Materials Science and Engineering Properties, SI Edition
1st Edition
ISBN: 9781305178175
Author: GILMORE, Charles
Publisher: Cengage Learning
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Chapter 2, Problem 12CQ
To determine
The condition of the valance electronshell when an element has metallic bond.
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Design a simply supported one-way pavement slab for a factored applied moment, Mu = 10 ft-kip. Use f c’ = 5,000 psi and f y = 60,000 psi. The slab is in permanent contact with soil.Hint:• Estimate a minimum slab thickness for deflection control.• Solve for the slab steel based on cover for soil contact
The figures below shows the framing plan and section of a reinforced concrete floor system. Floor beams are shown as dotted lines. The weight of the ceiling and floor finishing is 6 psf, that of the mechanical and electrical systems is 7 psf, and the weight of the partitions is 180 psf. The floor live load is 105 psf. The 7 in. thick slab exterior bay (S-1) is reinforced with #5 rebars @ 10 in. o.c. as the main positive reinforcement at the mid span, and #4 @ 109 in. for the shrinkage and temperature reinforcement. The panel is simply supported on the exterior edge and monolithic with the beam at the interior edge. Check the adequacy of the slab. Use the ACI moment coefficients. fc’ = 6,000 psi and fy = 60,000 psi. The slab is in an interior location. Hint: • Estimate total dead load. Find factored maximum positive bending moment in the end span. • Find design positive moment capacity. • Compare and determine adequacy, including safety and economy.
Chapter 2 Solutions
Materials Science and Engineering Properties, SI Edition
Ch. 2 - Prob. 1CQCh. 2 - Prob. 2CQCh. 2 - Prob. 3CQCh. 2 - Prob. 4CQCh. 2 - Prob. 5CQCh. 2 - Prob. 6CQCh. 2 - Prob. 7CQCh. 2 - Prob. 8CQCh. 2 - Prob. 9CQCh. 2 - Prob. 10CQ
Ch. 2 - Prob. 11CQCh. 2 - Prob. 12CQCh. 2 - Prob. 13CQCh. 2 - Prob. 14CQCh. 2 - Prob. 15CQCh. 2 - Prob. 16CQCh. 2 - Prob. 17CQCh. 2 - Prob. 18CQCh. 2 - Prob. 19CQCh. 2 - Prob. 20CQCh. 2 - Prob. 21CQCh. 2 - Prob. 22CQCh. 2 - Prob. 23CQCh. 2 - Prob. 24CQCh. 2 - Prob. 25CQCh. 2 - Prob. 26CQCh. 2 - Prob. 27CQCh. 2 - Prob. 28CQCh. 2 - Prob. 29CQCh. 2 - Prob. 30CQCh. 2 - Prob. 31CQCh. 2 - Prob. 32CQCh. 2 - Prob. 33CQCh. 2 - Prob. 34CQCh. 2 - Prob. 35CQCh. 2 - Prob. 36CQCh. 2 - Prob. 37CQCh. 2 - Prob. 38CQCh. 2 - Prob. 39CQCh. 2 - Prob. 40CQCh. 2 - Prob. 41CQCh. 2 - Prob. 42CQCh. 2 - Prob. 43CQCh. 2 - Prob. 44CQCh. 2 - Prob. 45CQCh. 2 - Prob. 46CQCh. 2 - Prob. 47CQCh. 2 - Prob. 48CQCh. 2 - Prob. 49CQCh. 2 - Prob. 50CQCh. 2 - Prob. 51CQCh. 2 - Prob. 52CQCh. 2 - Prob. 1ETSQCh. 2 - Prob. 2ETSQCh. 2 - Prob. 3ETSQCh. 2 - Prob. 4ETSQCh. 2 - Prob. 5ETSQCh. 2 - Prob. 6ETSQCh. 2 - Prob. 7ETSQCh. 2 - Prob. 8ETSQCh. 2 - Prob. 9ETSQCh. 2 - Prob. 10ETSQCh. 2 - Prob. 11ETSQCh. 2 - Prob. 12ETSQCh. 2 - Prob. 13ETSQCh. 2 - Prob. 1DRQCh. 2 - Prob. 2DRQCh. 2 - Prob. 3DRQCh. 2 - Prob. 4DRQCh. 2 - Prob. 5DRQCh. 2 - Prob. 2.1PCh. 2 - Prob. 2.2PCh. 2 - Prob. 2.3PCh. 2 - Prob. 2.4PCh. 2 - Prob. 2.5PCh. 2 - Prob. 2.6PCh. 2 - Prob. 2.7PCh. 2 - Prob. 2.8PCh. 2 - Prob. 2.9PCh. 2 - Prob. 2.10PCh. 2 - Prob. 2.11PCh. 2 - Prob. 2.12PCh. 2 - Prob. 2.13PCh. 2 - Prob. 2.14PCh. 2 - Prob. 2.15PCh. 2 - Prob. 2.16PCh. 2 - Prob. 2.17PCh. 2 - Prob. 2.18PCh. 2 - Prob. 2.19PCh. 2 - Prob. 2.20PCh. 2 - Prob. 2.21PCh. 2 - Prob. 2.22PCh. 2 - Prob. 2.23PCh. 2 - Prob. 2.24PCh. 2 - Prob. 2.25PCh. 2 - Prob. 2.26P
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- For the frame and loading shown, determine the reactions at A and C. 24 Last 2 student ID+50 lbs 24 A 3 in. B A=Last 2 student ID+10 Inch B=Last 2 student ID+40 Inch A B Darrow_forwardThe figures below shows the framing plan and section of a reinforced concrete floor system. Floor beams are shown as dotted lines. The weight of the ceiling and floor finishing is 6 psf, that of the mechanical and electrical systems is 7 psf, and the weight of the partitions is 180 psf. The floor live load is 105 psf. The 7 in. thick slab exterior bay (S-1) is reinforced with #5 rebars @ 10 in. o.c. as the main positive reinforcement at the mid span, and #4 @ 109 in. for the shrinkage and temperature reinforcement. The panel is simply supported on the exterior edge and monolithic with the beam at the interior edge. Check the adequacy of the slab. Use the ACI moment coefficients. fc’ = 6,000 psi and fy = 60,000 psi. The slab is in an interior location. Hint: • Estimate total dead load. Find factored maximum positive bending moment in the end span. • Find design positive moment capacity. • Compare and determine adequacy, including safety and economy. C Darrow_forwardFor an reinforced concrete two-way slab shown in figure under the load (P). (the slab continuous over all edges - all sides are fixed), Determine (By using yield line theory): A- Draw the Yield line Pattern B- Determine the moment m C- Find The required flexural steel to resist the loads causing the slab to collapse if P = 200 KN, f=28 MPa, fy = 420 MPa d = 120 mm. Use 10 mm bars. Draw the yield line and (Qmin = 0.002) 2m solve PO 6 m 3 m -8 marrow_forward
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