Scribd
Upload
74 views3 pages

Decathlon Udl Check

The document summarizes the design of a 150mm thick concrete industrial ground floor slab to support a uniform distributed load of 50 kN/m2. Key specifications of the slab include C25 concrete, 8mm diameter steel reinforcement bars spaced at 200mm. Analysis shows the slab has sufficient capacity for flexure, with a positive moment capacity of 12.4 kNm/m exceeding the required capacity of 9.3 kNm/m. The utilisation ratio of the applied load to the slab's working load capacity is 0.982, indicating the design is sufficient.

Uploaded by

Gautam
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
74 views3 pages

Decathlon Udl Check

The document summarizes the design of a 150mm thick concrete industrial ground floor slab to support a uniform distributed load of 50 kN/m2. Key specifications of the slab include C25 concrete, 8mm diameter steel reinforcement bars spaced at 200mm. Analysis shows the slab has sufficient capacity for flexure, with a positive moment capacity of 12.4 kNm/m exceeding the required capacity of 9.3 kNm/m. The utilisation ratio of the applied load to the slab's working load capacity is 0.982, indicating the design is sufficient.

Uploaded by

Gautam
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
You are on page 1/ 3

CONCRETE INDUSTRIAL GROUND FLOOR SLAB

DESIGN

In accordance with TR34, 4th Edition 2013

Design summary Load 1 -

UDL 50 kN/m2
Description Unit Provided Required Utilisation Result
Slab capacity in flexure kN/m2 50.9 50.0 0.982 PASS
Slab details
Reinforcement type Steel bar
Concrete class C25
Slab thickness h = 150 mm
Residual strength at CMOD 0.5 fR,1 = 2.200 N/mm2
Residual strength at CMOD 1.5 fR,2 = 2.000 N/mm2
Residual strength at CMOD 2.5 fR,3 = 1.800 N/mm2
Residual strength at CMOD 3.5 fR,4 = 1.500 N/mm2
Mean axial tensile strength relating to CMOD 0.5 r1 = 0.45  fR,1 = 0.990 N/mm2
Mean axial tensile strength relating to CMOD 3.5 r4 = 0.37  fR,4 = 0.555 N/mm2
Characteristic strength of reinforcement fyk = 415 N/mm2
Diameter of reinforcement; s = 8 mm
Spacing of reinforcement; ss = 200 mm
Area of bottom steel provided As,prov = 251 mm2/m
Nominal cover cnom_b = 54 mm
Effective depth of reinforcement d = h - cnom_b - s = 88 mm

Partial safety factors


Concrete (with or without fibre) c = 1.50
Reinforcement (bar or fabric) s = 1.15
Permanent; G = 1.20
Variable Q = 1.50
Dynamic loads D = 1.60

Subgrade reaction
Modulus of subgrade reaction k = 0.030 N/mm3

Concrete details - Table 6.1. Strength properties for concrete


Characteristic compressive cylinder strength fck = 25 N/mm2
Characteristic compressive cube strength fcu = 30
N/mm2
Mean value of compressive cylinder strength fcm = fck + 8 N/mm2 = 33 N/mm2
Mean value of axial tensile strength fctm = 0.3 N/mm2  (fck/ 1 N/mm2)2/3 = 2.6
N/mm2 Flexural tensile strength fctd,fl = fctm  (1.6 - h / 1m) / c = 2.5 N/mm2
Design concrete compressive strength (cylinder) fcd = fck / c = 16.7 N/mm2
Secant modulus of elasticity of concrete Ecm = 22 kN/mm2[fcm/ 10 N/mm2]0.3 = 31
kN/mm2 Poisons ratio  = 0.2
Radius of relative stiffness (Eqn. 20) l = [Ecm  h3 / (12  (1 - 2)  k)]0.25 = 745
mm Characteristic of system (Eqn. 33)  = (3  k / (Ecm  h3))0.25 = 0.959 m-1
Moment capacity
Depth to neutral axis (found by iteration) hux = 13.2 mm
Negative moment capacity (Eqn. 2) Mn = Mun = fctd,fl  (h2 / 6) = 9.3 kNm/m
Positive moment capacity (Eqn. 10) Mp = Mu_fib,As = (0.5  (r1 - r4)  (h - hux)  (0.28  hux + 0.33  h)) / c + (r4 
(h - hux)  (0.11  hux + 0.5  h)) / c + (As,prov  fyk  (d - 0.39  hux)) / s =12.4
kNm/m
Ratio of cracked to uncracked mnt of resist (cl.7.4) Mp / Mn = 1.338
PASS - Ratio of cracked to uncracked moment of resistance is greater or equal to 0.5

Load 1 - UDL 50 kN/m2

1637
Maximum positive bending moment loading pattern

3275
1637 3275
Maximum negative bending moment loading pattern

Working load capacity of UDL


UDL Uk = 50.0 kN/m2
Critical aisle width lcrit =  / (2  ) = 1637 mm
Loaded width of single UDL (max positive moment); lload_p =  / (2  ) = 1637 mm
Loaded width of dual UDL (max nagative moment) lload_n =  /  = 3275 mm
Working load capcity of slab q = 5.95  2  Mn = 50.9
kN/m2
Utilisation Uk / q = 0.982
PASS - Total slab capacity exceeds applied load

You might also like