This article presents a worked example of the design of singly reinforced concrete beam to BS 8110:1:1997.
The image below shows the Plan view of a reinforced concrete structure, use the data given below to design Beam 1
![Plan view of a slab supported on four sides by beams](https://fppengineering.com/wp-content/uploads/2023/11/worked.jpg)
Design Data:
Imposed load on slab = 5KN/m2
Finishes = 1.5KN/m2
Unit weight of concrete = 24KN/m3
Compressive strength of concrete (fcu) = 25N/mm2
Characteristic Strength of main reinforcement (fy) = 460N/mm2
Characteristic Strength of Shear reinforcement (fyv) = 460N/mm2
To design Beam 1, we will first distribute the slab load on the beam and then analyze the beam to compute its internal forces.
To understand the process of distributing slab load to beams in detail, read, “Distribution of Slab loads to beams.”
Analysis
Dead Load
Characteristic Self-weight of slab = 0.2 x 24 = 4.8KN/m2
Partition Load on Slab = 1.5KN/m2
Characteristic Permanent Load on Slab = 4.8 + 1.5 = 6.38KN/m2
Area of Slab load Supported by Beam 1 = 0.5 x 1 x 2.5 = 1.258m2
Characteristic Permanent Load of Slab on Beam 1 = 1.258 x 6.38 = 8.02KN/m
Self-weight of beam = 0.23 x 0.45 x 24 = 2.48KN/m
Total dead Load on beam = 8.02 +2.4 = 10.42KN/m
Live Load
live load on slab = 5KN/m2
Area of Slab load Supported by Beam 1 = 0.5 x 1 x 2.5 = 1.258m2
Characteristic Live Load of Slab on Beam 1 = 1.258 x 5 = 6.25KN/m
Total Design Load
Ultimate Load acting on Slab =1.4(10.42) + 1.6(6.25) = 24.43KN/m
Computation of Internal Forces:
The beam is assumed to be simply supported for ease of analysis.
M = wL2/8 = 24.43 x 52 /8 = 76.9KNm
V = wL/2 = 23.44 x 5/2 = 61KN
Design
flexural strength design
- Calculate the effective depth
Assumptions
Cover = 25mm
Main reinforcement diameter = 16mm
Diameter of links = 10mm
Effective depth = h-c-ᴓ-ᴓ/2
= 450-25-10-16/2
= 407mm
2) Check whether section is to be designed as singly or doubly reinforced beam
$
K\,=\,\,\frac{M}{bd^2f_{cu}}
$
$
K\,=\,\,\frac{76.9×10^6}{225×450^2×25}
$
= 0.08
Since K (0.08) < K’ (0.156); design as singly reinforced.
3) Calculate the lever arm (Z)
$
Z\,\,=\,\,d\left( 0.5+\sqrt{\text{0.25}-\,\,\frac{K}{0.9}} \right)
$
$
Z\,\,=\,\,407\left( 0.5+\sqrt{\text{0.25}-\,\,\frac{0.08}{0.9}} \right)
$
Since 365 < 0.95d (386.7): use Z = 365
4. Calculate the area of steel
$
A_{s\,\,=\,\,\frac{M}{0.87f_{y}Z}}
$
$
A_{s\,\,=\,\,\frac{76.9×10^6}{0.87x460x365}}
$
As = 525.8mm2
Provide 3Y16 (599.8mm2)
5) Check Whether area of tensile steel provided satisfies minimum area requirement
Asmin = 0.0013bd
= 0.0013 x 225 x 407
= 131.625mm2
Since Ast > Asmin, minimum area requirement satisfied
6) For practical purpose of forming a reinforcement cage, provide compression reinforcement as secondary reinforcement which will serve as hanger bars
Asc = 0.002×599.8
=202.5mm2
Provide 2T12 (224.9mm2)
Read also: Design of a Singly Reinforced Beam to Eurocode 2 – Worked Example
Shear Strength Design
- Calculate the Shear Stress
- v = V/bd
- $\frac{61×10^3}{225×407}\,\,\,\,$
- = 0.67N/mm2
- $\frac{61×10^3}{225×407}\,\,\,\,$
- v = V/bd
- Check whether the concrete section can resist the shear force without shear reinforcement.
$
v_{c\,\,=}\,\,\text{0.79}\left( \frac{100As}{b_vd} \right) ^{\text{1/}3}\frac{\left( \frac{400}{407} \right) ^{\text{1/}4}}{\gamma _m}
$
$
v_{c\,\,=}\,\,\text{0.79}\left( \frac{100 x 525.8}{225 x 407} \right) ^{\text{1/}3}\frac{\left( \frac{400}{407} \right) ^{\text{1/}4}}{1.5}
$
vc = 0.52N/mm2
Since Vc (0.52N/mm2) is less than V (0.67N/mm2) then shear reinforcement has to be designed for.
3. Check the form of shear links to be provided according to table 3.7.
0.5vc = 0.5 x 0.52 = 0.26N/mm2
vc + 0.4 = 0.52 + 0.4 =0.92 N/mm2
Since 0.5vc < v < vc+0.4; minimum shear links is required according to table 3.7
4. Calculate the required minimum shear links.
Assume two-legged shear reinforcement of 10mm is to be used.
Area of 10mm shear reinforcement = 78.58mm2
Area of two-legged 10mm links = 2x 78.58 = 157mm2
$
Using: Asv_{\min}=\,\,\frac{\text{0.4}x\,\,b_v\,\,x\,\,s_v}{0.9fy_v}\,\,
$
$
Asv_{\min}=\,\,\frac{\text{0.4}x\,\,225\,\,x\,\,s_v}{0.9 x 460}\,\,
$
Since Asv = 157mm2 ; make sv the subject of the formular
sv = 763mm
5) Check whether maximum spacing limit is satisfied
Smax = 0.75xd
= 0.75 x 407
= 305mm
Since 763mm is greater than maximum spacing limit, maximum spacing limit governs the design.
Hence: provide Y10 @ 300mm spacing.
Deflection Check
Deflection Check
- Calculate the actual span-effective depth ratio
Span/depth ratio = 5000/407 = 12.3
2. Calculate the limiting Span-effective depth ratio
From table 3.9 of BS 8110, the basic Span/depth ratio for a simply supported beam is 20.
Since basic span-effective depth ratio (20) is greater than the actual span-effective depth ratio, the beam passes deflection check.
Reference(s)
BS 8110:1:1997 – Code of practice for design and construction
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