(Note: @ does not include beam weight) @D = 2 kip/ft @= 4 kip/ft 12 ft P₁ = 10 kips (A) f = 5,000 psi; fy = 60,000 psi Unit weight of concrete = 150 lb/cu.ft. 2 in. 28 in. 3 # 11 bars 12 in. 30 in. a) Determine the required shear reinforcement at the most critical section b) Find the location on the beam at which shear reinforcement is not needed

(Note: @ does not include beam weight) @D = 2 kip/ft @= 4 kip/ft 12 ft P₁ = 10 kips (A) f = 5,000 psi; fy = 60,000 psi Unit weight of concrete = 150 lb/cu.ft. 2 in. 28 in. 3 # 11 bars 12 in. 30 in. a) Determine the required shear reinforcement at the most critical section b) Find the location on the beam at which shear reinforcement is not needed

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Subject is reinforced concrete design show all steps
A rectangular beam 250 mm wide, 500 mm deep is reinforced at the bottom with a 4-20mm diamter bars and at the top with 2-16 mm bars. Concrete cover to bar centroid at the top is 80 mm and at the bottom is 70 mm. Use concrete strength f'c = 32.09 MPa and steel yield strength fy=345 MPa for 20mm bars and fy=275 MPa for 16mm bars. Determine the maximum steel area for a tension-conctrolled singly reinforced condition in positive bending with the given material strength.
Using the following details, Design the shear reinforcement along the length of the beam if it is reinforced with 3-25mm diameter rebars. Sketch the stirrup pattern. Unit Weight of Concrete = 23.123 kN per cu.m. Shear Strength Reduction Factor = 0.75 Clear Cover = 40 mm Beam dimension is 300mm x 500mm Stirrups, fy = 275 MPa Main Reinforcing Steel, fy = 415 MPa Concrete, fc' = 27.5 MPa. The 3-m-span cantilever beam (the free end on the right side) carries a uniform dead load of 30 kN/m (Beam weight not included), and a varying live load of 15 kN/m that reduces to zero at the end of the beam.
Design the slab reinforcement if the maximum positive moment is Mup= wul2/11 and the maximum negative moment is Mun= wul2/10. Given: Superimposed dead load = 4.76 kPa Live Load = 1.9 kPa Weight of slab = 3.45 kPa Thickness = 150 mm Length = 23.8 m Span = 3m
rectangular beam 250 mm wide, 500 mm deep is reinforced at the bottom with 4-20-mm-diameter bars and at the top with 2-16-mm bars. Concrete cover to bar centroid at the top is 80 mm and at the bottom is 70 mm. Use concrete strength f’c = 21 MPa and steel yield strength fy = 420 MPa for 20-mm bars and fy = 275 MPa for 16-mm bars. Determine the maximum steel area for a tension controlled singly reinforced condition in positive bending
Design Problem 1 & 2 Determine the cracking moment for the prestressed beam section shown if f'c = 35 MPa. Use a modular rupture of fr Assume normal weight concrete. = 0.621√ f'c C = 100 mm b₁ = 350 mm D = 125 mm d = 440 mm h = 500mm b₂ = 200 mm Figure 1.0 Cc 60 mm C-150 mm h, 250 mm b₁ = 250 mm b. =350 mm Figure 2.0 d 630 mm h = 700mm Ce 70 mm
Problem: Using WSD & USD, design the midspan reinforcement of stringer (B-3) for the second floor of a 3-storey residential building shown below. Use 20.7MPa compressive strength of concrete @ 28-days and grade 40 reinforcing bars. Use Ye= 24.5 KN/m³. Design the stringer as rectangular beam. Assume simply supported. 450mm 250mm 250mm 450mm, Superimposed Deadloads = 2.70 KPa Stirrups = 10mmo Main bar = 25mm 350mm B-4 STAIRWELL B-1 250x400mm S-3 B-3 250x400mm S-4 (3000) mm 350mm B-4 350mml Stringer Section (2000) mm (3500) mm (2000) mm 700mm
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Calculate the uniform load w (in addition to the beam weight) that will cause the section shown to begin to crack if used as a 28-ft simply supported beam. Use normal weight concrete with L=4000 psi. f = 60,000 psi, E₁=29,000 ksi, and the reinforced concrete weight = 150 lb/ft³. 4 in. 28 ft 4 in. 22 in. 30 in. 2 in. 2 in. 3 #9 ● ||—12 in—-|
1.22 Calculate the design moment strength of the precast concrete section shown in Fig. 3.39 using = 4 ksi and f,= 60ksi. 589 20 19"
Given the concrete (f c=6000 psi) I-beam shown in Figure 1 for the given loading: -draw the shear & moment diagrams -determine Vmax & Mmax -using ASD (Allowable Stress Design) method, check to see if the given loading produces stresses within the given allowable range (check both Omax & Vmax) Using ACI 318-99, allowable stresses are -for flexure, f = .45f'c -for shear, v. = 1.1√f. (HINTS: 8² -note that the beam is symmetric about both axes -Ix for a triangle is (1/36)bh³+Ad² ) 30 kips 16' 10 kip/ft 22' 20 kips 3'-4' -1-6 -1'-6" Figure 1 1'-
just answer d to f