1. ) Safe Bearing Capacity of Soil in Kn/met2 = 300.002. ) Width of Footing in mm = 2800.003. ) Center to Center distance between Columns in mm 2000.004. ) Characteristic Strength of Concrete in N/mm2 = 25.004. ) Yield Strength of Steel in N/mm2 = 415.00

Node L/C Force-Y kN

Moment-X kNm

Moment-Z kNm

Node L/C Force-Y kN

Moment-X kNm

Moment-Z kNm

51 18 1584.91 2.049 4.432 52 18 1636.69 7.996 2.40519 1138.54 0.589 42.565 19 1535.09 7.193 34.69720 1487.2 3.684 33.926 20 1180.83 9.165 39.6321 1445.69 66.755 3.123 21 1504.58 71.742 3.47322 1180.05 62.482 5.517 22 1211.34 55.384 1.4623 1410.58 0.502 42.677 23 1813.81 7.01 34.75824 1759.24 3.597 33.813 24 1459.56 8.982 39.56925 1717.73 66.668 3.235 25 1783.3 71.559 3.41226 1452.09 62.57 5.629 26 1490.07 55.567 1.399

Area = 14 met2

Zxx of Footing = 6.53333 met3

Zzz of Footing = 11.6667 met3

18 2.48 1.40 -0.02 0.00 -51.77 0.00 253.13 -1.54 -4.2619 2.35 1.40 -0.15 0.00 -396.55 0.00 210.07 -1.19 -27.3720 2.61 1.40 0.11 0.00 306.37 0.00 209.63 -1.97 19.9621 2.48 1.40 -0.02 0.00 -58.89 0.00 231.81 -21.20 -5.0822 2.49 1.40 -0.01 0.00 -31.29 0.00 187.90 18.04 -2.3323 2.37 1.40 -0.13 0.00 -403.24 0.00 253.34 -1.15 -27.9324 2.59 1.40 0.09 0.00 299.69 0.00 252.91 -1.93 19.4025 2.48 1.40 -0.02 0.00 -65.58 0.00 275.08 -21.16 -5.6426 2.49 1.40 -0.01 0.00 -37.97 0.00 231.17 18.08 -2.89

Pa Pb Pc Pd247.32 255.85 250.40 258.93181.51 236.25 183.89 238.63227.62 187.71 231.55 191.64205.53 215.69 247.93 258.08203.60 208.27 167.52 172.19224.27 280.12 226.57 282.42270.38 231.58 274.23 235.43248.29 259.56 290.60 301.87246.36 252.14 210.20 215.98

300.00 Maximum Pressure = 258.93 (DL+LL)Minimum Pressure = 247.32 (DL+LL)

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

P/A

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

L/CC.G. in X direction from A

C.G. in Z direction from A

ex ezAdditional Moment due to ex

Additional

MomentMxx/Zxx Mzz/Zzz

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F17

X

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F17

Column Load in Kn

B2

2000.00

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

800.00

Net Cantilever on one side in mm = 1000.00Net Upward Pressure for Desgin in kN/sqme 388.39

Net upward moment in Kn-met (Factored) = 194.20 258.93 Xumax/d 0.48301.87

Depth of Cantilever Slab Required in mm = 237.45 Q 3.44

Provide Overall Depth of Cantilever Slab in 600.00

Precentage of Steel Required 0.18 0.64197

Area of Steel in mm2 1009.16

Arrangement of Bars

Dia Spacing Area in mm2

12 100 1130.97

2.) Check for Shear

174.78

Nominal Shear Stress v in N/mm2 0.32 550 effective dDesign Shear Stress c in N/mm2 0.33

14.1163 Bv < c Safe & OK 14.1163 B

Width of Beam B1,B2,B3 in mm =

Maximum Shear (Factored) Force at a distance of deff in Kn

1743.40 1800.35

B1 B3

1500.00 1500.00

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F17

B.) Design of Beam

1) Flexural Design

Max. Bending Moment in B1 in Kn-met 1223.43 Bottom TensionMax. Bending Moment in B2 in Kn-met 679.68 Bottom Tension udlMax. Bending Moment in B3 in Kn-met 1223.43 Bottom Tension 1087.49

Max. Shear Force in B1 in Kn-met 1631.24 387.148Max. Shear Force in B2 in Kn-met (Left) 1087.49 -156.6Max. Shear Force in B2 in Kn-met (Right) 1087.49 -156.6Max. Shear Force in B3 in Kn-met 1631.24 387.148

Design Moment in Kn-met 1223.43 1223.43679.683

Effective Depth of Beam Required in mm 666.34 1223.43

Provide Overall Depth of Beam in mm 1200.00

Effective Depth of Beam in mm 1144.00

Percentage of Steel Required for B1 0.34 Bottom Tension 1.16852Percentage of Steel Required for B2 0.19 Bottom Tension 0.64918Percentage of Steel Required for B3 0.34 Bottom Tension 1.16852

Area of Steel for B1 3142.62Area of Steel for B2 1698.72Area of Steel for B3 3142.62

Minimum Steel Required in mm2 1830.40

Bottom Steel Arrangement for Beam B1 Dia Nos25 8 3926.9925 0 0.00

3926.99

Bottom Steel Arrangement for Beam B2 Dia Nos25 8 3926.990 0 0.00

3926.99

Bottom Steel Arrangement for Beam B3 Dia Nos25 8 3926.9925 0 0.00

3926.99

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

Location Vu v c Vus Dia. Legs SpacingC1 (Left) 387.148 0.42 0.459 10 4 354

C1 (Right) 0 0.00 0.459 10 4 354C2 (Left) 0 0.00 0.459 10 4 354

C2 (Right) 387.148 0.42 0.459 10 4 354

1. ) Safe Bearing Capacity of Soil in Kn/met2 = 300.002. ) Width of Footing in mm = 1500.003. ) Center to Center distance between Columns in m 2000.004. ) Characteristic Strength of Concrete in N/mm2 = 25.004. ) Yield Strength of Steel in N/mm2 = 415.00

Node L/C Force-Y kNMoment-X kNm

Moment-Z kNm Node L/C

Force-Y kN

Moment-X kNm

Moment-Z kNm

66 18 567.846 2.01 0.93 67 18 562.934 1.631 0.26919 413.682 1.273 20.582 19 535.055 1.11 19.09520 532.796 2.101 18.679 20 402.089 1.512 19.69321 535.613 16.409 0.389 21 503.25 16.22 1.02422 410.865 13.034 1.514 22 433.894 13.598 0.42623 508.289 1.596 20.561 23 629.417 1.43 19.12524 627.403 2.424 18.7 24 496.451 1.831 19.66325 630.22 16.732 0.368 25 597.612 16.54 0.99426 505.472 12.712 1.493 26 528.256 13.279 0.456

Area = 6.525 met2

Zxx of Footing = 1.63125 met3

Zzz of Footing = 4.73063 met3

18 2.18 0.75 0.00 0.00 4.91 0.00 190.63 -2.23 1.1819 2.05 0.75 -0.13 0.00 -121.37 0.00 159.94 -1.46 -17.2720 2.31 0.75 0.14 0.00 130.71 0.00 157.61 -2.21 19.5221 2.21 0.75 0.03 0.00 32.36 0.00 175.13 -20.00 6.7122 2.15 0.75 -0.03 0.00 -23.03 0.00 142.41 16.33 -4.4623 2.07 0.75 -0.11 0.00 -121.13 0.00 191.80 -1.86 -17.2224 2.29 0.75 0.12 0.00 130.95 0.00 189.46 -2.61 19.5725 2.20 0.75 0.03 0.00 32.61 0.00 206.99 -20.40 6.7626 2.15 0.75 -0.02 0.00 -22.78 0.00 174.27 15.93 -4.40

Pa Pb Pc Pd189.58 187.22 194.04 191.68141.21 175.75 144.13 178.67174.91 135.87 179.34 140.30161.84 148.42 201.84 188.43154.28 163.20 121.63 130.54172.73 207.16 176.44 210.87206.43 167.28 211.64 172.50193.35 179.83 234.15 220.63185.80 194.61 153.93 162.74

P/AL/CC.G. in

X direction

C.G. in Z

direction ex ez

Additional Moment due to ex

Additional

Moment Mxx/Zxx Mzz/Zzz

CHIEF ENGINEER NAVY MUMBAIPROVN OF DEFICIENT OTM ACCN (PHASE -III) AT INS SHIKRA

Design of Footing F18

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F18

300.00 Maximum Pressure = 194.04 (DL+LL)Minimum Pressure = 187.22 (DL+LL)

375 Maximum Pressure = 234.15 (DL+LL+EMinimum Pressure = 121.63 (DL+LL+E

Column Load in Kn

1175B2

2000.00

4350.00

Center of Load from the Left Column 995.66

Area of Footing Required in mm2 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

550.00

Net Cantilever on one side in mm = 475.00Net Upward Pressure for Desgin in kN/sqm 291.06

Net upward moment in Kn-met (Factored) 32.84 194.04 Xumax/d234.15

Depth of Cantilever Slab Required in mm 97.64 Q

Provide Overall Depth of Cantilever Slab in 450.00

Precentage of Steel Required 0.06 0.20522

Area of Steel in mm2 229.66

Arrangement of Bars

Dia Spacing Area in mm2

12 100 1130.97

Width of Beam B1,B2,B3 in mm =

624.63 619.23

B1 B3

1175.00 1175.00

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F18

2.) Check for Shear

21.83

Nominal Shear Stress v in N/mm2 0.05 400Design Shear Stress c in N/mm2 0.38

10.2664v < c Safe & OK 10.2664

B.) Design of Beam

1) Flexural Design

Max. Bending Moment in B1 in Kn-met 301.38 Bottom TensionMax. Bending Moment in B2 in Kn-met 83.09 Bottom Tension udlMax. Bending Moment in B3 in Kn-met 301.38 Bottom Tension 436.589

Max. Shear Force in B1 in Kn-met 512.99 144.511Max. Shear Force in B2 in Kn-met (Left) 436.59 68.1079Max. Shear Force in B2 in Kn-met (Right) 436.59 68.1079Max. Shear Force in B3 in Kn-met 512.99 144.511

Design Moment in Kn-met 301.38 301.38383.0884

Effective Depth of Beam Required in mm 398.87 301.383

Provide Overall Depth of Beam in mm 900.00

Effective Depth of Beam in mm 844.00

Percentage of Steel Required for B1 0.22 Bottom Tension 0.76926Percentage of Steel Required for B2 0.06 Bottom Tension 0.21208Percentage of Steel Required for B3 0.22 Bottom Tension 0.76926

Area of Steel for B1 1027.26Area of Steel for B2 275.52Area of Steel for B3 1027.26

Minimum Steel Required in mm2 928.40

Bottom Steel Arrangement for Beam B1 Dia Nos20 5 1570.8025 0 0.00

1570.80

Bottom Steel Arrangement for Beam B2 Dia Nos

Maximum Shear (Factored) Force at a distance of deff in Kn

CHIEF ENGINEER NAVY MUMBAIDesign of Footing F18

20 5 1570.800 0 0.00

1570.80

Bottom Steel Arrangement for Beam B3 Dia Nos20 5 1570.80

0 0.001570.80

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

Location Vu v c Vus Dia. Legs SpacingC1 (Left) 144.511 0.31 0.415 10 4 450

C1 (Right) 68.1079 0.15 0.415 10 4 450C2 (Left) 68.1079 0.15 0.415 10 4 450

C2 (Right) 144.511 0.31 0.415 10 4 450