loads. Determine whether a W12 × 79 of A992 steel is adequate.a. Use LRFD.b. Use ASD.
2. A steel column 10 m long is fabricated from W section and a cover plate. Determine the safe axial
load that the column can carry. Fy = 345 MPa, E = 200 GPa. Use AISC/NSCP Specs.
310 mm
cover plate
AY
I 6 mm
y2
y
d1
10 m
d2
W 310 x 107
a) Both ends of column are fixed
b) Both ends of column are hinged
c) One end fixed, the other end hinged
Use design values of k.
W 310 x 107
A = 13600 mm?
d = 311 mm
Ix = 248x10° mm*
ly = 81.2x10° mm“
d.
The truss shown is composed of steel sections. If the 2L150 x 90 x 8 A36 steel section was used in member CG, is it
satisfactory? Use 2 lines of 4-20mm fasteners spaced 75 mm on center for all joints. The loads applied in the truss are.
service loads. Use ASD only. You can use ASEP Manual. Multiply the loads by 10.
50 kN
30 kN-
3 m
G
3 m
3 m
30 kN-
D
30 kN-
A
m
E
H
m
C
Chapter 6 Solutions
Structural Steel Design (6th Edition)
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Similar questions
- If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.arrow_forwardA plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.arrow_forwardA beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft 2-in. deck with 3 in. of lightweight concrete fill (wc=115 pcf) for a total depth of t=5 in. Total weight of deck and slab = 51 psf Construction load = 20 psf Partition load = 20 psf Miscellaneous dead load = 10 psf Live load = 80 psf Fy=50 ksi, fc=4 ksi Assume continuous lateral support and use LRFD. a. Design a noncomposite beam. Compute the total deflection (there is no limit to be checked). b. Design a composite beam and specify the size and number of stud anchors required. Assume one stud at each beam location. Compute the maximum total deflection as follows: 1. Use the transformed section. 2. Use the lower-bound moment of inertia.arrow_forward
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