Check For Punching Shear : @ 2d from the face of column
Grade of Concrete fck = 35 Mpa
fcd = 15.6 Mpa
T-T
B C Average footing thickness d = 0.75 m
Mean effective depth = 0.6004 m
L-L 1.2
Critical section for punching shear @
2d from face of column.
Dia 2.70
A D
A) Check at Control Perimeter 2d
VEd.red = VEd - DVED
DVED = Conservativly, this value is being ignored i.e. taken as 0
VEd.red = 510.0 Tonne under ULS
Resultant Bending Moment = 250 Tm under ULS
vEd.red = βVEd.red / ud
u = Length of perimeter
= 8.48 m
β = 1+0.6𝜋 𝑒/(𝐷 + 4𝑑 ) For circular column
= 1.07
2
vEd.red = 0.85855 N/mm
K = 1+ 200/d ≤ 2
= 1.516
nmin = 0.031 * K 3/2 fck 1/2
nmin = 0.342
1/3
vRd = Max 0.12 K (80 rl fck ) *2d/a
nmin * 2d/a
a = 1.50 m
rly = 0.822 % from foundatin design calculations
rlz = 0.301 % from foundatin design calculations
rl = rly *rlz
= 0.00497
Max rl = 0.020 limited
vRd = Max 0.438 Mpa
0.342 Mpa
= 0.438 Mpa
vRdmax = 1/2 * n *fcd
n = 0.6 [ 1- fck/310 ]
= 0.532
vRdmax = 4.16 Mpa
Check
vEd.red < vRdc
0.86 Mpa > 0.44 Mpa REVISE or Provide punching shear renforcement
Calculation
Calculation of Punching Shear Reinforcement at Control Perimeter 2d
As per Expression 6.52 of EN 1992-1-1 [1] (Eurocode)
The Shear reinforcemn has already been provided as 10 mm dia links
@ 100 mm Long. 100 mm Transv.
Radial Spacing sr = 141.421356 mm
fywd,ef = 434.782609 Mpa
α = 90 degrees * vertical shear links
2
Hence Asw (required) = 2701134.81 = 975.564 mm
2768.79285
Where Asw is Area of one perimeter of shear reinforcement around the column at critical section considered
Provided Asw on perimeter of section considered = 8.48 m
2 2
Conservativly considering maximum spacing of shear links along the circle = SQRT(ST +SL )
= 141.421 mm
no. of shear links on control perimeter = 60
2
Area of Shear Links = 4711.5 mm
2
Which is far greater than Asw
required i.e. 975.564 mm 4.8 times more than req.
Hence Safe in punching shear with provided shear links
B) Check at face of pier shaft
Maximum Vertical Load at base of footing = 510 Tonne ULS
VEd = 510 Tonne
Down ward footing
Footing avg. thick = 0.75 m
VEd.red = VEd - DVED
DVED = Conservativly, this value is being ignored i.e. taken as 0
VEd.red = 510.00 - 0
= 510.00 Tonne
vEd = βVEd.red / uo d
uo = 3.770 m
vEd = 1.932 Mpa
Check
vEd < vRd.max
1.93 Mpa < 4.16 Mpa OK, Safe in punching shear
Check For Punching Shear : @ d from the face of column
Grade of Concrete fck = 35 Mpa
fcd = 15.6 Mpa
T-T
B C Average footing thickness d = 0.75 m
Mean effective depth = 0.6004 m
L-L 1.2
Critical section for punching shear @ d
from face of column.
Dia 1.95
A D
A) Check at Control Perimeter 0.5d
VEd.red = VEd - DVED
DVED = Conservativly, this value is being ignored i.e. taken as 0
VEd.red = 510.0 Tonne under ULS
Resultant Bending Moment = 250 Tm under ULS
vEd.red = βVEd.red / ud
u = Length of perimeter
= 6.13 m
β = 1+0.6𝜋 𝑒/(𝐷 + 4𝑑 ) For circular column
= 1.07
2
vEd.red = 1.18888 N/mm
K = 1+ 200/d ≤ 2
= 1.516
nmin = 0.031 * K 3/2 fck 1/2
nmin = 0.342
vRd = Max 0.12 K (80 rl fck )1/3 *2d/a
nmin * 2d/a
a = 0.75 m
rly = 0.822 % from foundatin design calculations
rlz = 0.301 % from foundatin design calculations
rl = rly *rlz
= 0.00497
Max rl = 0.020 limited
vRd = Max 0.876 Mpa
0.685 Mpa
= 0.876 Mpa
vRdmax = 1/2 * n *fcd
n = 0.6 [ 1- fck/310 ]
= 0.532
vRdmax = 4.16 Mpa
Check
vEd.red < vRdc
1.19 Mpa > 0.88 Mpa REVISE or Provide punching shear renforcement
Calculation
Calculation of Punching Shear Reinforcement at Control Perimeter d
As per Expression 6.52 of EN 1992-1-1 [1] (Eurocode)
The Shear reinforcemn has already been provided as 10 mm dia links
@ 100 mm Long. 100 mm Transv.
Radial Spacing sr = 141.421356 mm
fywd,ef = 434.782609 Mpa
α = 90 degrees * vertical shear links
2
Hence Asw (required) = 1957975.62 = 707.159 mm
2768.79285
Where Asw is Area of one perimeter of shear reinforcement around the column at critical section considered
Provided Asw on perimeter of section considered = 6.13 m
Conservativly considering maximum spacing of shear links along the circle = SQRT(ST2+SL2)
= 141.421 mm
no. of shear links on control perimeter = 43
2
Area of Shear Links = 3376.58 mm
2
Which is far greater than Asw required i.e. 707.159 mm 4.8 times more than req.
Hence Safe in punching shear with provided shear links
Check For Punching Shear : @ 0.5d from the face of column
Grade of Concrete fck = 35 Mpa
fcd = 15.6 Mpa
T-T
B C Average footing thickness d = 0.75 m
Mean effective depth = 0.6004 m
L-L 1.2
Critical section for punching shear
@0.5 d from face of column.
Dia 1.58
A D
A) Check at Control Perimeter 0.5d
VEd.red = VEd - DVED
DVED = Conservativly, this value is being ignored i.e. taken as 0
VEd.red = 510.0 Tonne under ULS
Resultant Bending Moment = 250 Tm under ULS
vEd.red = βVEd.red / ud
u = Length of perimeter
= 4.95 m
β = 1+0.6𝜋 𝑒/(𝐷 + 4𝑑 ) For circular column
= 1.07
2
vEd.red = 1.47206 N/mm
K = 1+ 200/d ≤ 2
= 1.516
nmin = 0.031 * K 3/2 fck 1/2
nmin = 0.342
vRd = Max 0.12 K (80 rl fck )1/3 *2d/a
nmin * 2d/a
a = 0.38 m
rly = 0.822 % from foundatin design calculations
rlz = 0.301 % from foundatin design calculations
rl = rly *rlz
= 0.00497
Max rl = 0.020 limited
vRd = Max 1.751 Mpa
1.370 Mpa
= 1.751 Mpa
vRdmax = 1/2 * n *fcd
n = 0.6 [ 1- fck/310 ]
= 0.532
vRdmax = 4.16 Mpa
Check
vEd.red < vRdc
1.47 Mpa < 1.75 Mpa OK
Punching shear reinforcement not required
