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Introduction
Published in Charles E. Reynolds, James C. Steedman, Anthony J. Threlfall, Reynolds's Reinforced Concrete Designer's Handbook, 2007
Charles E. Reynolds, James C. Steedman, Anthony J. Threlfall
Structural design is largely controlled by regulations or codes but, even within such bounds, the designer needs to exercise judgement in interpreting the requirements rather than designing to the minimum allowed by the letter of a clause. In the United Kingdom for many years, the design of reinforced concrete structures has been based on the recommendations of British Standards. For buildings, these include ‘Structural use of concrete’ (BS 8110: Parts 1, 2 and 3) and ‘Loading on buildings’ (BS 6399: Parts 1, 2 and 3). For other types of structures, ‘Design of concrete bridges’ (BS 5400: Part 4) and ‘Design of concrete structures for retaining aqueous liquids’ (BS 8007) have been used. Compliance with the particular requirements of the Building Regulations and the Highways Agency Standards is also necessary in many cases.
Structural strengthening of a shop-house for use as a medical centre
Published in F. Dehn, H.-D. Beushausen, M.G. Alexander, P. Moyo, Concrete Repair, Rehabilitation and Retrofitting IV, 2015
Information from the as-built details was reliably used to develop a 3-D model of the building structure. Structural analysis was done by Staadpro computer software. Design was checked against two limit state conditions, i.e., Serviceability Limit State (SLS) and Ultimate Limit State (ULS). Structural capacity was computed and checked against the maximum load effects under ULS. Crack widths and deflections were computed from maximum load effects under service load condition. Structural design, load combinations and load intensities are in accordance with BS8110 and BS6399.
Concrete elements
Published in Trevor Draycott, Structural Elements Design Manual, 2012
Design charts for the design of symmetrically reinforced columns subject to vertical loads and bending are presented in BS8110 Part 3. There is a separate chart for each grade of concrete combined with HY reinforcement and individual d/h ratios. The area of reinforcement can be found from the appropriate chart using the N/bh and M/bh2 ratios for the column section being designed. Chart 38 is reproduced here as Figure 3.47.
optimisation of strength development of bentonite and palm bunch ash concrete using fuzzy logic
Published in International Journal of Sustainable Engineering, 2021
George Uwadiegwu Alaneme, Elvis Michael Mbadike
From the generated laboratory data utilised for the evaluation of the setting time and mechanical properties of the concrete whose portion of the cementitious content is substituted with varying ratio of PBA and BN. The compressive strength test results obtained for varying hydration period enable us to observe the effect of pozzolanic reaction in strength development of the test concrete from 3 to 90 days of hydration. The maximum and minimum strength responses were derived at 5% and 50% replacement of cement by the admixtures with experimental results of 19.48–4.17, 21.85–4.84, 26.30–8.637, 32.77–12.713 and 35.53–18.46 MPa for 3, 7, 28, 60 and 90 d, respectively. The experimental results obtained were in agreement with the research findings by Naderpour, Rafiean, and Fakharian (2018) which meet the requirements of concrete for structural use NCP 1 and for reinforced concrete according to BS 8110: Part 1.
Ductility behaviours of oil palm shell steel fibre-reinforced concrete beams under flexural loading
Published in European Journal of Environmental and Civil Engineering, 2019
Soon Poh Yap, U. Johnson Alengaram, Kim Hung Mo, Mohd Zamin Jumaat
For the reinforced concrete beam test, a total of 10 beams were designed and prepared as under-reinforced concrete beams in accordance to the BS 8110. Two beams were tested for each mix design as given in Table 1. The reinforcement arrangement for all beams is shown in Figure 2. Ribbed steel bars with diameter 12 mm and plain steel bars with diameter 6 mm were used as compression/tension and shear reinforcement, respectively. A clear cover of 30 mm was used. In the pure bending region (middle-third of the beam), the compression and shear reinforcements were not used, while the shear reinforcement was used only in the shear span (.7 m from each support) at a spacing of about 75 mm centre to centre to ensure yielding of tension steel occurs before the concrete crushing. The flexural testing of the beam specimens was conducted using an Instron universal testing machine with a built-in load cell capacity of 600 kN as illustrated in Figure 3.
Punching strength of conventional reinforced concrete flat slabs
Published in HBRC Journal, 2021
Mohamed S. Issa, Elsayed Ismail
International reinforced concrete codes such as ACI318-19, JSCE-2002, ECP-203-2017, BS-8110-97, EC2-2004, and CEB-FIP-90 provide different equations for calculating the punching shear strength of two-way slabs without unbalanced moment and without shear reinforcement which are empirical and based on the available test data. Similar trend is noticed for some of the equations in the literature as those of Elshafey et al. [1].