Unformatted text preview: CIVL 232 Design of Structural Concrete
Assignment 4: Sections subjected to axial load and uniaxial bending; shear in sections
Assigned: Tuesday 28 March 2006
Due date: Tuesday 4 April 2006 4.1 A rectangular column section of breadth 350 mm and depth 600 mm, with
symmetrical arrangement of reinforcement, is constructed. fcu = 40 N/mm2 and fy =
(a) When N = 3000 kN and M = 800 kNm, calculate Asc using BS 8110 design charts.
(b) Determine if the section has sufficient capacity to resist a design axial load of
1800 kN at an eccentricity of 500 mm.
4.2 Design the shear reinforcement for the beam shown in Fig. 4.2 using mild steel links
(fyv = 250 N/mm2) for the following load cases: (a) Qk = 0 kN/m, (b) Qk = 27 kN/m, (c)
Qk = 54 kN/m. fcu = 30 N/mm2. fcu = 30 N/mm d = 550 2 Fig. 4.2
4.3 A reinforced concrete beam as shown in Fig. 4.3 carries dead and imposed loads of
25 kN/m and 19 kN/m, respectively. fcu = 30 N/mm2, fy = 460 N/mm2, fyv = 250 N/mm2
and the exposure condition is mild. Design the flexural and shear reinforcement. Fig. 4.3
4.4 A beam spans 6 m and carries two design concentrated loads of 400 kN as shown in
Fig. 4.4. Longitudinal bars (As) are 4T32 + 2T25 and stirrups (Asv) are [email protected]
spacing for the shear spans. fcu = 35 N/mm2. Design bent-up bars (Asb) for the beam.
400 kN 400 kN [email protected] R10 2000 2000 2000 6000 4T32 + 2T25 Fig. 4.4 ...
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- Spring '06
- kN, Qk, axial load, Shear Reinforcement, shear spans. fcu