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All Textbook Solutions for Steel Design (Activate Learning with these NEW titles from Engineering!)

1.5.1P A tensile test was performed on a metal specimen having a circular cross section with a diameter of 1 2 inch. The gage length (the length over which the elongation is measured) is 2 inches. For a load 13.5 kips, the elongation was 4.6610 3 inches. If the load is assumed to be within the linear elastic rang: of the material, determine the modulus of elasticity.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.A tensile test was performed on a metal specimen with a diameter of 1 2 inch and a gage length (the length over which the elongation is measured) of 4 inches. The dam were plotted on a load-displacement graph. P vs. L. A best-fit line was drawn through the points, and the slope of the straight-line portion was calculated to be P/L =1392 kips/in. What is the modulus of elasticity?The results of a tensile test are shown in Table 1.5.2. The test was performed on a metal specimen with a circular cross section. The diameter was 3 8 inch and the gage length (The length over which the elongation is measured) was 2 inches. a. Use the data in Table 1.5.2 to produce a table of stress and strain values. b. Plot the stress-strain data and draw a best-fit curve. c. Compute the, modulus of elasticity from the initial slope of the curve. d. Estimate the yield stress.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.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?2.2P A beam is part of the framing system for the floor of an office building. The floor is subjected to both dead loads and live loads. The maximum moment caused by the service dead load is 45 ft-kips, and the maximum moment for the service live load is 63 ft-kips (these moments occur at the same location on the beam and can therefore be combined). a. If load and resistance factor design is used, determine the maximum factored bending moment (required moment strength). What is the controlling AISC load combination? b. What is the required nominal moment strength for a resistance factor of 0.90? c. If allowable strength design is used, determine the required moment strength. What is the controlling AISC lead combination? d. What is the required nominal moment strength for a safety factor of 1.67?2.4P 2.5P 3.2.1P 3.2.2P 3.2.3P 3.2.4P 3.2.5P 3.2.6P 3.3.1P 3.3.2P 3.3.3P 3.3.4P 3.3.5P 3.3.6P 3.3.7P 3.3.8P 3.4.1P 3.4.2P 3.4.3P 3.4.4P 3.4.5P 3.4.6P 3.5.1P 3.5.2P 3.5.3P 3.5.4P 3.6.1P 3.6.2P 3.6.3P Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.3.6.5P Use load and resistance factor design and select a W shape with a nominal depth of 10 inches (a W 10) to resist a dead load of 175 kips and a live load of 175 kips. The connection will be through the flanges with two lines of 11 4 -inch-diameter bolts in each flange, as shown in Figure P3.6-6. Each line contains more than two bolts. The length of the member is 30 feet. Use A588 steal.Select a threaded rod to resist a service dead load of 45 kips and a service live load of 5 kips. Use A36 steel. a. U36 LRFD. b. Use ASD.3.7.2P 3.7.3P 3.7.4P 3.7.5P 3.7.6P 3.8.1P 3.8.2P 3.8.3P 3.8.4P 3.8.5P 4.3.1P 4.3.2P 4.3.3P 4.3.4P 4.3.5P 4.3.6P 4.3.7P 4.3.8P 4.4.1P 4.4.2P 4.6.1P 4.6.2P 4.6.3P 4.6.4P 4.6.5P 4.6.6P 4.6.7P 4.6.8P 4.6.9P 4.7.1P 4.7.2P 4.7.3P Use A992 steel and select a W14 shape for an axially loaded column to meet the following specifications: The length is 22 feet, both ends are pinned, and there is bracing in the weak direction at a point 10 feet from the top. The service dead load is 142 kips, and the service live load is 356 hips. a. Use LRFD. b. Use ASD.4.7.5P 4.7.6P 4.7.7P The frame shown in Figure P4.7-8 is unbraced, and bending is about the x-axis of the members. All beams areW1835, and all columns areW1054. a. Determine the effective length factor Kx for column AB. Do not consider the stiffness reduction factor. b. Determine the effective length factor Kx for column BC. Do not consider the stiffness reduction factor. c. If Fy=50 ksi, is the stiffness reduction factor applicable to these columns?4.7.9P 4.7.10P 4.7.11P 4.7.12P 4.7.13P 4.7.14P 4.8.1P 4.8.2P 4.8.3P 4.8.4P 4.9.1P 4.9.2P 4.9.3P 4.9.4P 4.9.5P 4.9.6P 4.9.7P 4.9.8P 4.9.9P 4.9.10P 4.9.11P 4.9.12P 5.2.1P 5.2.2P Verify the value of Zx for a W1850 that is tabulated in the dimensions and properties tables in Part 1 of the Manual.5.2.4P 5.4.1P 5.4.2P 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?5.5.1P 5.5.2P 5.5.3P 5.5.4P 5.5.5P 5.5.6P 5.5.7P 5.5.8P 5.5.9P 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.5.5.11P 5.5.12P 5.5.13P 5.5.14P 5.5.15P 5.5.16P 5.6.1P 5.6.2P 5.6.3P 5.6.4P Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.5.8.3P 5.8.4P 5.10.1P 5.10.2P Same as Problem 5.10-2, except that lateral support is provided only at the ends and at the concentrated load.5.10.4P The given beam is laterally supported at the ends and at the 1 3 points (points 1, 2, 3, and 4). The concentrated load is a service live load. Use Fy=50 ksi and select a W-shape. Do not check deflections. a. Use LRFD. b. Use ASD.5.10.6P 5.10.7P 5.11.1P 5.11.2P 5.11.3P 5.11.4P 5.11.5P 5.11.6P 5.11.7P 5.11.8P 5.11.9P 5.12.1P 5.12.2P 5.12.3P 5.13.1P 5.13.2P 5.14.1P 5.14.2P 5.14.3P 5.14.4P 5.15.1P 5.15.2P 5.15.3P 5.15.4P 5.15.5P 5.15.6P 5.15.7P Same as Problem 5.15-7, except that the sag rods are al the third points.6.2.1P 6.2.2P 6.6.1P 6.6.2P 6.6.3P The member shown in Figure P6.6-4 is part of a braced frame. The load and moments are computed from service loads, and bending is about the x axis (the end shears are not shown). The frame analysis was performed consistent with the effective length method, so the flexural rigidity. EI, was unreduced. Use Kx=0.9. The load and moments are 30 dead load and 70 live load. Determine whether this member satisfies the appropriate AISC interaction equation. a. Use LRFD. b. Use ASD.6.6.5P 6.6.6P 6.6.7P 6.6.8P 6.6.9P 6.6.10P 6.6.11P 6.6.12P 6.6.13P 6.7.1P 6.7.2P 6.8.1P 6.8.2P 6.8.3P 6.8.4P 6.8.5P 6.8.6P 6.8.7P 6.8.8P 6.8.9P 6.8.10P 6.9.1P 6.9.2P 7.3.1P 7.3.2P 7.4.1P 7.4.2P 7.4.3P 7.4.4P 7.4.5P 7.4.6P 7.6.1P 7.6.2P 7.6.3P 7.6.4P 7.6.5P 7.6.6P 7.7.1P 7.7.2P 7.7.3P 7.8.1P Determine the adequacy of the hanger connection in Figure P7.8-2 Account for prying action. a. Use LRFD. b. Use ASD.7.9.1P 7.9.2P 7.9.3P 7.9.4P 7.9.5P 7.11.1P 7.11.2P 7.11.3P 7.11.4P 7.11.5P 7.11.6P 7.11.7P 7.11.8P 7.11.9P 7.11.10P 8.2.1P 8.2.2P A plate is used as a bracket and is attached to a column flange, as shown in Figure P8.2-3. Use an elastic analysis and compute the maximum bolt shear force.8.2.4P 8.2.5P 8.2.6P 8.2.7P 8.2.8P 8.2.9P 8.2.10P 8.2.11P 8.2.12P 8.2.13P 8.3.1P 8.3.2P 8.3.3P 8.3.4P 8.3.5P 8.3.6P 8.3.7P 8.3.8P 8.3.9P 8.3.10P Use an elastic analysis and determine the maximum load in the weld (in kips per inch of length).Use an elastic analysis and determine the maximum load in the weld (in kips per inch of length).Use an elastic analysis and determine the maximum load per inch of weld.8.4.4P 8.4.5P 8.4.6P Use an elastic analysis and compute the extra load in the weld (in kips per inch of length) caused by the eccentricity.Use an elastic analysis and compute the extra load in the weld (in kips per inch of length) caused by the eccentricity.8.4.9P 8.4.10P 8.4.11P 8.4.12P 8.4.13P 8.4.14P 8.4.15P 8.4.16P 8.4.17P 8.4.18P a. Use LRFD and design a welded connection for the bracket shown in Figure P8.4-19. All structural steel is A36. The horizontal 10-inch dimension is a maximum. b. State why you think your weld size and configuration are best.8.4.20P 8.5.1P 8.5.2P 8.5.3P 8.5.4P 8.5.5P 8.6.1P 8.6.2P 8.6.3P 8.6.4P 8.7.1P 8.7.2P 8.7.3P 8.8.1P 8.8.2P 8.8.3P 8.8.4P 9.1.1P 9.1.2P 9.1.3P 9.1.4P 9.1.5P 9.1.6P 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.9.2.2P 9.3.1P 9.3.2P 9.4.1P 9.4.2P 9.4.3P

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