31. Determine the available strength of a C8x11.5attached through the web to a gusset plate with ten3/4 in. bolts, in two lines of five bolts, at a 3 in.spacing. Use A992 steel. Considering yielding andnet section rupture, determine the (a) design strengthby LRFD and (b) allowable strength by ASD. 25. A single L6×6×1 is used as a tension brace in amulti-story building. One leg of the angle is attachedto a gusset plate with a single line of three 7/8 in.bolts at a spacing of 3 in. Determine the shear lagfactor (consider Case 2 and Case 8) and effective netarea.

Answered: Image /qna-images/answer/e67d09b9-cec2-4403-b88b-6af889dad28e.jpg

Answered: 31. Determine the available strength of…

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.12.2P

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Similar questions

Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.
Use an elastic analysis and determine the maximum load per inch of weld.
A 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.
Determine the smallest value of yield stress Fy, for which a W-, M-, or S-shape from Part 1 of the Manual will become slender. To which shapes does this value apply? What conclusion can you draw from your answer?
Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.
A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.
Use an elastic analysis and determine the maximum load in the weld (in kips per inch of length).
Use the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.
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.

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