αστγ Design Data :
Capacity 150 KL
Staging 12 M
Seismic Zone III
R.C.C to be M30 for container.
Hydraulic features :
Ground level 340.725
Lowest water level (LWL) 352.725
Max water level (MWL) 355.725
Dead storage 0.15
Free board 0.3
Effective Water depth H =355.725-352.725 3
Member sizes :
No of columns Supporting the ESR 5
No of Columns inside Container 1
No of Braces 3 Levels
Size of Container 8.00 Ф
Size of Column Supporting ESR 400 Ф
Size of Column inside Container 200 Ф
Braces 250x 350
Roof beam 200x 300
Floor beam 300x 600
Floor Ring beam 300x 300
The of side wall 200 mm
Loads
Wind pressure 150 kg/m²
Live Load on Roof 100 kg/m2
Live Load on Walkway Slab 300 kg/m2
Density of concrete 2500 kg/m³
Density of water 1000 kg/m³
Soil Parameters :
Safe bearing capacity of soil (SBC) ( Assumed) 6.5 t/m²
Depth of foundation 3 m
Depth of Ground Water table is at 7 m
Seismic Zone III
Capacity Calculations:
Depth of Water between MWL & LWL (Live Storage ) h 3 m
Required Capacity of Tank V1 = П/4 D h 2
150 m3
Inner Diameter of Tank Required 7.98 m
Inner Diameter of Tank Provided D 8 m
Volume of Tank V1 150.8
Consider freeboard of the Cylindrical Portion (FB) 0.3 m
Volume of Free board Portion V2 15.08
Height of Dead Storage Portion 0.15 m
Volume of Dead Storage Portion V3 7.54
Total Volume 173.42
Total Height of the Cylindrical Portion (h) = 3.45
Volume of Internal Column 0.11
Net Volume of Tank V1 150.69
Strength parameters
a) Concrete For Container Portion M 30
Permissible stresses
Direct tension stress σct 15 kg/cm²
Direct compressive stress σCC 80 kg/cm²
Bending tensile stress σcbt 20 kg/cm²
Bending comp stress σcbc 100 kg/cm²
Characteristic comp strength fck 30 kg/cm²
Shear τbd 22 kg/cm2
Average Bond 14
Local Bond 23.8
Strength parameters
a) Concrete For Staging Portion M 20
The staging will be designed with M20 concrete and executed with
M25 .
Permissible stresses
Direct tension stress σct 12 kg/cm²
Direct compressive stress σCC 50 kg/cm²
Bending tensile stress σcbt 17 kg/cm²
Bending comp stress σcbc 70 kg/cm²
Characteristic comp strength fck 20 kg/cm²
Shear 17 kg/cm2
Average Bond 11.2
Local Bond 18.2
(b) Steel HYSD Fe 415 N/mm²
Permissible stresses (Water Retaining members)
Tensile Stress in members under direct tension 1500 kg/cm2
Tensile stress in members in bending :
a) On Liquid retaining face of members 1500 kg/cm2
b) On face away from liquid for members less than 225 mm 1500 kg/cm2
c) On face away from liquid for members 225 mm or more 1900 kg/cm2
Tensile stress in Shear Reinforcement :
a) For members less than 225 mm 1500 kg/cm2
b) For members 225 mm or more 1750 kg/cm2
Compressive stress in columns subjected to direct load 1750 kg/cm2
Min Area of Reinforcement for Walls:
Min Area of Reinforcement for 100 mm thick Wall 0.24 %
Min Area of Reinforcement for 450 mm thick or more 0.16 %
For M30 Concrete
Design Constants :
σst= 1500 kg/cm2
σcbc= 100 kg/cm2
m =280 / ( 3 x σcbc ) 9.3333333
r =σst / σ cbc 15
K =m / ( m+r ) 0.3835616
j =1 - ( K / 3 ) 0.8721461
Q = 0.5 x σ cbc x k x j 16.72609
σst 1900 kg/cm2
σcbc 100 kg/cm2
m =280 / ( 3 x σcbc ) 9.3333333
r =σst / σ cbc 19
K =m / ( m+r ) 0.3294118
j =1 - ( K / 3 ) 0.8901961
Q =0.5 x σ cbc x k x j 14.662053
σst 2300 kg/cm2
σcbc 100 kg/cm2
m =280 / ( 3 x σcbc ) 9.3333333
r =σst / σ cbc 23
K =m / ( m+r ) 0.2886598
j =1 - ( K / 3 ) 0.9037801
Q =0.5 x σ cbc x k x j 13.044248
For Un Cracked
Section :
Permissible Bending Tension
M.R = Qbd2 = (1/6)bd2f 20 kg/cm2
Q=(f/6) 3
Considering Reinforcement Q 3.33
For M20 Concrete ;
Design Constants :
σst 1900 kg/cm2
σcbc 70 kg/cm2
m = 280 / ( 3 x σcbc ) 13.333333
r = σst / σcbc 27.142857
K = m / ( m+r ) 0.3294118
j=1-(K/3) 0.8901961
Q = 0.5 x σ cbc x k x j 10.263437
σst 2300 kg/cm2
σcbc 70 kg/cm2
m =280 / ( 3 x σcbc ) 13.333333
r =σst / σ cbc 32.857143
K =m / ( m+r ) 0.2886598
j =1 - ( K / 3 ) 0.9037801
Q =0.5 x σ cbc x k x j 9.1309739
DESIGN OF ROOF SLAB:-
Let the Thickness of Slab be 120 mm
Width of Panel 4.1 m
Effective Span of Slab 3.63 m
Density of Concrete 2500 kg/m3
Dead Wt of Slab =0.12 x2500 300 kg/m2
Floor Finish 100 kg/m2
Live Load 100 kg/m2
Total 500 kg/m2
Ly / L x 1
Refer Table: 27, IS 456 /2000, CASE - 4 - Two adjacent edges
Discontinuous
Negative moment Coefficient at continuous edge 0.047
Positive moment Co efficient at Mid span 0.035
Negative B.M =0.047*500*3.63^2 309.66 Kg-m
B.M+ =0.035*500*3.63^2 230.60 Kg-m
Effective thickness 9.1 cm
Area of Steel Required at Support
-ve Ast = (309.66 X100 )/(1900x0.89x9.1 ) 2.01 cm2
Area of Steel Required at Span
-ve Ast = (230.59575 X100 )/(1500x0.87x9.1 ) 1.94 cm2
Min. area of steel required ( Astmin ) = (0.12/100)x12x100 1.44 cm2
Max. dia. of bar ( f max = D / 8) 15 mm
Min. area of steel required on each face ( Astmin ) = 1.44/2 0.72 cm2
Max. allowable spacing ( Smax ) as per IS 456 27.3 mm
Dia. of bar ( f ) 8 mm
Area of Bar 50.27 mm2
Required Spacing 25.9 cm
Provided Spacing 20 cm
Provided Area 251 mm2
Check for Deflection :
L/d 26
% of Compression Reinforcement Pc 0
Multiplication Factor for Tension Reinforcement 2
Multiplication Factor for Compression
Reinforcement 1
Modified 52
Actual L/d Ratio 39.89
Hence, SAFE
3.15 DESIGN OF SIDE WALL:-
LWL 352.725 m 0.720
MWL 355.725 m 6 7.44 8
Free board 0.3 0.018 0.0043 -0.001
Dead Storage 0.15 0.119 0.1082 0.104
Height of Wall 3.45 m 0.234 0.2225 0.218
Let the thickness of Wall 200 mm 0.344 0.3519 0.355
Design Depth of Water H 3.45 m 0.441 0.4439 0.445
Diameter of Wall D 8 m 0.504 0.5256 0.534
H2/Dt 7.44 0.514 0.5579 0.575
Max Loading at Base 3450 kg/m 2 0.447 0.5067 0.53
Loading at Top 0 kg/m2 0.301 0.3586 0.381
Refer Appendix 0.112 0.1401 0.151
From IS 3370 -PART -IV -1967
Design for Fixed Condition :
Max Bending moment Coefficient for Water face -0.0157
Max Bending moment Coefficient for Outer face 0.0042
Max Hoop Tension Coefficient 0.5579
Shear Coefficient 0.1805
Max Bending Moment at Water face -646.75 Kg-m
Max Bending Moment at Outer face 171.01 Kg-m
Maximum shear at base 2147.8
Uncracked depth required = √646.75/3 14.7 cm
Considering Steel Contribution, thickness required 13.94 cm
How ever Provided Overall thickness is 20cm O.K 200
10
clear cover 30 mm
Effective thickness 165 mm
Min. area of steel required ( Astmin ) = (0.217/100)x20x100 4.34 cm2
Area of Steel Required on Water face
-ve Ast = (646.75 X100 )/(1500x0.87x16.5) 3.00 cm2
Dia. Of bar ( f ) 10 mm
Area of Bar 78.5 mm2
Required Spacing 18.09 cm
Provided Spacing 18 cm
Provided Area 316 mm2
Area of Steel Required on Outer face
-ve Ast = (171.02 X100 )/(1500x0.87x16.5) 0.79 cm2
Dia. Of bar ( f ) 10 mm
Area of Bar 78.54 mm2
Required Spacing 36.41 cm
Provided Spacing 25 cm
Provided Area 316 mm2
Provide 8 dia tor @ 200 c/c both ways at bottom 8 200
and alternate bars bent Provide 8 dia tor @ 400 c/c both ways at
8 400
top
6 8 6 8
0.0001 0.0000 0 0.197 0.1805 0.1740
0.0008 0.0003 0.0001
0.0008 0.0008 0.0008
0.0019 0.0011 0.0008
0.0032 0.0020 0.0016
0.0046 0.0033 0.0028
0.0051 0.0042 0.0038
0.0029 0.0029 0.0029
-0.0041 -0.0027 -0.0022
-0.0187 -0.0157 -0.0146
3.16 DESIGN OF FLOOR SLAB :-
Let the Thickness of Slab is 250 mm
Width of Panel 4100 mm
Effective Span 3.7 m
Density of Concrete 2500 kg/m3
Dead Wt of Slab =0.25 x2500 625 kg/m2
Water Load on Slab 3450 kg/m2
Floor Finish 50 kg/m2
Total 4125 kg/m2
moment Coefficient at continuous edge 0.032
- ve B.M = 0.032 x 4125x3.7^2 1807.08 Kg-m
+ ve B.M = 0.75 x 1807.08 1355.31 Kg-m
σbt = 1807.08x6 / 25^2 17.3 kg/cm2
Permissible Bending Tension 18 kg/cm2
Provided Thickness is O.K
Effective thickness 21.5 cm
-ve Ast = (1807.08 X100 )/(1500x0.87x21.5) 6.42 cm2
+ve Ast = (1355.31 X100 )/(1500x0.87x6.44) 4.82 cm2
Minimum Area of Steel 5.15 cm2
Dia. Of bar ( f ) 10 mm
Area of Bar 78.54 mm2
Required Spacing 12.22 cm
Provided Spacing 12.00 cm
Provided Area 654.5 mm2
Provide 10dia tor @ 12 cm c/c bothways at top
Dia. Of bar ( f ) 10 mm
Area of Bar 79 mm2
Required Spacing 16.36 cm
Provided Spacing 16 cm
Provided Area 493.75 mm2
Provide 10dia tor @ 16 cm c/c bothways at bottom 10 16
Provide 10 dia tor @ 160 c/c bothways at bottom 10 160
alternate bars bent Provide 10 dia tor @ 160 c/c bothways at
10 320
top
Check for Deflection :
L/d 26
% of Compression Reinforcement Pc 0
Multiplication Factor for Tension Reinforcement 1.51
Multiplication Factor for Compression Reinforcement 1
Modified L/ d Ratio 39.28
Actual L/d Ratio 19.07
