Q.1 Figure 1 shows a simply supported steel beam with design span of 24 ft. with its flange fully restrained against local buckling by a concrete slab. The beam supports uniformly distributed loads dead (D) = 1.2 kips/ft and live (L) = 3.0 kips/ft. Using W14 x 53 lb/ft. Grade A992 (Fy 50 ksi) W-steel check the suitability of the beam is safe for the following LRFD criteria by Calculation using the relevant equation below: = a) Strength Design i. Yielding (Flexure ii. Shear b) Serviceability (Deflection) M=FZ (% = 0.90) (Eqn. 1) Eqn. 2-3 Eqn. 2.4 V₁ = 0.6F, AwCv QVn>Vu Aw = dtw k 24 ft. FIG. 1 WD=1.2 kips/ft L = 3.0 kips/ft WL

Q.1 Figure 1 shows a simply supported steel beam with design span of 24 ft. with its flange fully restrained against local buckling by a concrete slab. The beam supports uniformly distributed loads dead (D) = 1.2 kips/ft and live (L) = 3.0 kips/ft. Using W14 x 53 lb/ft. Grade A992 (Fy 50 ksi) W-steel check the suitability of the beam is safe for the following LRFD criteria by Calculation using the relevant equation below: = a) Strength Design i. Yielding (Flexure ii. Shear b) Serviceability (Deflection) M=FZ (% = 0.90) (Eqn. 1) Eqn. 2-3 Eqn. 2.4 V₁ = 0.6F, AwCv QVn>Vu Aw = dtw k 24 ft. FIG. 1 WD=1.2 kips/ft L = 3.0 kips/ft WL

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.2.1P: A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The...

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A 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.
A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 8 kips compression from wind a. If lead and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? b. What is the required design strength of the Column? c. What is the required nominal strength of the column for a resistance factor of 0.90? d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? e. What is the required nominal strength of the column for a safety factor of 1.67?
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.
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?
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.
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-4 For the beam of Problem 9.4-1, a. Compute the deflections that occur before and after the concrete has cured. b. If the total deflection after the concrete has cured exceeds L240 select another steel shape using either LRFD or ASD.
Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.
Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.
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.