DESIGN OF STRUCTURE
Construction of G.P.Building at Pedapadu
SUPPORT REACTIONS
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
CASE
1 1 11.11 159.29 8.72 4.21 -0.06 -5.24 1
2 -0.48 18.7 -0.23 -0.4 -0.03 0.34
3 15.94 266.98 12.74 5.72 -0.14 -7.34
2 1 -5.89 220.2 4.83 2.57 -0.05 3.53 2
2 0.17 39.05 -0.01 -0.07 -0.05 0.02
3 -8.58 388.88 7.23 3.75 -0.15 5.32
3 1 0.39 196.58 3.07 1.8 0.03 0.12 3
2 -0.25 50.85 1.73 1.81 0.01 0.24
3 0.21 371.15 7.21 5.42 0.05 0.54
4 1 -6.19 170.68 19.86 10.2 0.06 3.55 4
2 0.04 20.45 -0.48 -0.49 0.06 0.11
3 -9.23 286.69 29.07 14.56 0.17 5.49
5 1 5.2 192.97 -5.94 -3.55 0 -2.05 5
2 -0.93 34.74 -0.38 -0.48 0 0.68
3 6.4 341.57 -9.48 -6.04 0 -2.05
6 1 -5.79 201.85 -2.11 -1.1 0 3.67 6
2 0.76 66.66 0.3 0.1 0 -0.16
3 -7.54 402.77 -2.72 -1.51 0 5.27
7 1 5.75 156.91 4.19 1.9 0 -2.56 7
2 -0.39 25.45 -0.49 -0.53 0.01 0.28
3 8.05 273.54 5.55 2.05 0.01 -3.42
8 1 -1.67 209.91 3.27 1.81 0.02 1.26 8
2 0.33 64.68 0.15 0.02 0.01 -0.07
3 -2.02 411.89 5.14 2.74 0.05 1.78
9 1 0.3 218.1 12.68 5.05 0 0.1 9
2 0.37 62.41 1.47 -0.56 0.03 -0.11
3 1.01 420.77 21.22 6.72 0.05 -0.01
10 1 -5.47 288.11 -16.83 -9.42 -0.18 3.29 10
2 -0.58 65.17 1.83 -0.96 -0.05 0.46
3 -9.08 529.92 -22.5 -15.57 -0.35 5.63
11 1 11.41 252.89 -10.1 -6.37 -0.13 -5.66 11
2 -0.08 56.63 -0.33 -1.65 -0.04 -0.01
3 16.99 464.27 -15.64 -12.04 -0.26 -8.5
12 1 -2.04 394.11 -4.83 -1.53 -0.05 1.39 12
2 0.79 116.59 0.04 -0.17 -0.01 -0.46
3 -1.87 766.05 -7.19 -2.56 -0.09 1.38
13 1 -4.24 253.47 -11.22 -5.93 -0.01 2.42 13
2 1.07 73.54 -1.56 -1.82 0.01 -0.63
3 -4.75 490.51 -19.17 -11.63 0.01 2.68
14 1 -2.87 300.29 -5.61 -3.02 -0.12 1.62 14
2 -0.81 122.13 -2.04 -1.7 -0.02 0.21
3 -5.52 633.63 -11.48 -7.07 -0.21 2.74
1 11.22 157.77 8.97 4.21 -0.07 -5.46 -1.52
2 -0.44 18.78 -0.25 -0.43 -0.02 0.27 0.08
3 16.17 264.83 13.08 5.67 -0.14 -7.79 -2.15
1 -5.67 218.42 5.37 2.84 -0.03 3.24 -1.78
2 0.25 38.93 -0.02 -0.1 -0.05 -0.07 -0.12
3 -8.12 386.03 8.02 4.11 -0.12 4.75 -2.85
1 0.59 193.94 2.12 -0.45 0.13 -0.13 -2.64
2 -0.18 50.87 1.75 1.7 0.02 0.15 0.02
3 0.63 367.21 5.81 1.87 0.23 0.03 -3.94
1 -6.08 174.18 21.43 5.42 0.06 3.38 3.5
2 0.07 20.38 -0.6 -1.92 0.07 0.03 -0.07
3 -9.01 291.85 31.25 5.26 0.19 5.1 5.16
1 5.2 193.7 -6.07 -3.75 -0.03 -2.16 0.73
2 -0.95 35.21 -0.42 -0.52 -0.02 0.65 0.47
3 6.38 343.37 -9.73 -6.4 -0.08 -2.27 1.8
1 -5.78 199.95 -1.92 -1 -0.04 3.55 -1.9
2 0.75 66.01 0.25 0.04 -0.01 -0.19 -0.65
3 -7.55 398.93 -2.5 -1.44 -0.09 5.04 -3.84
1 5.21 155.35 4.25 1.81 -0.02 -2.13 -1.56
2 -0.7 26.01 -0.54 -0.58 0 0.52 0.56
3 6.76 272.05 5.57 1.85 -0.03 -2.41 -1.49
1 -2.29 201.57 3.88 2.14 -0.01 1.75 -8.34
2 0 62.37 0.1 -0.03 0 0.19 -2.31
3 -3.44 395.91 5.97 3.17 -0.01 2.91 -15.98
1 1.09 217.49 10.99 5.76 0.13 1.16 -0.61
2 0.94 64.23 0.88 0.31 0.06 0.25 1.82
3 3.05 422.57 17.79 9.1 0.3 2.13 1.8
1 -6.55 281.2 -16.09 -12.66 0.09 4.23 -6.91
2 -1.2 65.8 1.69 -1.38 0.03 0.99 0.63
3 -11.63 520.49 -21.6 -21.07 0.18 7.83 -9.43
1 11.47 282.79 -10.47 -7.08 -0.09 -5.86 29.9
2 -0.02 57.11 -0.37 -1.78 -0.02 -0.14 0.48
3 17.18 509.85 -16.25 -13.29 -0.17 -9 45.58
1 -1.81 439.5 -5.05 -1.34 -0.06 1.1 45.39
2 0.92 116.74 0.04 -0.32 -0.01 -0.63 0.15
3 -1.33 834.37 -7.51 -2.48 -0.1 0.71 68.32
1 -3.98 277.05 -10.31 -4.73 0.13 2.12 23.58
2 1.24 72.41 -0.4 -0.67 0.05 -0.82 -1.13
3 -4.1 524.19 -16.06 -8.11 0.27 1.94 33.68
1 -2.64 306.57 -7.12 -5.3 0.15 1.15 6.28
2 -0.69 122.21 -2.11 -1.88 0.06 -0.06 0.08
3 -4.99 643.17 -13.84 -10.76 0.31 1.64 9.54
DESIGN OF ONE WAY SLAB:-
Design Parametres:-
Unit weight of RCC = 25KN/cum
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 20mm
Characteristic compressive strength of concrete = 25N/sqmm
Yield strength of steel = 500N/sqmm
Item Slab panel Description
S1
Length of slab panel ly in m 6.17
Width of slab panel lx in m 2.91
ly/lx 2.12
Overall depth required in mm 112
Width of slab panel considered 'b' in 1.00
'm'
Depth provided 'D' in 'm' 0.125
Dia.of bars assumed 8mm
Dead load in KN/sqm 4.125
Live load in KN/sqm 4.00
Floor finishes in KN/sqm 1.00
Total Load in KN/sqm 9.125
Design Moment Me1(-)ve in KN-m 11.59
Effective depth for balanced section 64.8
in 'mm'
Effective depth provided 'd' in 'mm' 101
Actual depth of neutral axis 'xu' in 13.51
'mm'
Maximum depth of neutral axis 'xumax' 48.48
in 'mm'
Area of steel required Ast in 'mm2' 279.52
Main Steel provided at continuous 8mm@150m
edge m c/c
Area of steel provided in mm2 334.93
Dist. Steel provided at continuous 8mm@200m
edge m c/c
Area of steel provided in mm 2 251.2
DESIGN OF TWO WAY SLAB:-
Design Parametres:-
Unit weight of RCC = 25KN/cum
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 25mm
Characteristic compressive strength of concrete = 25N/sqmm
Yield strength of steel = 500N/sqmm
Item Slab panel Description
S1(End Panel)--Two S3--Three edges
adjacent edges discontinuous(One
discontinuous short edge
continuous)
Length of slab panel ly in m 4.39 5.87
Width of slab panel lx in m 3.89 3.24
ly/lx 1.13 1.81
Overall depth required in mm 122 101
Width of slab panel considered 'b' in 1.00 1.00
'm'
Depth provided 'D' in 'm' 0.13 0.13
Dia.of bars assumed 8mm 8mm
Dead load in KN/sqm 4.250 4.250
Live load in KN/sqm 4.00 4.00
Floor finishes in KN/sqm 1.00 1.00
Total Load in KN/sqm 9.25 9.25
Short span(-) moment coefficient at 0.060 0.091
continuous edge
Short span(-) moment at continuous 8.40 8.84
edge
Short span(+) moment coefficient at 0.045 0.064
mid span
Short span(+) moment at mid span 6.30 6.21
Long span(-) moment coefficient at 0.047 0.047
continuous edge
Long span(-) moment at continuous 6.58 4.56
edge
Long span(+) moment coefficient at 0.035 0.035
mid span
Long span(+) moment at mid span 4.90 3.40
Design Moment Me1(-)ve in KN-m 12.60 13.25
Effective depth for balanced section 67.56 69.3
in 'mm'
Effective depth provided 'd' in 'mm' 101 101
Actual depth of neutral axis 'xu' in 14.77 15.59
'mm'
Maximum depth of neutral axis 'xumax' 48.48 48.48
in 'mm'
Area of steel required Ast in 'mm2' 305.49 322.6
Main Steel provided at continuous 8mm@150mm c/c 8mm@125mm c/c
edge
Area of steel provided in mm2 334.93 401.92
Design Moment Me1(+)ve in KN-m 9.45 9.32
Effective depth for balanced section 58.51 58.12
in 'mm'
Actual depth of neutral axis 'xu' in 10.89 10.73
'mm'
Maximum depth of neutral axis 'xumax' 48.48 48.48
in 'mm'
Area of steel required Ast in 'mm2' 225.25 222.08
Main Steel provided at mid span 8mm@150mm c/c 8mm@125mm c/c
Area of steel provided in mm2 334.93 401.92
Design Moment Me1(-)ve in KN-m(Long 9.87 6.85
span)
Effective depth for balanced section 59.79 49.8
in 'mm'
Actual depth of neutral axis 'xu' in 11.4 7.78
'mm'
Maximum depth of neutral axis 'xumax' 48.48 48.48
in 'mm'
Area of steel required Ast in 'mm2' 235.78 161.02
Dist. Steel provided at continuous 8mm@175mm c/c 8mm@200mm c/c
edge
Area of steel provided in mm2 287.09 251.2
Dist.steel at mid span 8mm@175mm c/c 8mm@200mm c/c
586.5
5 12 565.71429
3 16 603.42857
2 20 628.57143
DESIGN OF PILE CAPS----PC1(12,14)
I) Design Parametres:-
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 50mm
Unit weight of RCC = 25.0KN/cum
Unit weight of Brick masonry = 19.0KN/cum
Characteristic compressive strength of concrete = 25.00N/sqmm
Yield strength of steel = 500N/sqmm
Bredth of column = b = 0.23m
Depth of column = a = 0.450m
Dia of pile = 0.375m
Factored load on column = P = 766.05KN
II) Proportioning of pile cap:-
Factored load on the pile cap = 766.05KN
Add for self weight of pile cap = 76.61KN
Total load = Pu = 842.66KN
As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 375mm dia DUR piles in medium compact
sandy soils or clayey soils of medium consistency for 3.75m depth = 360.00KN
As per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DUR
piles should not be less than 1.5Du.
Assuming water table in the pile bulb,the safe load carrying capacity is to be reduced by 25% as per the
clause B-1.6 of IS 2911(Part III)-1980.
Hence,the load carrying capacity of the individual pile = 270.00KN
Providing THREE piles,the load carrying capacity of the pile cap will be 810.00KN
Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due to
group action.
729.00KN
Hence,ultimate load carrying capacity of the pile cap = 1093.50KN > Total load
Hence O.K
As per the above criteria,the proposed pile cap is as shown below:-
0.70
375mm DUR
X X
2.09
2.09
As such,the dimensions of the pile cap of as given below:-
The length of pile cap proposed = 2.090m
The width of pile cap proposed = 1.910m
Distance between c/c of piles = L = 1.410m
Depth of pile cap assumed = D = 0.650m
Effective depth = d = 0.590m
Shear span av = 0.710m
III) Depth of pile cap:-
a)For bending action about Y--Y direction:-
The ultimate bending moment on the pile cap = M u = (Pu/3)x0.71 = 199.43KN-m
Adopting Limit state method of design Mu = 0.133 fckbd2
The effective depth of footing required = d = [Mu/(0.133fckb)]0.5
177.21mm
Over all depth required assuming 16mm dia bars = = 235.21mm
However assume 650mm overall depth,then the effective depth comes to 592.00mm
The actual depth of neutral axis = 19.88mm
Area of steel required = 785.50sqmm
No.of 16mm dia bars required = 3.91Nos
Hence No.of 16mm dia bars to be provided within pile diametre = 9Nos
Then the area of reinforcement provided = 1808.64sqmm
Percentage of reinforcement provided = 0.16
b)For bending action about X--X direction:-
The ultimate bending moment on the pile cap = M u = 2*(Pu/3)x0.41 = 230.33KN-m
The ultimate bending moment on the pile cap = M u = (Pu/3)x0.71 = 199.43KN-m
Adopting Limit state method of design Mu = 0.133 fckbd2
The effective depth of footing required = d = [Mu/(0.133fckb)]0.5
177.21mm
Over all depth required assuming 16mm dia bars = = 185.21mm
However assume 650mm overall depth,then the effective depth comes to 592.00mm
The actual depth of neutral axis = 19.88mm
Area of steel required = 785.50sqmm
No.of 16mm dia bars required = 3.91Nos
Hence No.of 16mm dia bars to be provided within pile diametre = 9Nos
Then the area of reinforcement provided = 1808.64sqmm
Percentage of reinforcement provided = 0.16
c)Check for shear:-
The critical section of one way shear is at a distance of 'd' from the face of the column
Hence,the factored design shear force VFd = 561.77KN
Nominal shear stress Tv = 0.454N/sqmm <3.1 N/sqmm
(As per Table 20 of 1S 456)
Hence,the section is safe from shear point of view
The percentage area of the tensile reinforcement provided = 0.160%
The design shear strength of concrete for the above steel percentage from
Table 19 of IS 456 is 0.288 N/sqmm
As per clause 40.5.1 of IS 456:2000,the shear strength can be increased by 2d/a v times for the sections located
at a distance closer than 2d from concentrated load or face of support,where a v is the shear span
2d/av = 1.67
Hence,increased shear strength = 0.481 N/sqmm Hence Vuc = 543.83KN
0.481 >0.454
Hence,no shear reinforcement is required.
c) Check for Truss action:-
The shear span to depth ratio = av/d = 1.2 >0.60
Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H '
resulting from truss action,because av/d ratio is not more than 2.
H = Pu/24Ld[3L2-b2] = 173.25KN
Area of steel required to resist the above above tensile force Ast = 398.28sqmm
The tensile reinforcement provided is more than the above value.Hence O.K
d) Bursting steel:-
Generally 0.2 times tensile steel will be provided as bursting steel.
Hence,the bursting steel required = 361.73sqmm
Adopting 12mm rings,No.of rings required = 3.2
However,provide 4 Nos of 12mm dia rings as bursting steel.
DESIGN OF PILE CAPS----PC2(10,11,13)
I) Design Parametres:-
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 50mm
Unit weight of RCC = 25.0KN/cum
Unit weight of Brick masonry = 19.0KN/cum
Characteristic compressive strength of concrete = 25.00N/sqmm
Yield strength of steel = 500N/sqmm
Bredth of column = 0.23m
Depth of column = a = 0.30m
Dia of pile = 0.375m
Factored load on column = P = 529.92KN
II) Proportioning of pile cap:-
Factored load on the pile cap = 529.92KN
Add for self weight of pile cap = 52.99KN
Total load = Pu = 582.91KN
As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 375mm dia DUR piles in medium compact
sandy soils or clayey soils of medium consistency for 3.75m depth is = 360.00KN
As per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DUR
piles should not be less than 1.5Du.
Assuming water table in the pile bulb,the safe load carrying capacity is to be reduced by 25% as per the
clause B-1.6 of IS 2911(Part III)-1980.
Providing two piles,the load carrying capacity of the pile cap will be 540.00KN
Reducing 10% per each pile due to group action,the net safe load carrying 486.00KN
capacity
Hence,ultimate load carrying capacity of the pile cap = 729.00KN > Total load
Hence O.K
As per the above criteria,the proposed pile cap is as shown below:-
375 DUR Piles
2.09
0.70
1.41
As such,the dimensions of the pile cap of as given below:-
The length of pile cap proposed = 2.09m
The width of pile cap proposed = 0.70m
Distance between c/c of piles = L = 1.41m
Shear span av = 0.710m
III) Depth of pile cap:-
a)For bending action:-
The ultimate bending moment on the pile cap = M u = (Pu/2)x[L/2-a/4] = 166.92KN-m
Adopting Limit state method of design Mu = 0.133 fckbd2
The effective depth of footing required = d = [Mu/(0.133fckb)]0.5
267.80mm
Over all depth required assuming 16mm dia bars = = 327.80mm
However assume 700mm overall depth,then the effective depth comes to 640.00mm
The actual depth of neutral axis = 42.59mm
Area of steel required = 616.81sqmm
No.of 16mm dia bars required = 3.07Nos
Hence No.of 16mm dia bars to be provided within pile diametre = 5Nos
Then the area of reinforcement provided = 1004.80sqmm
Percentage of reinforcement provided = 0.224
b)Check for shear:-
The critical section of one way shear is at a distance of 'd' from the face of the column
Hence,the factored design shear force VFd = 264.96KN
Nominal shear stress Tv = 0.591N/sqmm <2.8 N/sqmm
(As per Table 20 of 1S 456)
Hence,the section is safe from shear point of view
The percentage area of the tensile reinforcement provided = 0.224%
The design shear strength of concrete for the above steel percentage from
Table 19 of IS 456 is 0.354 N/sqmm
As per clause 40.5.1 of IS 456:2000,the shear strength can be increased by 2d/a v times for the sections located
at a distance closer than 2d from concentrated load or face of support,where a v is the shear span
2d/av = 1.8
Hence,increased shear strength = 0.637 N/sqmm Hence Vuc = 285.47KN
0.637 >0.591
Hence,no shear reinforcement is required.
c) Check for Truss action:-
The shear span to depth ratio = av/d = 1.11 >0.60
Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H '
resulting from truss action,because av/d ratio is not more than 2.
Hd=(Pu/2)[L/2-a/4]
H = Pu/8d[2L-a] = 286.90KN
Area of steel required to resist the above above tensile force A st = 659.54sqmm
The tensile reinforcement provided is more than the above value.Hence O.K
d) Bursting steel:-
Generally 0.2 times tensile steel will be provided as bursting steel.
Hence,the bursting steel required = 200.96sqmm
Adopting 12mm rings,No.of rings required = 1.78
However,provide 4 Nos of 12mm dia rings as bursting steel.
1.99625
#DIV/0!
DESIGN OF PILE CAPS----PC3(2,3,5,6,8,9)
I) Design Parametres:-
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 50mm
Unit weight of RCC = 25.0KN/cum
Unit weight of Brick masonry = 19.0KN/cum
Characteristic compressive strength of concrete = 25.00N/sqmm
Yield strength of steel = 500N/sqmm
Bredth of column = 0.23m
Depth of column = a = 0.45m
Dia of pile = 0.300m
Factored load on column = P = 420.77KN
II) Proportioning of pile cap:-
Factored load on the pile cap = 420.77KN
Add for self weight of pile cap = 42.08KN
Total load = Pu = 462.85KN
As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 300mm dia DUR piles in medium compact
sandy soils or clayey soils of medium consistency for 3.5m depth is = 240.00KN
Load carrying capacity for 3.75m depth = 250.50KN
As per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DUR
piles should not be less than 1.5Du.
Assuming water table in the pile bulb,the safe load carrying capacity is to be reduced by 25% as per the
clause B-1.6 of IS 2911(Part III)-1980.
Providing two piles,the load carrying capacity of the pile cap will be 375.75KN
Reducing 10% per each pile due to group action,the net safe load carrying 338.18KN
capacity
Hence,ultimate load carrying capacity of the pile cap = 507.26KN > Total load
Hence O.K
As per the above criteria,the proposed pile cap is as shown below:-
300 DUR Piles
1.73
0.60
1.13
As such,the dimensions of the pile cap of as given below:-
The length of pile cap proposed = 1.73m
The width of pile cap proposed = 0.60m
Distance between c/c of piles = L = 1.13m
Shear span av = 0.560m
III) Depth of pile cap:-
a)For bending action:-
The ultimate bending moment on the pile cap = M u = (Pu/2)x[L/2-a/4] = 95.20KN-m
Adopting Limit state method of design Mu = 0.133 fckbd2
The effective depth of footing required = d = [Mu/(0.133fckb)]0.5
218.45mm
Over all depth required assuming 16mm dia bars = = 278.45mm
However assume 600mm overall depth,then the effective depth comes to 540.00mm
The actual depth of neutral axis = 33.52mm
Area of steel required = 416.13sqmm
No.of 16mm dia bars required = 2.07Nos
Hence No.of 16mm dia bars to be provided within pile diametre = 4Nos
Then the area of reinforcement provided = 803.84sqmm
Percentage of reinforcement provided = 0.248
b)Check for shear:-
The critical section of one way shear is at a distance of 'd' from the face of the column
Hence,the factored design shear force VFd = 210.39KN
Nominal shear stress Tv = 0.649N/sqmm <2.8 N/sqmm
(As per Table 20 of 1S 456)
Hence,the section is safe from shear point of view
The percentage area of the tensile reinforcement provided = 0.248%
The design shear strength of concrete for the above steel percentage from
Table 19 of IS 456 is 0.358 N/sqmm
As per clause 40.5.1 of IS 456:2000,the shear strength can be increased by 2d/a v times for the sections located
at a distance closer than 2d from concentrated load or face of support,where a v is the shear span
2d/av = 1.93
Hence,increased shear strength = 0.691 N/sqmm Hence Vuc = 223.86KN
0.691 >0.649
Hence,no shear reinforcement is required.
c) Check for Truss action:-
The shear span to depth ratio = av/d = 1.04 >0.60
Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H '
resulting from truss action,because av/d ratio is not more than 2.
Hd=(Pu/2)[L/2-a/4]
H = Pu/8d[2L-a] = 193.92KN
Area of steel required to resist the above above tensile force Ast = 445.79sqmm
The tensile reinforcement provided is more than the above value.Hence O.K
d) Bursting steel:-
Generally 0.2 times tensile steel will be provided as bursting steel.
Hence,the bursting steel required = 160.77sqmm
Adopting 12mm rings,No.of rings required = 1.42
However,provide 4 Nos of 12mm dia rings as bursting steel.
7 16 1408
2 20 628.57142857
2 25 982.14285714
879.75
#DIV/0!
DESIGN OF PILES
Design Parametres:-
Concrete mix : M25
Steel : Fe500
Cover to Reinforcement : 40mm
Characteristic compressive strength of concrete = 25N/sqmm
Yield strength of steel = 500N/sqmm
Item P4(1,4,7)
Max.Load 'P' in KN 286.69
Dia.of pile proposed in 'mm' 375
No.of Under Reams proposed 2
Dia.of under reamed in 'm' 1.13
Depth of the pile proposed in 'm' 3.75
Bearing capacity of the pile in KN 396.9
Main Reinforcement 5-12mm
Stirrups 8mm@300 c/c
Note:-1)The above design is as per clauses 6.3, 6.3.1, 6.6 and 8.3.2.2 of IS 2911(PartIII)-1973 duly
reducing bearing resistance by 25% for submerged condition)
2)Considering the moment to be resisted,in addition to the axial load,pile caps of
size 0.91x0.91x0.30m size are proposed
