Example 2.14: Design rectangular section for the beams, loads, and p values shown. Beam weights is not included in the loads given. Show sketches of cross sections including bar sizes, arrangements, and spacing. Assume concrete weighs 24 kN/m³. fy 420 Mra and fe= 28 MPa. %3D PL = 100 kN Wp 25 kN/m 6 m- 6 m

Example 2.14: Design rectangular section for the beams, loads, and p values shown. Beam weights is not included in the loads given. Show sketches of cross sections including bar sizes, arrangements, and spacing. Assume concrete weighs 24 kN/m³. fy 420 Mra and fe= 28 MPa. %3D PL = 100 kN Wp 25 kN/m 6 m- 6 m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A simply supported beam is reinforced with 4-ø28 mm at the bottom and 2-ø20 mm at the top of the beam, Concrete covering to centroid of reinforcement is 70 mm at the top and 64 mm at the bottom of the beam. The beam has a gross depth of 450 mm and gross width of 300 mm. fc'=28 MPa, fy=415 MPa. Assume bars laid out in single layer. Calculate the following if the limitin tensile steel strains is 0.004 for a ductile failure: Depth of the neutral axis from the extreme concrete compression fiber to the nearest whole number = _____________mm Design strength of the beam section to the nearest whole number =____________ kN-m Maximum service uniform live load over the entire span in addition to a DL = 20 kN/m (including the weight of the beam) if it has a span of 6 m = _____________ kN/m (to the nearest whole number)
The three parts of this problem refer to the floor plan shown in the figure. Assume that the entire floor system isconstructed sand normal weight concrete that has compressive strength, fc= 4000psi. Also assume that thelongitudinal steel has a yield strength, fy=40 ksi, and that the transverse steel has a yield strength off yt= 40ksi. The slab thickness is 6”, with a superimposed dead load of 18 psf and live load of 26 psf.a).Design the spandrel beam between columns B1 and C1 for bending, shear, and torsion. Check that all of theappropriate ACI Code requirements for strength, minimum-reinforcement area, and reinforcement spacing are satisfied.b): Design the spandrel beam between columns A1 and A2 for bending, shear, and torsion. Check that all of theappropriate ACI Code requirements for strength, minimum-reinforcement area, and reinforcement spacing are satisfied.c). Design the spandrel beam between columns B2 and C2 for bending, shear, development length, andsplicing. Check that all…
A symmetrical cross-section of a reinforced concrete shown has a value of f'c = 27.63 MPa and fy = 414 MPa. Calculate the nominal capacity based on the maximum steel area for a tension-controlled condition. Use the following dimensions: b = 475 mm d = 685 mm t = 138 mm web thickness = 138 mm b I NOTE: USE STORED VALUES IN YOUR CALCULATION d t
A symmetrical cross-section of a reinforced concrete shown has a value of f'c = 26.27 MPa and fy = 414 MPa. Calculate the nominal capacity based on the maximum steel area for a tension- controlled condition. Use the following dimensions: b = 498 mm d = 709 mm t = 152 mm web thickness - 152 mm b 1 I d
A concrete beam reinforced for tension has a section shown. The rebars are laid out in a single layer only. The compressive strength of concrete is 24 MPa and yield strength of steel bars is 345 MPa. b= 300 mm h=740mm sc=60mm As = 5 pieces of 36 mm diameter rebars 1. Calculate the depth of compression block in mm 2. Calculate the depth of neutral axis c in mm 3. Type failure (Tension, Compression, Transition) 4. Calculate the actual tensile stress in the tension reinforcements in MPa 5. Calculate the Ultimate Moment Capacity of the beam in kN-m b As SC
GIVEN: A column made of 2 materials: a W 6 x 15 structural steel section Page 3 encased in concrete as shown. Load = 60 kips Esteel = 30 x 10' ksi Econcrete = 3 x 10° ksi I = 29.1 in. k = 29.1 in (Wbx15 FA = 15 in Length = 10 feet REQ'D: A) Load in the concrete and load in the steel section B) Compressive stress in the concrete and compressive stress in the steel section
Determine the required tension steel area of the T beam with given properties below. Width of flange bf = 500 mm Width of web bw = 400mm Thickness of flange tf = 140 mm Effective depth d = 380 mm Effective concrete covering d' = 75 mm Compressive strength of concrete fc' = 30 MPa Yield stress of steel bar fy = 300 MPa Mu = 448 kN-m As = mm2
Refer to the figure shown. 1450 300 Given are the following: fc' 35 MPa fpu = 1,500 MPa Aps 1,800 mm2 fpy 1,320 MPa Use bonded tendons as prestressed reinforcement. Determine the value of fos. (MPa) 650 120
600 150 150 Refer to the figure shown. Given are the following: Unit weight of concrete = 24 kN/m fc' = 35 MPa fse = 820 MPa fpu - 1,350 MPa Aps = 1,200 mm? %3D fpy - 1,080 MPa Beam is a simple span and have a length = 30 m. Use unbonded tendons as prestressed reinforcement. Determine the value of fas. (MPa) 00L 50,
Q4: For the RC beam section shown in figure below, find the location of neutral axis (N.A) and the stresses in concrete & steel reinforcement at tension and compression side. If concrete modulus of rupture (tensile strength) equals 10% of f'c, is it expected to crack at tension side? As (30 25 mm) = 1500 mm² f'c = 30 N/mm² fy = 420 N/mm² Es = 200000 N/mm² Ec= 20000 N/mm² 500 450 250
Question 3 Problem III Determine the nominal bending strength of the beam section shown in the figure below. The overall depth, h, is 700mm. The concrete strength is f'c-49 MPa and yield strength of steel fy=420MPa. Use the equivalent rectangular stress block. 200 h 150 80 400 PQ#17) What is the value of 8₁? (round-off to 2 decimal places) 0.4
Using the stress block, determine the ultimate moment of resistance of the section shown in Figure 2 and check whether the steei provided satisfies the bending moment due to the loads on the beam. Characteristic compressive strength of concrete, fck= 25 N/mm² Characteristic tensile strength of steel, fyk = 500 N/mm2 Clear cover to main steel as 20 mm. Ultimate Design Load =13 kN/m 2 402 mm 370 mm 2 1470 mm 9 m 230 mm Figure 2