Project : HASGM1920012-7.

14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024 My

User: RD Time: 12:18 AM

Safe bearing capacity of soil: 145 kN/m2

Unit F1 F2 F3 sw1 sw2 d c1
B b
Service load (F): kN 393.00
Moment in X direction (Mx): kN-m 74.00 c2 Mx
Moment in Y direction (My): kN-m 11.00
Column width b: m 0.3
Column depth d: m 0.6 L
Trial with B & L = m 1.73 0.00 0.00 0.00 0.00
Footing B = m 2.2
Data L = m 2.5
D (reqrd for bending) m 0.428 #DIV/0! #DIV/0! #DIV/0! #DIV/0! D
t
D = m 0.5
t = m 0.5
For SBC ---- OK #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Depth (bending) ---- OK #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Punching stress ---- OK #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Shear Stress ---- OK #DIV/0! #DIV/0! #DIV/0! #DIV/0!

F1 F2 F3 sw1 sw2
PCC size B'×L' 2500 × 2800 300 × 300 300 × 300 300 × 300 300 × 300
Footing size B×L 2200 × 2500 0×0 0×0 0×0 0×0
D 500 0 0 0 0
t 500 0 0 0 0
Steel // B 10 # 20 Nos #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Steel // L 10 # 17 Nos #DIV/0! #DIV/0! #DIV/0! #DIV/0!

PCC : 0.70 m3 0.01 m3 0.01 m3 0.01 m3 0.01 m3

RCC: 2.75 m3 0.00 m3 0.00 m3 0.00 m3 0.00 m3
Reinforcement 53.33 kg #DIV/0! kg #DIV/0! kg #DIV/0! kg #DIV/0! kg
DESIGN OF ISOLATED FOOTING BY LIMITE STATE METHOD
Project : HASGM1920012-7.14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024
User: RD Time: 12:18 AM
Comment: Nothing

Foundation Number: F1 Column Sizes

Service load (F): 393.00 kN As per drawing
Moment in X direction (Mx): 74.00 kN-m b 0.3 m
Moment in Y direction (My): 11.00 kN-m d 0.6 m
Safe bearing capacity of soil: 145 kN/m2

Load applied at the base of footing is increase 10% of Axial load for self weight of footing
393 + 39.3 = 432.30 kN
Trial with B & L = 1.73 m
B = 2.2 m
L = 2.5 m
D = 0.5 m
t = 0.5 m D
t
For SBC OK
Depth (bending) OK My
Punching stress OK 41.91 kN/m2
Shear Stress OK
My d Mx
F M c1
Pmax   x  2.2 b
A Zx Zy m
F Mx My
Pmin    c2
A Zx Zy

Pmax = 120.09 kN/m2 115.29 kN/m2

Pmin = 37.11 kN/m2 2.5 m
FOUNDATION SAFE IN SBC
73.80 83.40
c1 & c2 is distance from face kN/m2 kN/m2
of column to edge of footing
c1 = 0.95 m Pressure at c1 Face 79.75 kN/m2
c2 = 0.95 m Pressure at c2 Face 83.60 kN/m2

Moment at c1 = Pressure area × C.G. distance = 81.59 kN/m

Factored moment Muy = 122.38 kN-m
Moment at c2 = Pressure area × C.G. distance = 118.15 kN/m
Factored moment Mux = 177.22 kN-m
Effective depth for Mux = 378 mm
Effective depth for Muy = 243 mm
Depth required = 428 mm

CALCULATION OF MAIN STEEL

Steel parallel to "L" footing dimension

Effective depth = 450 mm
pt = 0.236 %
Ast = 796 mm2
Astmin = 1320 mm2
Provided steel is 10 # 17 Nos.
Ast pro = 1335 mm2

Steel parallel to "B" footing dimension

Effective depth = 450 mm
pt = 0.621 %
Ast = 1258 mm2
Astmin = 1500 mm2
Provided steel is 10 # 20 Nos.
Ast pro = 1571 mm2

CHECK FOR ONEWAY SHEAR

Check one-way shear at d distance from face of column (For c1)

dyeff = 450 mm
Shear force Vu = 136.03 kN
Mu at section = 34.14 kN-m
Mu
Vu   tan 
dy eff = 0.252 Mpa
Tv 
B s dy eff Safe in shear
As per IS 456 Table 19 Tc = 0.358 Mpa

Check one-way shear at d distance from face of column (For c2)

dxeff = 450 mm
Shear force Vu = 200.54 kN
Mu at section = 51.44 kN-m
Mu
Vu   tan 
dx eff = 0.297 Mpa
Tv 
L s dx eff Safe in shear
As per IS 456 Table 19 Tc = 0.348 Mpa

CHECK FOR PUNCHING SHEAR

Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = 450.00 mm
Vu = 131.55 kN
Tv = 0.390 Mpa
Design shear = ks*Tc where ks = (0.5+βc)
βc = shorter side of column / longer side of column
ks ≤ 1
Design shear = 1.12 Mpa Safe in punching shear
Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = 450.00 mm
Vu = 199.21 kN
Tv = 0.422 Mpa
Tc design = 1.12 Mpa Safe in punching shear
QUANTITY OF STEEL AND CONCRETE

Thickness of PCC consider as 100 mm

PCC : 0.70 m3
RCC: 2.75 m3
Reinforcement 53.33 kg
DESIGN OF ISOLATED FOOTING BY LIMITE STATE METHOD

Project : HASGM1920012-7.14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024

User: RD Time: 12:18 AM
Comment: Nothing

Foundation Number: F2 Column Sizes

Service load (F): 0.00 kN As per drawing
Moment in X direction (Mx): 0.00 kN-m b 0 m
Moment in Y direction (My): 0.00 kN-m d 0 m
Safe bearing capacity of soil: 145 kN/m2

Load applied at the base of footing is increase 10% of Axial load for self weight of footing
0 + 0 = 0.00 kN
Trial with B & L = 0.00 m
B = 0m
L = 0m
D = 0m
t = 0m
D
t
For SBC #DIV/0!
Depth (bending) #DIV/0! My
Punching stress #DIV/0! #DIV/0! kN/m2
Shear Stress #DIV/0!
My d Mx
F M c1
Pmax   x  0 b
A Zx Zy m
F Mx My
Pmin    c2
A Zx Zy

Pmax = #DIV/0! kN/m2 #DIV/0! kN/m2

Pmin = #DIV/0! kN/m2 0 m
#DIV/0!
#DIV/0! #DIV/0!
c1 & c2 is distance from face kN/m2 kN/m2
of column to edge of footing
c1 = 0.00 m Pressure at c1 Face #DIV/0! kN/m2
c2 = 0.00 m Pressure at c2 Face #DIV/0! kN/m2

Moment at c1 = Pressure area × C.G. distance = #DIV/0! kN/m

Factored moment Muy = #DIV/0! kN-m
Moment at c2 = Pressure area × C.G. distance = #DIV/0! kN/m
Factored moment Mux = #DIV/0! kN-m

Effective depth for Mux = #DIV/0! mm

Effective depth for Muy = #DIV/0! mm
Depth required = #DIV/0! mm

CALCULATION OF MAIN STEEL

Steel parallel to "L" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

Steel parallel to "B" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

CHECK FOR ONEWAY SHEAR

Check one-way shear at d distance from face of column (For c1)

dyeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dy eff = #DIV/0! Mpa
Tv 
B s dy eff #DIV/0!

As per IS 456 Table 19 Tc = #DIV/0! Mpa

Check one-way shear at d distance from face of column (For c2)

dxeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dx eff = #DIV/0! Mpa
Tv 
L s dx eff #DIV/0!
As per IS 456 Table 19 Tc = #DIV/0! Mpa

CHECK FOR PUNCHING SHEAR

Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Design shear = ks*Tc where ks = (0.5+βc)
βc = shorter side of column / longer side of column
ks ≤ 1
Design shear = #DIV/0! Mpa #DIV/0!
Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Tc design = #DIV/0! Mpa #DIV/0!
QUANTITY OF STEEL AND CONCRETE

Thickness of PCC consider as 100 mm

PCC : 0.01 m3
RCC: 0.00 m3
Reinforcement #DIV/0! kg
DESIGN OF ISOLATED FOOTING BY LIMITE STATE METHOD

Project : HASGM1920012-7.14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024

User: RD Time: 12:18 AM
Comment: Nothing

Foundation Number: F3 Column Sizes

Service load (F): 0.00 kN As per drawing
Moment in X direction (Mx): 0.00 kN-m b 0 m
Moment in Y direction (My): 0.00 kN-m d 0 m
Safe bearing capacity of soil: 145 kN/m2

Load applied at the base of footing is increase 10% of Axial load for self weight of footing
0 + 0 = 0.00 kN
Trial with B & L = 0.00 m
B = 0m
L = 0m
D = 0m
t = 0m
D
t
For SBC #DIV/0!
Depth (bending) #DIV/0! My
Punching stress #DIV/0! #DIV/0! kN/m2
Shear Stress #DIV/0!
My d Mx
F M c1
Pmax   x  0 b
A Zx Zy m
F Mx My
Pmin    c2
A Zx Zy

Pmax = #DIV/0! kN/m2 #DIV/0! kN/m2

Pmin = #DIV/0! kN/m2 0 m
#DIV/0!
#DIV/0! #DIV/0!
c1 & c2 is distance from face kN/m2 kN/m2
of column to edge of footing
c1 = 0.00 m Pressure at c1 Face #DIV/0! kN/m2
c2 = 0.00 m Pressure at c2 Face #DIV/0! kN/m2

Moment at c1 = Pressure area × C.G. distance = #DIV/0! kN/m

Factored moment Muy = #DIV/0! kN-m
Moment at c2 = Pressure area × C.G. distance = #DIV/0! kN/m
Factored moment Mux = #DIV/0! kN-m

Effective depth for Mux = #DIV/0! mm

Effective depth for Muy = #DIV/0! mm
Depth required = #DIV/0! mm

CALCULATION OF MAIN STEEL

Steel parallel to "L" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

Steel parallel to "B" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

CHECK FOR ONEWAY SHEAR

Check one-way shear at d distance from face of column (For c1)

dyeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dy eff = #DIV/0! Mpa
Tv 
B s dy eff #DIV/0!

As per IS 456 Table 19 Tc = #DIV/0! Mpa

Check one-way shear at d distance from face of column (For c2)

dxeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dx eff = #DIV/0! Mpa
Tv 
L s dx eff #DIV/0!
As per IS 456 Table 19 Tc = #DIV/0! Mpa

CHECK FOR PUNCHING SHEAR

Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Design shear = ks*Tc where ks = (0.5+βc)
βc = shorter side of column / longer side of column
ks ≤ 1
Design shear = #DIV/0! Mpa #DIV/0!
Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Tc design = #DIV/0! Mpa #DIV/0!
QUANTITY OF STEEL AND CONCRETE

Thickness of PCC consider as 100 mm

PCC : 0.01 m3
RCC: 0.00 m3
Reinforcement #DIV/0! kg
DESIGN OF ISOLATED FOOTING BY LIMITE STATE METHOD

Project : HASGM1920012-7.14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024

User: RD Time: 12:18 AM
Comment: Nothing

Foundation Number: sw1 Column Sizes

Service load (F): 0.00 kN As per drawing
Moment in X direction (Mx): 0.00 kN-m b 0 m
Moment in Y direction (My): 0.00 kN-m d 0 m
Safe bearing capacity of soil: 145 kN/m2

Load applied at the base of footing is increase 10% of Axial load for self weight of footing
0 + 0 = 0.00 kN
Trial with B & L = 0.00 m
B = 0m
L = 0m
D = 0m
t = 0m
D
t
For SBC #DIV/0!
Depth (bending) #DIV/0! My
Punching stress #DIV/0! #DIV/0! kN/m2
Shear Stress #DIV/0!
My d Mx
F M c1
Pmax   x  0 b
A Zx Zy m
F Mx My
Pmin    c2
A Zx Zy

Pmax = #DIV/0! kN/m2 #DIV/0! kN/m2

Pmin = #DIV/0! kN/m2 0 m
#DIV/0!
#DIV/0! #DIV/0!
c1 & c2 is distance from face kN/m2 kN/m2
of column to edge of footing
c1 = 0.00 m Pressure at c1 Face #DIV/0! kN/m2
c2 = 0.00 m Pressure at c2 Face #DIV/0! kN/m2

Moment at c1 = Pressure area × C.G. distance = #DIV/0! kN/m

Factored moment Muy = #DIV/0! kN-m
Moment at c2 = Pressure area × C.G. distance = #DIV/0! kN/m
Factored moment Mux = #DIV/0! kN-m

Effective depth for Mux = #DIV/0! mm

Effective depth for Muy = #DIV/0! mm
Depth required = #DIV/0! mm

CALCULATION OF MAIN STEEL

Steel parallel to "L" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

Steel parallel to "B" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

CHECK FOR ONEWAY SHEAR

Check one-way shear at d distance from face of column (For c1)

dyeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dy eff = #DIV/0! Mpa
Tv 
B s dy eff #DIV/0!

As per IS 456 Table 19 Tc = #DIV/0! Mpa

Check one-way shear at d distance from face of column (For c2)

dxeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dx eff = #DIV/0! Mpa
Tv 
L s dx eff #DIV/0!
As per IS 456 Table 19 Tc = #DIV/0! Mpa

CHECK FOR PUNCHING SHEAR

Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Design shear = ks*Tc where ks = (0.5+βc)
βc = shorter side of column / longer side of column
ks ≤ 1
Design shear = #DIV/0! Mpa #DIV/0!
Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Tc design = #DIV/0! Mpa #DIV/0!
QUANTITY OF STEEL AND CONCRETE

Thickness of PCC consider as 100 mm

PCC : 0.01 m3
RCC: 0.00 m3
Reinforcement #DIV/0! kg
DESIGN OF ISOLATED FOOTING BY LIMITE STATE METHOD

Project : HASGM1920012-7.14MW_AMBUJA CEMENTS LIMI Date: 15-Feb-2024

User: RD Time: 12:18 AM
Comment: Nothing

Foundation Number: sw2 Column Sizes

Service load (F): 0.00 kN As per drawing
Moment in X direction (Mx): 0.00 kN-m b 0 m
Moment in Y direction (My): 0.00 kN-m d 0 m
Safe bearing capacity of soil: 145 kN/m2

Load applied at the base of footing is increase 10% of Axial load for self weight of footing
0 + 0 = 0.00 kN
Trial with B & L = 0.00 m
B = 0m
L = 0m
D = 0m
t = 0m
D
t
For SBC #DIV/0!
Depth (bending) #DIV/0! My
Punching stress #DIV/0! #DIV/0! kN/m2
Shear Stress #DIV/0!
My d Mx
F M c1
Pmax   x  0 b
A Zx Zy m
F Mx My
Pmin    c2
A Zx Zy

Pmax = #DIV/0! kN/m2 #DIV/0! kN/m2

Pmin = #DIV/0! kN/m2 0 m
#DIV/0!
#DIV/0! #DIV/0!
c1 & c2 is distance from face kN/m2 kN/m2
of column to edge of footing
c1 = 0.00 m Pressure at c1 Face #DIV/0! kN/m2
c2 = 0.00 m Pressure at c2 Face #DIV/0! kN/m2

Moment at c1 = Pressure area × C.G. distance = #DIV/0! kN/m

Factored moment Muy = #DIV/0! kN-m
Moment at c2 = Pressure area × C.G. distance = #DIV/0! kN/m
Factored moment Mux = #DIV/0! kN-m

Effective depth for Mux = #DIV/0! mm

Effective depth for Muy = #DIV/0! mm
Depth required = #DIV/0! mm

CALCULATION OF MAIN STEEL

Steel parallel to "L" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

Steel parallel to "B" footing dimension

Effective depth = -50 mm
pt = #DIV/0! %
Ast = #DIV/0! mm2
Astmin = 0 mm2
#DIV/0!
Ast pro = #DIV/0! mm2

CHECK FOR ONEWAY SHEAR

Check one-way shear at d distance from face of column (For c1)

dyeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dy eff = #DIV/0! Mpa
Tv 
B s dy eff #DIV/0!

As per IS 456 Table 19 Tc = #DIV/0! Mpa

Check one-way shear at d distance from face of column (For c2)

dxeff = #DIV/0! mm
Shear force Vu = #DIV/0! kN
Mu at section = #DIV/0! kN-m
Mu
Vu   tan 
dx eff = #DIV/0! Mpa
Tv 
L s dx eff #DIV/0!
As per IS 456 Table 19 Tc = #DIV/0! Mpa

CHECK FOR PUNCHING SHEAR

Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Design shear = ks*Tc where ks = (0.5+βc)
βc = shorter side of column / longer side of column
ks ≤ 1
Design shear = #DIV/0! Mpa #DIV/0!
Punching shear check at d/2 distance from face of column (if c1 govern)
dyeff = #DIV/0! mm
Vu = #DIV/0! kN
Tv = #DIV/0! Mpa
Tc design = #DIV/0! Mpa #DIV/0!
QUANTITY OF STEEL AND CONCRETE

Thickness of PCC consider as 100 mm

PCC : 0.01 m3
RCC: 0.00 m3
Reinforcement #DIV/0! kg
 Unit F1 F2 F3 sw1 sw2
Service load (F): kN 393.00
Moment in X direction (Mx): kN-m 74.00
Moment in Y direction (My): kN-m 11.00
Column width b: m 0.3
Column depth d: m 0.6
Trial with B & L = m 0.00 0.00 0.00 0.00 0.00
Footing B = m 2.2
Data L = m 2.5
D (req for bending)
rd
m 0.000 0.000 0.000 0.000 0.000
D = m 0.5
t = m 0.5
DATA:
AXIAL LOAD = 800 KN
COLUMN SIZE = 0.4 X 0.4 m
SBC = 200 KN/m2
CONCRETE = 20 N/mm2
STEEL GRADE = 415 N/mm2
CLEAR COVER = 50 mm

DESIGN:-
1 SIZE OF FOOTING
Load of column P = 800 KN
Self weight of footing 10% = 80 KN
Total Load on Soil P1 = 880 KN
SBC of soil = 200
Area of footing required = 880
200
= 4.4 m2
B X D
Privide footing of 2.1 x 2.1
= 4.4 m2

2 NET UPWARD SOIL PRESSURE:

Load from column = 800
Area of footing = 4.4
Net upward soil pressure p = 800
4.4
= 181 KN/m2
< SBC
3 DESIGN OF STEP-1
Y1 Y2 Y3

STEP3
STEP2
STEP1
X1 0.9 1.5 2.1
X2

X3

S
0.9
 1.5

2.1

Cantilaver projection from X1-X1 Passing through face of column

= ( 2.1 - 0.4 ) / 2
= 0.9 m
Bending moment @ x1-x1
= ( 181 x 2.1 x 0.9 x 0.9 ) / 2
= 146 Kn-m
Ultimate B.M. Mu1 = 1.5 x 146
= 219 Kn-m
Depth required for step-1
d1 = 219 x 1000000
0.1 x 20 x 933
= 291 mm
Approximate depth D required = 2.1 / 4.5
= 467 mm
For stepped footing increase depth by 20% = 1.2 x 467
= 560
provide = 600 mm
effective depth = 600 - 50 - 12 - 6= 532 mm
4 CHECK FOR TWO WAY SHEAR
For two way shear , critical plate lies at d/2 distance from face of column
= 532 / 2= 266 mm
b1 = 2x 0.3 + 0.4 = 0.9 mm
b2 = 2x 0.3 + 0.4 = 0.9 mm
p0 = 2x ( 2x 0.3 + 0.4 ) + 2x ( 2x 0.3 + 0.4 )
= 3.5 mm
Punching Shear = 181 x ( 2.1 x 2.1 - 0.9 x 0.9 ) = 659 KN
Factored Shear = 1.5 x 659
= 988 KN
Tv = 988 x ###
### x 532
= 0.5 Mpa
Permissible shear stress Tv = Ks x Tc
Ks = ( 0.5 + β) β = 1
= ( 0.5 + 1)
= 1.5 < 1
Ks x Tc = 1x 0.3 x 4.5
= 1.1 Mpa SAFE

5 REINFORCEMENT:
K = Mu
bd2
 = 219 x 1000000
933 x 532 x 532
= 0.8
pt from table 2 fro SP16 = 0.3
Ast = 0.3 x 933 x 532
100
= 1246.3 mm2
T 16 @ 150 mm = 1339.73 mm2
6 CHECK FOR CRACKING

7 CHECK FOR DEVLOPMENT LENGTH

8 DESIGN OF STEP-2

Cantilaver projection from X1-X1 Passing through face of column

= ( 2.1 - 0.9 ) / 2
= 0.6 m
Bending moment @ x1-x1
= ( 181 x 2.1 x 0.6 x 0.6 ) / 2
= 65 Kn-m
Ultimate B.M. Mu1 = 1.5 x 65
= 97 Kn-m
Depth required for step-1
d1 = 97 x 1000000
0.1 x 20 x ###
= 152 mm
CHECK FOR ONE WAY SHEAR
Pt = ### x 100
2.1 x 152
= 0.4
permissible shear stress Tc = 0.4
One way shear = 181 x 2.1 x 0.6
= 222 KN
Factored force = 1.5 x 222
= 333 KN
d2 = Vu
B2 x Tc
= 333 x ###
### x 0.4
= 500 mm
CHECK FOR TWO WAY SHEAR
For two way shear , critical plate lies at d/2 distance from face of column
= 500 / 2= 250 mm
b1 = 2x 0.2 + 0.9 = 1.4 mm
b2 = 2x 0.2 + 0.9 = 1.4 mm
p0 = 2x ( 2x 0.2 + 0.4 ) + 2x ( 2x 0.2 + 0.4 )
= 3.4 mm
Punching Shear = 181 x ( 2.1 x 2.1 - 1.4 x 1.4 ) = 428 KN
Factored Shear = 1.5 x 428
= 641 KN
Tv = 641 x ###
### x 500
= 0.4 Mpa
Permissible shear stress Tv = Ks x Tc
Ks = ( 0.5 + β) β = 1
= ( 0.5 + 1)
= 1.5 < 1
Ks x Tc = 1x 0.3 x 4.5
= 1.1 Mpa SAFE

8 DESIGN OF STEP-3

Cantilaver projection from X1-X1 Passing through face of column

= ( 2.1 - 1.5 ) / 2
= ( 0.3
Bending moment @ x1-x1
= ( 181 x 2.1 x 0.3 x 0.3 ) / 2
= 16 Kn-m
Ultimate B.M. Mu1 = 1.5 x 16
= 24 Kn-m
Depth required for step-1
d1 = 24 x 1000000
0.1 x 20 x 2.1
= 65 mm
CHECK FOR ONE WAY SHEAR
Pt = ### x 100
2.1 x 152
= 0.4
permissible shear stress Tc = 0.4
One way shear = 181 x 2.1 x 0.3
= 111 KN
Factored force = 1.5 x 111
= 167 KN
d2 = Vu
B2 x Tc
= 167 x ###
### x 0.4
= 180 mm
CHECK FOR TWO WAY SHEAR
For two way shear , critical plate lies at d/2 distance from face of column
= 180 / 2= 90 mm
b1 = 2x 0.1 + 1.5 = 1.7 mm
b2 = 2x 0.1 + 1.5 = 1.7 mm
p0 = 2x ( 2x 0.1 + 0.4 ) + 2x ( 2x 0.1 + 0.4 )
= 2.1 mm
Punching Shear = 181 x ( 2.1 x 2.1 - 1.7 x 1.7 ) = 278 KN
Factored Shear = 1.5 x 278
= 416 KN
Tv = 416 x ###
### x 180
= 1.1 Mpa
Permissible shear stress Tv = Ks x Tc
Ks = ( 0.5 + β) β = 1
= ( 0.5 + 1)
= 1.5 < 1
Ks x Tc = 1x 0.3 x 4.5
= 1.1 Mpa SAFE