REACTION

LOAD TYPE FX FY FZ MX
EQ+X -0.7898 -0.4587 0.011 0
EQ-X 0.7898 0.4598 0 0
EQ+Z 0.0077 3.5959 -0.0022 0
EQ-Z -0.0187 -5.2569 5.6232 0
DL 7.7341 21.3686 0.0407 0
CL 0 0 0 0
LL 21.9967 51.2127 0.1012 0
WIND ANGLE 0, INT SUC, FROM LEFT -75.7625 -109.9681 0 0
WIND ANGLE 0, INT SUC, FROM RIGHT -11.7018 -66.0781 0 0
WIND ANGLE 0, INT PRE, FROM LEFT -70.3329 -71.9246 0 0
WIND ANGLE 0, INT PRE, FROM RIGHT -6.2095 -27.9774 0 0
WIND ANGLE 90, INT SUC, FROM LEFT -27.0358 -110.1782 0 0
WIND ANGLE 90, INT SUC, FROM RIGHT -21.5743 -59.7465 0 0
WIND ANGLE 90, INT PRE, FROM LEFT -27.0831 -125.6013 7.8518 0
WIND ANGLE 90, INT PRE, FROM RIGHT -21.6117 -73.0532 1.4674 0

PLINTH LVL 0.5 M

NGL 0 M
FOOTING BOTTOM 1.5 M

HEIGHT OF PLINTH FROM FOOTING TOP=D 1.2 M

COLUMN DETAILS :
Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm

SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2
Load Factor = gf = 1.5 1.5 1.5 1.5

SBC 100 KN/m2

 WALL LOAD CALCULATION

THICKNESS t = 0.23 M
HEIGHT h = 2.5 M
SPAN l = 15 M
DENSITY D = 18.85 KN/M3
TOTAL DL txhxlxD = 162.58 KN
AVG. LOAD ON FOOTING DL/2 = 81.29 KN

LOAD COMBINATION 1 = DL+LL+CL

LOAD COMBINATION 2 = DL+WL
LOAD COMBINATION 3 = DL+0.8LL+0.8CL+0.8WL
LOAD COMBINATINATION 1
A B
REACTION L1 72.5813 -88.5995 -44.7095
WALL LOAD L2 81.29 81.29 81.29
AXIAL LOAD P=L1+L2 153.87 -7.31 36.58
HORZ. SHEAR H 29.7308 -68.0284 -3.9677
MOMENT M 0 0 0
TOTAL MOMENT M=M+H*D 35.68 81.63 4.76

OUT PUT
\ Pmax = SAFE SAFE SAFE

TENSION TENSION TENSION

NOT NOT NOT
\ Pmin = CREATED CREATED CREATED
DIA 12 12 12
Sreq. ALONG 115 115 115
Sprv. WIDTH 115 115 115
Sreq. ALONG 115 115 115
Sprv. LENGTH
Pt 0.13 0.13 0.13
ONE WAY SHEAR ALONG LENGTH tc 0.28 0.28 0.28
HENCE HENCE HENCE
SAFE SAFE SAFE
Pt 0.10 0.10 0.10
ONE WAY SHEAR ALONG WIDTH tc 0.28 0.28 0.28
HENCE HENCE HENCE
SAFE SAFE SAFE
TWO WAY SHEAR SAFE SAFE SAFE
OVERTURING SAFE SAFE SAFE

SIZE 3x3
FINAL RESULT DEPTH 0.8
STEEL #12@115 c/c
MY MZ
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0

1.5 1.5 1.5 1.5 1.5

CL+0.8WL
2
C D E F G H
-50.556 -6.6088 -88.8096 -38.3779 -104.2327 -51.6846 KN
81.29 81.29 81.29 81.29 81.29 81.29 KN
30.73 74.68 -7.52 42.91 -22.94 29.61 KN
-62.5988 1.5246 -19.3017 -13.8402 -19.349 -13.8776 KN
0 0 0 0 0 0 KN-M
75.12 1.83 23.16 16.61 23.22 16.65 KN-M

SAFE SAFE SAFE SAFE SAFE SAFE

TENSION TENSION TENSION TENSION TENSION TENSION

NOT NOT NOT NOT NOT NOT
CREATED CREATED CREATED CREATED CREATED CREATED
12 12 12 12 12 12
115 115 115 115 115 115
115 115 115 115 115 115 115 115
115 115 115 115 115 115 115

0.13 0.13 0.13 0.13 0.13 0.13 Pt tc

0.28 0.28 0.28 0.28 0.28 0.28 0.15 0.28
HENCE HENCE HENCE HENCE HENCE HENCE
SAFE SAFE SAFE SAFE SAFE SAFE 0.2 0.33
0.10 0.10 0.10 0.10 0.10 0.10
0.28 0.28 0.28 0.28 0.28 0.28
HENCE HENCE HENCE HENCE HENCE HENCE
SAFE SAFE SAFE SAFE SAFE SAFE
SAFE SAFE SAFE SAFE SAFE SAFE
SAFE SAFE SAFE SAFE SAFE SAFE
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 153.87 KN
Moment along Major axis = M = 35.68 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 153.87 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 333.87 KN

Moment along Major axis 35.67696 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 37.10 + 7.93 + 0 = 45.03 KN/m2 < S.B.C SAFE

\ Pmax = 37.10 - 7.93 - 0 = 29.17 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

29.2
KN/M2 45.0
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 32.42 T-m
Mu = 48.63 KN-m
Ast = 149.72 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 32.42 KN-m
Mu = 48.63 KN-m
Ast = 149.72 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 45.03 x 0.45

 V = 20.26 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 20.26
= x 1000
1000 x 750

= 0.041 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 45.03 x 0.45

V = 20.26 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 20.26
= x 1000
 = x 1000
1000 x 750

= 0.041 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 45.03 x Area of Shadeded Portion

= 45.03 x 7.1775

= 323.17 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 323.17
= x 1000
5400.00 x 750

= 0.120 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 153.8719 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 287.74

Overturning moment = M+Hxh 35.68

Factor of safety 9.68 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = -7.31 KN
Moment along Major axis = M = 81.63 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 415 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = -7.31 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 172.69 KN

Moment along Major axis 81.63408 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 19.19 + 18.14 + 0 = 37.33 KN/m2 < S.B.C SAFE

\ Pmax = 19.19 - 18.14 - 0 = 1.05 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

1.0
KN/M2 37.3
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 26.88 T-m
Mu = 40.32 KN-m
Ast = 149.45 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 26.88 KN-m
Mu = 40.32 KN-m
Ast = 149.45 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 37.33 x 0.45

 V = 16.80 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 16.80
= x 1000
1000 x 750

= 0.034 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 37.33 x 0.45

V = 16.80 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 16.80
= x 1000
 = x 1000
1000 x 750

= 0.034 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 37.33 x Area of Shadeded Portion

= 37.33 x 7.1775

= 267.93 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 267.93
= x 1000
5400.00 x 750

= 0.099 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 -7.30887 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 126.56

Overturning moment = M+Hxh 81.63

Factor of safety 1.86 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 36.58 KN
Moment along Major axis = M = 4.76 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 36.58 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 216.58 KN

Moment along Major axis 4.76124 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 24.06 + 1.06 + 0 = 25.12 KN/m2 < S.B.C SAFE

\ Pmax = 24.06 - 1.06 - 0 = 23.01 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

23.0
KN/M2 25.1
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 18.09 T-m
Mu = 27.13 KN-m
Ast = 83.39 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 18.09 KN-m
Mu = 27.13 KN-m
Ast = 83.39 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 25.12 x 0.45

 V = 11.31 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 11.31
= x 1000
1000 x 750

= 0.023 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 25.12 x 0.45

V = 11.31 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 11.31
= x 1000
 = x 1000
1000 x 750

= 0.023 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 25.12 x Area of Shadeded Portion

= 25.12 x 7.1775

= 180.32 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 180.32
= x 1000
5400.00 x 750

= 0.067 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 36.58113 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 170.45

Overturning moment = M+Hxh 4.76

Factor of safety 42.96 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 30.73 KN
Moment along Major axis = M = 75.12 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 30.73 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 210.73 KN

Moment along Major axis 75.11856 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 23.41 + 16.69 + 0 = 40.11 KN/m2 < S.B.C SAFE

\ Pmax = 23.41 - 16.69 - 0 = 6.72 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

6.7
KN/M2 40.1
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 28.88 T-m
Mu = 43.32 KN-m
Ast = 133.31 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 28.88 KN-m
Mu = 43.32 KN-m
Ast = 133.31 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 40.11 x 0.45

 V = 18.05 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 18.05
= x 1000
1000 x 750

= 0.036 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 40.11 x 0.45

V = 18.05 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 18.05
= x 1000
 = x 1000
1000 x 750

= 0.036 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 40.11 x Area of Shadeded Portion

= 40.11 x 7.1775

= 287.87 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 287.87
= x 1000
5400.00 x 750

= 0.107 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 30.73463 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 164.60

Overturning moment = M+Hxh 75.12

Factor of safety 2.63 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 74.68 KN
Moment along Major axis = M = 1.83 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 74.68 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 254.68 KN

Moment along Major axis 1.82952 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 28.30 + 0.41 + 0 = 28.70 KN/m2 < S.B.C SAFE

\ Pmax = 28.30 - 0.41 - 0 = 27.89 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

27.9
KN/M2 28.7
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 20.67 T-m
Mu = 31.00 KN-m
Ast = 95.31 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 20.67 KN-m
Mu = 31.00 KN-m
Ast = 95.31 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 28.70 x 0.45

 V = 12.92 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 12.92
= x 1000
1000 x 750

= 0.026 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 28.70 x 0.45

V = 12.92 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 12.92
= x 1000
 = x 1000
1000 x 750

= 0.026 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 28.70 x Area of Shadeded Portion

= 28.70 x 7.1775

= 206.03 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 206.03
= x 1000
5400.00 x 750

= 0.076 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 74.68183 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 208.55

Overturning moment = M+Hxh 1.83

Factor of safety 136.79 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = -7.52 KN
Moment along Major axis = M = 23.16 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = -7.52 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 172.48 KN

Moment along Major axis 23.16204 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 19.16 + 5.15 + 0 = 24.31 KN/m2 < S.B.C SAFE

\ Pmax = 19.16 - 5.15 - 0 = 14.02 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

14.0
KN/M2 24.3
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 17.50 T-m
Mu = 26.26 KN-m
Ast = 80.69 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 17.50 KN-m
Mu = 26.26 KN-m
Ast = 80.69 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 24.31 x 0.45

 V = 10.94 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 10.94
= x 1000
1000 x 750

= 0.022 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 24.31 x 0.45

V = 10.94 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 10.94
= x 1000
 = x 1000
1000 x 750

= 0.022 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 24.31 x Area of Shadeded Portion

= 24.31 x 7.1775

= 174.50 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 174.50
= x 1000
5400.00 x 750

= 0.065 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 -7.51897 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 126.35

Overturning moment = M+Hxh 23.16

Factor of safety 6.55 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 42.91 KN
Moment along Major axis = M = 16.61 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 42.91 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 222.91 KN

Moment along Major axis 16.60824 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 24.77 + 3.69 + 0 = 28.46 KN/m2 < S.B.C SAFE

\ Pmax = 24.77 - 3.69 - 0 = 21.08 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

21.1
KN/M2 28.5
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 20.49 T-m
Mu = 30.74 KN-m
Ast = 94.49 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 20.49 KN-m
Mu = 30.74 KN-m
Ast = 94.49 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 28.46 x 0.45

 V = 12.81 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 12.81
= x 1000
1000 x 750

= 0.026 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 28.46 x 0.45

V = 12.81 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 12.81
= x 1000
 = x 1000
1000 x 750

= 0.026 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 28.46 x Area of Shadeded Portion

= 28.46 x 7.1775

= 204.26 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 204.26
= x 1000
5400.00 x 750

= 0.076 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 42.91273 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 176.78

Overturning moment = M+Hxh 16.61

Factor of safety 12.77 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = -22.94 KN
Moment along Major axis = M = 23.22 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = -22.94 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 157.06 KN

Moment along Major axis 23.2188 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 17.45 + 5.16 + 0 = 22.61 KN/m2 < S.B.C SAFE

\ Pmax = 17.45 - 5.16 - 0 = 12.29 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

12.3
KN/M2 22.6
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 16.28 T-m
Mu = 24.42 KN-m
Ast = 75.04 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 16.28 KN-m
Mu = 24.42 KN-m
Ast = 75.04 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 22.61 x 0.45

 V = 10.17 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 10.17
= x 1000
1000 x 750

= 0.020 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 22.61 x 0.45

V = 10.17 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 10.17
= x 1000
 = x 1000
1000 x 750

= 0.020 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 22.61 x Area of Shadeded Portion

= 22.61 x 7.1775

= 162.29 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 162.29
= x 1000
5400.00 x 750

= 0.060 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 -22.9421 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 110.92

Overturning moment = M+Hxh 23.22

Factor of safety 5.73 > 1.5

against overturning

SAFE
115

115

115
 ISOLATED FOOTING DESIGN

FORCES DETAILS :
Axial Load = P1 = 29.61 KN
Moment along Major axis = M = 16.65 KNm
Moment along Minor axis = M = 0 KNm

COLUMN DETAILS : G.L

Length = ( Larger Dimension of Column ) 0.6 m
Width = ( Smaller Dimension of Column ) 0.6 m

FOOTING DETAILS :
Length = L = 3 m
Width = B = 3 m 0.7
Depth = D = 0.8 m

Cover to Main R/f = 0.05 m

Diameter of R/f in Footing = 12 mm
0.80
SOIL DETAILS :
Density of Soil = g = 18 KN/m3
Depth of foundation below G.L = H = 1.5 m 3.00

MATERIAL CONSTANT :
Concrete Grade = 25 N/mm2
R/f Grade = 500 N/mm2 3.00
Load Factor = gf = 1.5 Z Z

DESIGN FORCES :
Axial load = P = 29.61 KN
Self Weight of Footing = 180.00 KN X
3.00

Total Vertical Load = 209.61 KN

Moment along Major axis 16.65312 KNm

Moment along Minor axis 0 KNm

PRESSURE CALCULATION :
SBC = 100 KN/m2
NET BRESSURE = 100 KN/m2

P + Mx + Mz
P=
 P=
A - Zx - Zz

\ Pmax = 23.29 + 3.70 + 0 = 26.99 KN/m2 < S.B.C SAFE

\ Pmax = 23.29 - 3.70 - 0 = 19.59 KN/m2 TENSION NOT CREATED

R/F CALCULATION FROM BENDING CONSIDERATION :

3000

1200

3000 600

600
1200

19.6
KN/M2 27.0
KN/M2

MOMENT AT CRITICAL SECTION ALONG WIDTH :

 M = Pmax x 1.2 x 1.2 / 2
M= 19.43 T-m
Mu = 29.15 KN-m
Ast = 89.61 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

Required Spacing of Bar = 12 # @ 115 C/C ALONG WIDTH

PROVIDE 12 # @ 115 C/C ALONG WIDTH

\ Ast = 753.98 mm2

MOMENT AT CRITICAL SECTION ALONG LENGTH :

M = Pmax x 1.2 x 1.2 / 2

M= 19.43 KN-m
Mu = 29.15 KN-m
Ast = 89.61 mm2 ( To be distributed in 3 m Length )
Min Req = 960 mm2 ( Ast = 0.12 x b x D )

PROVIDE 12 # @ 115 C/C ALONG LENGTH

\ Ast = 983.46 mm2

CHECK FOR ONE WAY SHEAR ALONG LENGTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2 0.45

3.00

\ Shear force at critical section = 26.99 x 0.45

 V = 12.15 KN

\ Actual Shear stress tv = Vu

bxd

1.5 x 12.15
= x 1000
1000 x 750

= 0.024 N / mm2

Pt = 100 x As = 100 x 983.46 = 0.13 Pt tc

b x d 1000 x 750 0.15 0.28
0.2 0.33
\ tc = 0.28 N / mm2

< tv
HENCE SAFE

CHECK FOR ONE WAY SHEAR ALONG WIDTH :

Critical Section is at diatance of ' d ' from face of column

1.2

3.00 1.2

0.45
3.00

\ Shear force at critical section = 26.99 x 0.45

V = 12.15 KN

Vu
\ Actual Shear stress tv =
bxd

1.5 x 12.15
= x 1000
 = x 1000
1000 x 750

= 0.024 N / mm2

100 x As 100 x 753.98

Pt = = = 0.10
b x d 1000 x 750

\ tc = 0.28 N / mm2

< tv

HENCE SAFE

CHECK FOR TWO WAY SHEAR :

Critical Section is at distance of 'd/2' from face of column

3.00

1.35

3.00 1.35 d/2

d/2
\ Shear force at Critical Section = 26.99 x Area of Shadeded Portion

= 26.99 x 7.1775

= 193.72 T

Critical Perimeter = 2 x 1.35 + 2 x 1.35

= 5.40 m

Vu
\ Actual Shear stress tv =
bxd

1.5 x 193.72
= x 1000
5400.00 x 750

= 0.072 N / mm2

Allowable Shear stress = ks.tc ( CLAUSE 31.3.3 IS 456 : 2000 )

where,
ks = ( 0.5+b )

Short Side of Column = 0.6

b= Long Side of Column = 0.6
= 1.00

ks = 1.50 but not greater than 1.0

Where,
tc = 0.25 Ö fck
tc = 0.25 Ö M - 25 = 1.25 N/mm2

Allowable Shear stress = ks.tc = 1.25 N/mm2 SAFE

CHECK FOR OVERTURNING :

Axial load = W1 29.60603 KN

Weight of footing =W2 3 3 0.8 25 180.00

Weight of Soil above footing 3 3 0.6 0.6 0.7 18 108.86 KN

=W3

Total Vertical lo W1+W2+W3 163.47

Overturning moment = M+Hxh 16.65

Factor of safety 11.78 > 1.5

against overturning

SAFE
115

115

115