PROVN OF DEFICIENT OTM ACCN (PHASE -III) AT INS SHIKRA

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F17
2
1. ) Safe Bearing Capacity of Soil in Kn/met
=
300.00
2800.00
2. ) Width of Footing in mm =
3. ) Center to Center distance between Columns in mm 2000.00
4. ) Characteristic Strength of Concrete in N/mm2 =
25.00
4. ) Yield Strength of Steel in N/mm2 =
415.00

Node

L/C

Force-Y Moment- Moment-Z

kN
X kNm
kNm

51

18
19
20
21
22
23
24
25
26

1584.91 2.049
1138.54 0.589
1487.2 3.684
1445.69 66.755
1180.05 62.482
1410.58 0.502
1759.24 3.597
1717.73 66.668
1452.09 62.57

Area =
Zxx of Footing =
Zzz of Footing =

L/C
18
19
20
21
22
23
24
25
26

4.432
42.565
33.926
3.123
5.517
42.677
33.813
3.235
5.629

Node

L/C

Force-Y Moment- MomentkN

X kNm Z kNm

52

18
19
20
21
22
23
24
25
26

1636.69 7.996
1535.09 7.193
1180.83 9.165
1504.58 71.742
1211.34 55.384
1813.81 7.01
1459.56 8.982
1783.3 71.559
1490.07 55.567

P/A

Mxx/Zxx Mzz/Zzz

2.405
34.697
39.63
3.473
1.46
34.758
39.569
3.412
1.399

14 met
3
6.53333 met
3
11.6667 met

C.G. in X C.G. in Z
direction direction
from A
from A
2.48
1.40
2.35
1.40
2.61
1.40
2.48
1.40
2.49
1.40
2.37
1.40
2.59
1.40
2.48
1.40
2.49
1.40

ex

ez

-0.02
-0.15
0.11
-0.02
-0.01
-0.13
0.09
-0.02
-0.01

0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Additional
Moment
due to ex
-51.77
-396.55
306.37
-58.89
-31.29
-403.24
299.69
-65.58
-37.97

300.00

375

Addition
al
Moment
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

253.13
210.07
209.63
231.81
187.90
253.34
252.91
275.08
231.17

-1.54
-1.19
-1.97
-21.20
18.04
-1.15
-1.93
-21.16
18.08

-4.26
-27.37
19.96
-5.08
-2.33
-27.93
19.40
-5.64
-2.89

Pa
247.32
181.51
227.62
205.53
203.60
224.27
270.38
248.29
246.36

Pb
255.85
236.25
187.71
215.69
208.27
280.12
231.58
259.56
252.14

Pc
250.40
183.89
231.55
247.93
167.52
226.57
274.23
290.60
210.20

Pd
258.93
238.63
191.64
258.08
172.19
282.42
235.43
301.87
215.98

Maximum Pressure = 258.93 (DL+LL)

Minimum Pressure = 247.32 (DL+LL)
Maximum Pressure = 301.87 (DL+LL+EQ)
Minimum Pressure = 167.52 (DL+LL+EQ)

Column Load in Kn

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F17
1800.35

1743.40

B1

B2

B3

1500.00

2000.00

1500.00

5000.00
Center of Load from the Left Column

1016.07

Area of Footing Required in mm2

12.993767

Length of Footing Required in mm

4.64

A.) Design of Cantilever Slab

1) Flexural Design
Depth of Footing at Edge in mm

600.00

Width of Beam B1,B2,B3 in mm =

800.00

Net Cantilever on one side in mm =

Net Upward Pressure for Desgin in kN/sqme

1000.00
388.39

Net upward moment in Kn-met (Factored) =

194.20

Depth of Cantilever Slab Required in mm =

237.45

Provide Overall Depth of Cantilever Slab in

600.00

Precentage of Steel Required

0.18

Area of Steel in mm

258.93 Xumax/d
301.87
Q

0.48
3.44

0.64197

1009.16

Arrangement of Bars
2

Spacing Area in mm
100
1130.97

Dia
12
2.) Check for Shear

Maximum Shear (Factored) Force at a

distance of deff in Kn

174.78

Nominal Shear Stress v in N/mm2

0.32

Design Shear Stress c in N/mm2

0.33

<

550 effective d

14.1163 B
Safe & OK

14.1163 B

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F17
B.) Design of Beam
1) Flexural Design
Max. Bending Moment in B1 in Kn-met
Max. Bending Moment in B2 in Kn-met
Max. Bending Moment in B3 in Kn-met

1223.43 Bottom Tension

679.68 Bottom Tension
1223.43 Bottom Tension

udl
1087.49

Max. Shear Force in B1 in Kn-met

Max. Shear Force in B2 in Kn-met (Left)
Max. Shear Force in B2 in Kn-met (Right)
Max. Shear Force in B3 in Kn-met

1631.24
1087.49
1087.49
1631.24

387.148
-156.6
-156.6
387.148

Design Moment in Kn-met

1223.43

Effective Depth of Beam Required in mm

666.34

Provide Overall Depth of Beam in mm

1200.00

Effective Depth of Beam in mm

1144.00

Percentage of Steel Required for B1

Percentage of Steel Required for B2
Percentage of Steel Required for B3

0.34
0.19
0.34

Area of Steel for B1

Area of Steel for B2
Area of Steel for B3

3142.62
1698.72
3142.62
2

1223.43
679.683
1223.43

Bottom Tension
Bottom Tension
Bottom Tension

Minimum Steel Required in mm

1830.40

Bottom Steel Arrangement for Beam B1

Dia
25
25

Nos
8
0

Dia
25
0

Nos
8
0

Dia
25
25

Nos
8
0

Bottom Steel Arrangement for Beam B2

Bottom Steel Arrangement for Beam B3

3926.99
0.00
3926.99

3926.99
0.00
3926.99

3926.99
0.00
3926.99

2) Shear Design at a distance of deff from face of support

Location

Vu

C1 (Left) 387.148
0
C1 (Right)
0
C2 (Left)
C2 (Right) 387.148

0.42
0.00
0.00
0.42

0.459
0.459
0.459
0.459

Vus

Dia.

Legs

Spacing

10
10
10
10

4
4
4
4

354
354
354
354

1.16852
0.64918
1.16852

1.
2.
3.
4.
4.

PROVN OF DEFICIENT OTM ACCN (PHASE -III) AT INS SHIKRA

CHIEF ENGINEER NAVY MUMBAI
Design of Footing F18
) Safe Bearing Capacity of Soil in Kn/met2 =
300.00
) Width of Footing in mm =
1500.00
) Center to Center distance between Columns in m 2000.00
) Characteristic Strength of Concrete in N/mm 2 =
25.00
415.00
) Yield Strength of Steel in N/mm 2 =

Node

L/C

Force-Y Moment- Moment-Z

kN
X kNm
kNm

66

18
19
20
21
22
23
24
25
26

567.846
413.682
532.796
535.613
410.865
508.289
627.403
630.22
505.472

Area =
Zxx of Footing =
Zzz of Footing =

L/C
18
19
20
21
22
23
24
25
26

2.01
1.273
2.101
16.409
13.034
1.596
2.424
16.732
12.712

0.93
20.582
18.679
0.389
1.514
20.561
18.7
0.368
1.493

Node

L/C

Force-Y Moment- MomentkN

X kNm Z kNm

67

18
19
20
21
22
23
24
25
26

562.934
535.055
402.089
503.25
433.894
629.417
496.451
597.612
528.256

P/A

Mxx/Zxx Mzz/Zzz

1.631
1.11
1.512
16.22
13.598
1.43
1.831
16.54
13.279

6.525 met2
1.63125 met3
4.73063 met3

C.G. in C.G. in
Z
X
direction direction
2.18
0.75
2.05
0.75
2.31
0.75
2.21
0.75
2.15
0.75
2.07
0.75
2.29
0.75
2.20
0.75
2.15
0.75

ex

ez

0.00
-0.13
0.14
0.03
-0.03
-0.11
0.12
0.03
-0.02

0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Additional Addition
al
Moment
due to ex Moment
4.91
0.00
-121.37
0.00
130.71
0.00
32.36
0.00
-23.03
0.00
-121.13
0.00
130.95
0.00
32.61
0.00
-22.78
0.00

190.63
159.94
157.61
175.13
142.41
191.80
189.46
206.99
174.27

-2.23
-1.46
-2.21
-20.00
16.33
-1.86
-2.61
-20.40
15.93

1.18
-17.27
19.52
6.71
-4.46
-17.22
19.57
6.76
-4.40

Pa
189.58
141.21
174.91
161.84
154.28
172.73
206.43
193.35
185.80

Pb
187.22
175.75
135.87
148.42
163.20
207.16
167.28
179.83
194.61

Pc
194.04
144.13
179.34
201.84
121.63
176.44
211.64
234.15
153.93

Pd
191.68
178.67
140.30
188.43
130.54
210.87
172.50
220.63
162.74

0.269
19.095
19.693
1.024
0.426
19.125
19.663
0.994
0.456

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F18
300.00

375

624.63

Column Load in Kn

Maximum Pressure = 194.04 (DL+LL)

Minimum Pressure = 187.22 (DL+LL)
Maximum Pressure = 234.15 (DL+LL+E
Minimum Pressure = 121.63 (DL+LL+E

619.23

1175
B1

B2

B3

1175.00

2000.00

1175.00

4350.00
Center of Load from the Left Column

995.66

Area of Footing Required in mm 2

4.5608127

Length of Footing Required in mm

3.04

A.) Design of Cantilever Slab

1) Flexural Design
Depth of Footing at Edge in mm

450.00

Width of Beam B1,B2,B3 in mm =

550.00

Net Cantilever on one side in mm =

Net Upward Pressure for Desgin in kN/sqm

475.00
291.06

Net upward moment in Kn-met (Factored)

32.84

Depth of Cantilever Slab Required in mm

97.64

Provide Overall Depth of Cantilever Slab in

Precentage of Steel Required

229.66

Arrangement of Bars
Dia
12

Spacing Area in mm
100
1130.97

450.00
0.06

Area of Steel in mm 2

194.04 Xumax/d
234.15
Q

0.20522

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F18
2.) Check for Shear
Maximum Shear (Factored) Force at a
distance of deff in Kn
Nominal Shear Stress
Design Shear Stress

<

v in N/mm2

c in N/mm2

21.83

0.05

400

0.38
10.2664

Safe & OK

10.2664

B.) Design of Beam

1) Flexural Design
Max. Bending Moment in B1 in Kn-met
Max. Bending Moment in B2 in Kn-met
Max. Bending Moment in B3 in Kn-met

301.38 Bottom Tension

83.09 Bottom Tension
301.38 Bottom Tension

udl
436.589

Max.
Max.
Max.
Max.

512.99
436.59
436.59
512.99

144.511
68.1079
68.1079
144.511

Shear Force in B1 in Kn-met

Shear Force in B2 in Kn-met (Left)
Shear Force in B2 in Kn-met (Right)
Shear Force in B3 in Kn-met

Design Moment in Kn-met

301.38

Effective Depth of Beam Required in mm

398.87

Provide Overall Depth of Beam in mm

900.00

Effective Depth of Beam in mm

844.00

Percentage of Steel Required for B1

Percentage of Steel Required for B2
Percentage of Steel Required for B3

0.22
0.06
0.22

Area of Steel for B1

Area of Steel for B2
Area of Steel for B3

1027.26
275.52
1027.26

301.383
83.0884
301.383

Bottom Tension
Bottom Tension
Bottom Tension

Minimum Steel Required in mm 2

928.40

Bottom Steel Arrangement for Beam B1

Dia
20
25

Nos
5
0

Dia

Nos

Bottom Steel Arrangement for Beam B2

1570.80
0.00
1570.80

0.76926
0.21208
0.76926

CHIEF ENGINEER NAVY MUMBAI

Design of Footing F18
20
5
1570.80
0
0
0.00
1570.80
Bottom Steel Arrangement for Beam B3

Dia
20

Nos
5
0

1570.80
0.00
1570.80

2) Shear Design at a distance of deff from face of support

Location

Vu

C1 (Left)
C1 (Right)
C2 (Left)
C2 (Right)

144.511
68.1079
68.1079
144.511

0.31
0.15
0.15
0.31

0.415
0.415
0.415
0.415

Vus

Dia.

Legs

Spacing

10
10
10
10

4
4
4
4

450
450
450
450