3. Find the reinforcements for the mid span and supports for an interior 8 in. thick slab (S-2) in the floor from Problem 1. Ignore the beams and assume that the slab is supported by columns only. Sketch the slab and show the reinforcements including the shrinkage and temperature reinforcement steel. Use fc’ = 4,000 psi and fy = 60,000 psi.

3. Find the reinforcements for the mid span and supports for an interior 8 in. thick slab (S-2) in the floor from Problem 1. Ignore the beams and assume that the slab is supported by columns only. Sketch the slab and show the reinforcements including the shrinkage and temperature reinforcement steel. Use fc’ = 4,000 psi and fy = 60,000 psi.

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 9.1.3P

See similar textbooks

Similar questions

Estimate the transverse tensile strength of the concrete in Problem 12.6.
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 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.
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?
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. 9.6-5 For the beam of Problem 9.4-2. a. Compute the deflections that occur before and after the concrete has cured. b. It the live toad deflection exceeds L360 , select another steel shape using either LRFD or 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?
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.
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. 9.6-2 Compute the following deflections for the beam in Problem 9.2-2. a. Maximum deflection before the concrete has cured. b. Maximum total deflection after composite behavior has been attained.
A tensile test was performed on a metal specimen having a circular cross section with a diameter 0. 510 inch. For each increment of load applied, the strain was directly determined by means of a strain gage attached to the specimen. The results are, shown in Table: 1.5.1. a. Prepare a table of stress and strain. b. Plot these data to obtain a stress-strain curve. Do not connect the data points; draw a best-fit straight line through them. c. Determine the modulus of elasticity as the slope of the best-fit line.
Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.
The data in Table 1.5.3 were obtained from a tensile test of a metal specimen with a rectangular cross section of 0.2011in.2 in area and a gage length (the length over which the elongation is measured) of 2.000 inches. The specimen was not loaded to failure. a. Generate a table of stress and strain values. b. Plot these values and draw a best-fit line to obtain a stress-strain curve. c. Determine the modulus of elasticity from the slope of the linear portion of the curve. d. Estimate the value of the proportional limit. e. Use the 0.2 offset method to determine the yield stress.
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. 9.6-1 Compute the following deflections for the beam in Problem 9.2-1. a. Maximum deflection before the concrete has cured. b. Maximum total deflection after composite behavior has been attained.