DESIGN OF JACKWELL

DATA:

DIAMETER OF JACK WELL = 8000 MM

PUMP FLOOR LEVEL = 593.080 M

BOT. LEVEL OF JACK WELL = 582.477 M

FOUND.LEVEL OF JACK WELL = 581.877 M

NATURAL GROUND LEVEL = 591.580 M

HIGHEST FLOOD LEVEL (HFL)= 592.580 M

HT. OF WALL ABOVE PUMP FLOOR LEVEL = 6.000 M

TOP OF CIRCULAR BEAM LVL = 599.230 M

DEP. OF JACK WELL BELOW GROUND LVL = 9.103 M

HT. OF JACK WELL ABOVE GROUND LEVEL = 1.500 M

HT. OF JACK WELL ABOVE PUMP FLOOR LVL. = 6.150 M

DEP.OF JACK WELL BELOW PUMP FLOOR = 10.603 M

DEPTH OF WATER IN JACK WELL = 10.103 M

TOP THICKNESS OF CYLINDRICAL WALL = 450 MM

BOTTOM THICKNESS OF CYLINDRICAL WALL = 450 MM

PUMP HOUSE DETAILS:

CAP.OF PUMP SETS EACH = 160.00 H.P ***FROM DESIGN OF PUMP RATING DETAIL

TOTAL NO OF PUMP SETS = 3.00 NO.S 2+ 1 ***FROM DESIGN OF PUMP RATING DETAIL

TOTAL CAP. OF PUMP SET = 480 H.P

WT. OF EACH PUMP = 0.75 t (By considering 1tonne per 100HP)

WT. OF EACH MOTOR = 2.0 t

WT. OF WATER COLUMN = 1.12 t

WT. OF EACH PUMP & MOTOR WITH COL. ASSEMBLY = 3.87 t

THRUST PER PUMP AT START /SHUT OFF CONDITION.= 8.15 t

MAX. NO. OF PUMP SETS ON MAIN GIRDERS = 3 NO.S

NO.OF MAIN GIRDERS / PUMP = 2

NO. OF OPERATING PUMPS = 2

TOTAL THRUST IN PUMPS = 16.30 t

CLEAR SPAN OF MAIN GIRDER CARRYING PUMPS = 8000 MM

MATERIALS:

SOIL :

DENSITY = 2.00 T/Cu.M

ANGLE OF FRICTION = 30.00 DEGREES
COHESION = 8.00 T/SQ.M
SBC OF SOIL = 25.00 T/SQ.M
COEFF.OF ACTIVE EARTH PRESSURE= 0.333

CONCRETE :

DENSITY = 2.50 T/Cu.M

( A ) UNCRACKED CONDITION

PERMISSIBLE STRESSES

DESIGN STRESSES IN N/SQ.MM M20 M25 M30

TENSILE STRESS IN CONCRETE (DIRECT) = 1.200 1.300 1.500
TENSILE STRESS IN CONCRETE (BENDING) = 1.700 1.800 2.000
COMPRESSIVE STRESS IN CONCRETE (DIRECT) = 5.000 6.000 8.000
COMPRESSIVE STRESS INCONCRETE(BENDING) = 7.000 8.500 10.000

VALUES OF Q = M /Bd^2 , N/SQ.MM

FOR Asc =0 FOR Asc =Ast
d/D M 20 M 25 M 30 M 20 M 25 M 30

0.75 0.2954 0.3111 0.3444 0.2982 0.3137 0.3468

0.8 0.2986 0.3141 0.3472 0.3038 0.3188 0.3517
0.85 0.3022 0.3172 0.3503 0.3098 0.3243 0.3570
0.9 0.3059 0.3207 0.3536 0.3166 0.3304 0.3630

( B ) CRACKED CONDITION

PERMISSIBLE STRESSES

DESIGN STRESSES IN N/SQ.MM M20 M25 M30

TENSILE STRESS IN CONCRETE (DIRECT) = 1.200 1.300 1.500
TENSILE STRESS IN CONCRETE (BENDING) = 1.700 1.800 2.000
COMPRESSIVE STRESS IN CONCRETE (DIRECT) = 5.000 6.000 8.000
COMPRESSIVE STRESS INCONCRETE(BENDING) = 7.000 8.500 10.000

VALUES OF Q = M /Bd^2 , N/SQ.MM

Ft ( N/SQ.MM) 150 190 230
d/D M 20 M 25 M 30 M 20 M 25 M 30 M 20 M 25 M 30

n 0.3800 0.3800 0.3800 0.3300 0.3300 0.3300 0.2890 0.2890 0.2890

j 0.8700 0.8700 0.8970 0.8900 0.8900 0.8900 0.9040 0.9040 0.9040
Q 1.1570 1.4050 1.6530 1.0280 1.2480 1.4690 0.9128 1.1084 1.3040

GRADE OF CONCRETE ADOPTED = 30 N/SQ. MM

GRADE OF STEEL ADOPTED = 500 N/SQ. MM

DESIGN OF TOP CIRCULAR SLAB:

GRADE OF CONCRETE ADOPTED = 30 N/SQ.MM

GRADE OF STEEL ADOPTED = 500 N/SQ.MM
DESIGN STRESS IN STEEL = 230 N/SQ.MM
COVER = 15 MM

THICKNESS OF TOP CIRCULAR SLAB = 150 MM

SELF WEIGHT OF SLAB = 0.375 T/SQ.M

FINISHING LOADS ON SLAB = 0.1 T/SQ.M
LIVE LOAD = 0.2 T/M2

TOTAL LOAD = 0.675 T/SQ.M

EFFECTIVE DIAMETER OF SLAB = 8450 MM * DIA. OF JACKWELL + WIDTH OF TOP RING BEAM

FROM IS: 3370 (PART-IV), TABLE - 20

M = CO-EFFICIENT X W X R^2

RADIAL MOMENT: Ast-min = 0.20%

\
MOMENT (T- Ast- SPA.- SPA.-
LOCATION CO-EEF LOAD RADIUS M) d-Reqd. D-Provd. d-Provd. REQD Ast-Min DIA. REQD. PROV.
@ 0.00R = 0.075 0.675 4.225 0.90 83.25 150 135 321.95 300 12 351.33 200
@ 0.50R = 0.025 0.675 4.225 0.30 48.06 150 135 107.32 300 12 377.04 200
@ 1.00R = 0.125 0.675 4.225 1.51 107.47 150 135 536.58 300 12 210.80 200

TANGENTIAL MOMENT: Ast-min = 0.20%

MOMENT (T- Ast- SPA.- SPA.-

LOCATION CO-EEF LOAD RADIUS M) d-Reqd. D-Provd. d-Provd. REQD Ast-Min DIA. REQD. PROV.
@ 0.00R = 0.075 0.675 4.225 0.90 90.29 150 135 321.95 300 12 351.33 200
@ 0.50R = 0.050 0.675 4.225 0.60 73.73 150 135 214.63 300 12 377.04 200
@ 1.00R = 0.025 0.675 4.225 0.30 52.13 150 135 107.32 300 12 377.04 200
DESIGN OF TOP RING BEAM:RB1

B D
SIZE OF RING BEAM = 450 450 MM

SELF WEIGHT OF BEAM = 0.506 T/M

FROM SLAB = 1.426 T/M
TOTAL LOAD = w = 1.932 T/M
TOTAL LOAD ON BEAM =W= 51.299 T

NO. OF SUPPORTING COLUMNS = 2

- VE B.M AT SUPPORT = M1= 3.598 T-M

+ VE B.M AT MID SPAN =M2= 1.777 T-M
TORSIONAL MOMENT =MT= 0.260 T-M

EQUIVALENT -VE B.M AT SUPPORT =M1-E=M1+MT= 3.904 T-M

EQUIVALENT +VE B.M AT MID SPAN =M2-E=M2+MT 2.083 T-M

SHEAR FORCE / FACE =V= 12.825 T

EQV.SHEAR /FACE=Ve= 13.750 T Ast-Min.= 0.200

NOs.- NOs.-
BENDING MOMENT d-Req D-Prov. COVER d-Prov. Ast-Req. Ast-Min. DIA. Reqd Prov.
M1-E 3.904 308.286 450 25 425 441.784 405.00 12 3.91 4 AT TOP
M2-E 2.083 225.204 450 25 425 235.753 405.00 12 3.58 4 AT BOT.

DESIGN OF CORBEL :

WIDTH OF CORBEL = 350 MM

DEPTH OF CORBEL = 250 MM @ FREE END
350 MM @ FIXED END
COVER = 25 MM
EFFECTIVE DEPTH = 325 MM
PROJECTED LENGTH = 450 MM
LOADS :

CRANE CAPACITY = 5.000 T

Girder capacity = 2.500 T
Crab capacity = 0.500 T
Total = 8.000
CRANE LOAD WITH IMPACT= 10.000 T * IMPACT FACTOR = 1.25
SELF WEIGHT OF CORBEL= 0.263 T/M

MOMENT IN CORBEL = MOMENT FROM CRANE + MOMENT FROM SELF WEIGHT

MOMENT IN CORBEL = 3.516 T-M

DEPTH REQUIRED =D-Req. 164.207 MM
DEPTH PROVIDED =D-Prov. 350.000 MM
COVER = 25.00 MM
EFFECTIVE DEPTH =D-Eff= 325.00 MM

STEEL REQUIRED =Ast= 520.33 SQ.MM

MIN. STEEL = 0.200 %
SIZE OF BAR= 16 MM
MIN Ast = 210.000 SQ.MM
AREA OF BAR= 201.088 SQ.MM
NO. OF BARS REQD. = 2.59
NO. OF BARS PROVIDED= 3
AST. PROVIDED 603.26 SQ.MM
% OF STEEL = 0.530

% STEEL ALLOW. SH.STRESS

0.310 0.310 ***FROM IS 456 TABLE 23
0.530 0.530 ***FROM IS 456 TABLE 23
0.360 0.360 ***FROM IS 456 TABLE 23
SHEAR IN CORBEL =V= 10.263 T
SHEAR STRESS= 0.3158 N/SQ.MM < 0.5303 N/SQ.MM *** FROM SP - 16

PROVE 3-16 MM BARS AT TOP & BOTTOM WITH 8 MM DIA STIRRUPS AT 200 MM C/C
DESIGN OF RING BEAM:RB2

B D
SIZE OF RING BEAM = 500 550 MM
SELF WT. OF RING BEAM = 0.688 T/M
SELF WT. OF CORBEL = 0.263 T/M
SELF WEIGHT OF GIRDER = 0.607 T/M
SELF WEIGHT OF WALL / M = 4.500 T/M
TOTAL WEIGHT=w= 6.057 T/M
TOTAL LOAD 160.821 T
SELF WEIGHT OF COLUMN = 3.767 T
CRANE LOAD = 5.000 T
LOAD FROM PUMPS= 16.300
TOTAL LOAD ON RING BEAM = W = 185.888 T

NO. OF SUPPORTING COLUMNS = 2

- VE B.M AT SUPPORT = 0.0148 ***FROM IS 4995_2 TABLE 3
+ VE B.M AT MID SPAN = 0.0075 ***FROM IS 4995_2 TABLE 3
TORTIONAL BM = 0.0015 ***FROM IS 4995_2 TABLE 3
MAX. SHEAR STRESS = 15.491 ***FROM IS 4995_2 TABLE 3 = W/12

- VE B.M AT SUPPORT=M1(A)= 11.624 T-M * DUE TO UDL ON BEAM

- VE B.M AT SUPPORT=M1(B)= 1.000 T-M * DUE TO CONCENTRATED CRANE WHEEL LOAD

TOTAL -VE B.M AT SUP.=M1= 12.624 T-M *M1=M1(A)+M1(B)

+VE B.M AT MID SPAN =M2(A)= 5.890 T-M * DUE TO UDL ON BEAM
+VE B.M AT MID SPAN =M2(B)= 1.000 T-M * DUE TO CONCENTRATED CRANE WHEEL LOAD

TOTAL +VE B.M AT MID SPAN.=M2 6.890 T-M *M2=M2(A)+M2(B)

TORSIONAL MOM. =MT(A)= 1.178 T-M

TOR. MOM. FROM CORBEL=MT(B)= 3.516 T-M
TOR. MOM.FROM CRAN=MT(B)= 0.50 T-M

TOTAL TOR.MOMENT =MT= 5.194 T-M

EQUIVALENT -VE B.M AT SUPPORT =M1-E=M1+MT= 19.040 T-M Meq = MT(1+D/B)/1.7

EQUIVALENT +VE B.M AT MID SPAN =M2-E=M2+MT 13.307 T-M Meq = MT(1+D/B)/1.7

SHEAR FORCE / FACE =V= 46.472 T

EQV.SHEAR /FACE=Ve= 63.093 T Veq = V + 1.6(T/ Nominal Rft.= 0.25%

NOs.- NOs.-
BENDING MOMENT d-Req D-Prov. COVER d-Prov. Ast-Req. Ast-Min. DIA. Reqd Prov. Ast. Pro
M1-E 11.610 504.372 550 25 525 1063.635 687.50 20 3.39 4 1257
 M2-E 11.610 504.372 550 25 525 1063.635 687.50 20 3.39 4 1257

% OF STEEL 0.479

DESIGN FOR SHEAR

DESIGN SHEAR FORCE = 63.1 T

SHEAR STRESS TV= 2.4035 N/MM2
% OF STEEL PROVIDED = 0.48 %

% STEEL ALLOW. SH.STRESS

0.250 0.230 ***FROM IS 456 TABLE 23
0.479 0.303 ***FROM IS 456 TABLE 23
0.500 0.310 ***FROM IS 456 TABLE 23
SHEAR = 63.093 T
SHEAR STRESS =Tve = 2.404 > 0.303 N/SQ.MM *FROM IS456 . TABLE 19
SHEAR RESISTED BY CONCREETE Tcbd = 8.34 T HENCE SHEAR REINFORCEMENT ARE REQUIRED
BALANCE SHEAR = 54.755 T
Vs/d 10.429 KN/CM *FROM SP-16 . TABLE 81
DIAMETER OF BAR 8.0 MM
SPACING OF STIRRUPS = 250 MMC/C

MIN. SHEAR REINFOCEMENT

NO. LEGS = 2
DIA OF BAR = 10 MM
AREA OF BAR = 78.55 SQ.MM
SPACING = 34.407 MM ** SV = ASV * TENSILE STRENGTH OF STEEL / ( Tve - Tc ) * B
PROVIDE 4 NO OF 20 MM BARS AT TOP AND BOTTOM & STIRRUPS OF 10MM-2 L @ 250MM C/C.

DESIGN OF COLUMN:
B D
SIZE OF COLUMN = 350 350 MM
NO.OF COLUMNS = 2.00
TOTAL LOAD ON TOP RING BEAM = 51.30 T
SELFWEIGHT OF CORBEL + RING BEAM RB2= 160.82 T
SELF WEIGHT OF COLUMN = 3.77 T
CRANE LOAD = 5.0 T

TOTAL LOAD ON COLUMNS = 220.9 T

TOTAL LOAD ON EACH COLUMN = 110.44 SAY 110.00 T

MOMENT DUE TO MINIMUM ECCENTRICITY = 2.2 T-M

THEREFORE Ac = 122500.00 MM^2

MODULUS OF SECTION = Z = 7145833.33 MM^3

THEREFORE Scc = 8.980 N/MM^2

THEREFORE sCBC = 3.079 N/MM^2

THEREFORE Scc/Scc(allo)+Sbc/Sbc(allo)= 2.24 <1 * HENCE SAFE

PROVIDE 0.8 % REINFORCEMENT

THEREFORE AST = 1225 MM^2

PROVIDE DIA = 20 MM

AREA OF BAR = 314 MM2

NO.OF REQUIREDS = 3.90 MM

THEREFORE PROVIDE 20 MM DIA BARS 4 NO'S & 8 MM DIA TIES @ 250 MM C/C

DESIGN OF CANTILEVER SLAB AT MOTOR FLOOR LEVEL

DEPTH OF SLAB = 200 MM @ FREE END

250 MM @ FIXED END

THICKNESS OF WALL = 300 MM

SLAB SPAN = 1000 MM

SELF WEIGHT OF WALL / M = 4.500 T/M

SELF WEIGHT SLAB = 0.563 T/M2
LIVE LOAD = 0.400 T/M2
FLOOR FINISHING LOAD = 0.075 T/M2

TOTAL LOAD = 1.038 T/M2

MAXIMUM B.M IN SLAB = 5.019 T-M

DEPTH REQUIRED = 234.482 MM

OVER ALL DEPTH PROVIDED = 250.000 MM

CLEAR COVER = 15.000 MM

EFFECTIVE DEPTH PROVIDED = 235.000 MM

AREA OF STEEL REQIRED = 1027.144

MINIMUM PERCENTAGE = 0.12%

MIIMUM AREA OF STEEL = 300.000 SQ.MM

PROVIDE DIA = 12.000 MM

AREA OF BAR = 113.112

SPACING REQUIRED = 110.123 MM

PROVIDE 12MM DIA @ 110MM C/C RADIALLY

DISTRIBUTION STEEL

NOMINAL PERCENTAGE = 0.12%

DIST .AST = 300 SQ.MM

PROVIDE DIA = 8 MM

AREA OF BAR = 50.272 MM2

SPACING REQUIRED = 168 MM

PROVIDE 8MM DIA @ 160MM C/C CIRCUMFERENTIALLY AS DISTRIBUTION STEEL

RCC WALL

THICKNESS OF WALL = 300 MM

NOMINAL PERCENTAGE = 0.10 %

AST = 300 SQ.MM

PROVIDE DIA = 10 MM

AREA OF BAR = 78.5 MM2

SPACING REQUIRED = 262 MM

PROVIDE 12 MM DIA 250 MM C/C BOTH IN VERTICALLY & HORIZONTALLY

DESIGN OF FLOOR FOR PUMP HOUSE:

TOP THICKNESS OF CYLINDRICAL WALL = 450 MM

BOTTOM THICKNESS OF CYLINDRICAL WALL = 450 MM

CAPACITY OF PUMP SETS EACH = 160.00 H.P

TOTAL NO OF PUMP SETS = 3 NO.S

NO. OF MAIN GIRDERS /PUMP = 2 NO.S

MAX. NO. OF PUMP SETS ON EACH GIRDER = 3.0 NO.S

CLEAR SPAN OF MAIN GIRDER CARRYING PUMPS = 8000 MM

DESIGN OF MAIN GIRDER:

WEIGHT OF EACH PUMP SETS (INCLUDING COLUMN ASSEMBLY) = 3870.00 K.G

DYNAMIC LOAD CO-EFFICIENT = 1.250
SPACING BETWEEN MAIN GIRDER = 1.000 M
THICKNESS OF CHEQURED PLATES = 8.000 MM

EFF.SPAN OF GIRDERS = 8450 MM

LOADS:

LOAD DUE TO MACHINARIES WITH DYNAMIC EFFECT = 4837.50 KG

LOAD DUE TO CHEQURED PLATES ( 8MM THICKNESS) = 62.83 KG/M^2
LOAD DUE TO SHUTT OFF CONDITION =
LIVE LOAD ON MOTOR FLOOR = 500.00 KG/M^2

TOTAL LOAD INTENSITY ON THE GIRDER SET = 562.83 SAY 570 KG/M^2

SPACING BETWEEN GIRDER = 1.000 M

THERE FORE UDL ON EACH GIRDER = 570 KG/M

SELF WEIGHT OF GIRDER = 122.6 KG/M * ISMB 600

TOTAL UDL ON GIRDER = 692.6 KG/M

BENDING MOMENT DUE UDL (WL^2/8) = 6181.671 KG-M

BENDING MOMENT DUE TO PUMP SETS, ( WL/4) = 10219.219 KG-M

TOTAL B.M = 16400.89 KG-M OR 164.008901875 KN-M

1.1 TRIAL SECTION

SECTION MODULUSMODULUS
REQUIRED
(ZXX ) = B.M/Bending stress in
steel B.M/(0.66*fy) 993993.34 MM^3 OR 993.99334 CM3

By considering an extra 50% for section modulus = 1.5 x Zxx 1490.99001705 CM3

SELECT ISMB 600 PROPERTIES OF THE SECTION FROM STEEL TABLE

DEPTH OF SECTION, D = 600.0 MM

THICKNESS OF FLANGE, tf = 20.5 MM
WIDTH OF FLANGE, b = 210.0 MM
THICKNESS OF WEB, tw = 12.0 MM
DEPTH OF WEB, dw = 559.0 MM
AREA OF CROSS SECTION = 156.2 CM2
WEIGHT = 122.6 KG/M
IXX = 91813.0 CM4
IYY = 2651.0 CM4
ZXX = 3060.4 CM3
ZYY = 252.5 CM3
Radius of Gyration, ry 41.2 MM

1.2 CHECK FOR SECTION MODULUS

 D 600.0
29.3
tf 20.5 <85

tf 20.5
tw 12.0 1.7 <2.0

The effective length of compression flange of beam

is 8450 MM
l
= 143.568
ry

From IS :800-1984, the max permissible bending stress 90 N/MM2

Section Modulus 164.009

1822321.13 MM3
required-(B.M/Permissible stress 90
1822.321 X10^3MM3
SECTION ADOPTED IS SAFE

1.3 CHECK FOR SHEAR STRESS

MAXIMUM SHEAR FORCE = 5189.15 KG

AVERAGE SHEAR STRESS = 77.358 KG/CM^2

PERMISSIBLE SHEAR STRESS ,

0.45Xfy = 1125 KG/CM^2

THE ABOVE SECTION IS O.K IN SHEAR CRITERIA

CHECK FOR DEFLECTION

DEFLECTION DUE TO UDL= 0.2504 CM

DEFLE. DUE TO POINT LOAD = 0.0045 CM

TOTAL DEFLECTION = 2.5488 MM

ALLOWABLE DEFLECTION = 26.00 MM

DESIGN OF OTHER GIRDER:

SPACING BETWEEN GIRDERS = 1.000 M

THICKNESS OF CHEQURED PLATES = 8.000 MM

EFF.SPAN OF GIRDERS = 1099 MM

LOADS:
 LOAD DUE TO CHEQURED PLATES ( 8MM THICKNESS) = 62.832 KG/M^2
LIVE LOAD ON MOTOR FLOOR = 500.000 KG/M^2
TOTAL LOAD INTENSITY ON THE GIRDER SET = 562.832 SAY 570 KG/M^2

SPACING BETWEEN GIRDER = 1.000 M

THERE FORE UDL ON EACH GIRDER = 570.00 KG/M

SELF WEIGHT OF GIRDER = 37.30 KG/M

TOTAL UDL ON GIRDER = 607.30 KG/M

BENDING MOMENT DUE UDL (WL^2/8) = 91.687 KG-M

TOTAL B.M = 91.69 KG-M or 0.9169 KN-M

HENCE SEC. MODULUS REQUIRED (ZXX ) = 555679.96 MM^3 OR 555.680 CM3

SELECT ISMB 250 PROPERTIES OF THE SECTION ARE

DEPTH OF SECTION, D = 250.0 MM

THICKNESS OF FLANGE, tf = 12.5 MM
WIDTH OF FLANGE, b = 125.0 MM
THICKNESS OF WEB, tw = 6.9 MM
DEPTH OF WEB, dw = 225.0 MM
AREA OF CROSS SECTION = 47.6 CM2
WEIGHT = 37.3 KG/M
IXX = 5131.6 CM4
IYY = 334.5 CM4
ZXX = 410.6 CM3
ZYY = 53.5 CM3
Radius of Gyration, ry 26.5 MM
1.2 CHECK FOR SECTION MODULUS

D 250.0
20.0 <85
tf 12.5

tf 12.5
1.8 <2.0
tw 6.9

The effective length of compression flange of beam

is 1099.000 MM
l
= 29.030
ry
From IS :800-1984, the max permissible bending stress 160 N/MM2
Section Modulus
required-(B.M/Permissible stress) 0.917
5730.44958828 MM3
required-(B.M/Permissible stress) 5730.44958828 MM3
= 160
5.730 X10^3MM3
SECTION ADOPTED IS SAFE

THE SECTION IS O.K IN BENDING CRITERIA

MAXIMUM SHEAR FORCE = 333.71135 KG

THERE FORE SHEAR STRESS = 21.495 KG/CM^2

PERMISSIBLE SHEAR STRESS = 1125 KG/CM^2

THE ABOVE SECTION IS O.K IN SHEAR CRITERIA

CHECK FOR DEFLECTION

DEFLECTION DUE TO UDL= 0.0011 CM

TOTAL DEFLECTION = 0.0112 MM

ALLOWABLE DEFLECTION = 3.38 MM

DESIGN OF CYLINDRICAL WALL

DENSITY OF SOIL = 2.00 T/Cu.M

ANGLE OF REPOSE = 30.00 DEGREES

ACTIVE EARTH PR. COEFF. = 0.333

DIA. OF JACK WELL = 8000 MM

HEIGHT OF WALL BELOW NGL = 10.603 M
TOP THICKNESS OF CYLINDRICAL WALL = 450 MM
BOTTOM THICKNESS OF CYLINDRICAL WALL = 450 MM
AVERAGE THICKNESS OF WALL = 450 MM

H^2 / D. T = 31.229 > 12 * F=W.R

BOTTOM FIXED TOP HINGED CONDITION IS ADOPTED

(A.) HOOP COMPRESSION - TANK FULL Ast-min = 0.25%

LEVEL HEIGHT WALL THK. EARTH PR. HYD.PR. TOTAL PR. HOOP HOOP Ast-MIN DIA. SPACING
REQD./
M MM P1 P2 P1+P2 FORCE STRESS FACE
0.00 0.000 450 0.000 0.000 0.000 0.0000 0.0000 1125 12 201.088
0.10 1.060 450 0.353 1.060 1.414 5.6547 0.1257 1125 12 201.088
0.20 2.121 450 0.707 2.121 2.827 11.3094 0.2513 1125 12 201.088
0.30 3.181 450 1.060 3.181 4.241 16.9641 0.3770 1125 12 201.088
0.40 4.241 450 1.414 4.241 5.655 22.6188 0.5026 1125 12 201.088
0.50 5.302 450 1.767 5.302 7.068 28.2736 0.6283 1125 12 201.088
0.60 6.362 450 2.120 6.362 8.482 33.9283 0.7540 1125 12 201.088
0.70 7.422 450 2.474 7.422 9.896 39.5830 0.8796 1125 12 201.088
0.80 8.482 450 2.827 8.482 11.309 45.2377 1.0053 1125 12 201.088
0.90 9.543 450 3.180 9.543 12.723 50.8924 1.1309 1125 12 201.088
1.00 10.603 450 3.534 10.603 14.137 56.5471 1.2566 1125 12 201.088
(B.) HOOP TENSION - TANK FULL WITH NO EARTH PRESSURE Ast-min = 0.25%

LEVEL HEIGHT WALL THK. HYD.PR. HOOP STEEL Ast-MIN AST -PRO HOOP ALLOW. DIA. SPACING
REQD./
M MM P2 FORCE SQ.MM SQ.MM SQ.MM STRESS STRESS MM FACE MM
0.00 0.000 450 0.000 0.000 0.0 1125.00 1200.0 0.000 1.500 12 0.000
0.10 1.060 450 1.060 4.241 184.4 1125.00 1200.0 0.091 1.500 12 188.520
0.20 2.121 450 2.121 8.482 368.8 1125.00 1200.0 0.182 1.500 12 188.520
0.30 3.181 450 3.181 12.724 553.2 1125.00 1200.0 0.274 1.500 12 188.520
0.40 4.241 450 4.241 16.965 737.6 1125.00 1200.0 0.365 1.500 12 188.520
0.50 5.302 450 5.302 21.206 922.0 1125.00 1200.0 0.456 1.500 12 188.520
0.60 6.362 450 6.362 25.447 1106.4 1125.00 1200.0 0.547 1.500 12 188.520
0.70 7.422 450 7.422 29.688 1290.8 1125.00 1200.0 0.639 1.500 12 188.520
0.80 8.482 450 8.482 33.930 1475.2 1125.00 1200.0 0.730 1.500 12 188.520
0.90 9.543 450 9.543 38.171 1659.6 1125.00 1200.0 0.821 1.500 12 188.520
1.00 10.603 450 10.603 42.412 1844.0 1125.00 1200.0 0.912 1.500 12 188.520

(C) HOOP TENSION - TANK EMPTY Ast-min = 0.25%

AST -
LEVEL HEIGHT WALL THK. EARTH PR. HOOP STEEL Ast-MIN PRO HOOP ALLOW DIA. SPACING
REQD./
M MM P2 FORCE SQ.MM SQ.MM SQ.MM STRESS STRESS MM FACE MM
0.00 0.000 450 0.000 0.000 0.0 1125.00 1200.0 0.000 1.500 12 0.000
0.10 1.060 450 0.353 1.414 61.5 1125.00 1200.0 0.030 1.500 12 188.520
0.20 2.121 450 0.707 2.827 122.9 1125.00 1200.0 0.061 1.500 12 188.520
0.30 3.181 450 1.060 4.241 184.4 1125.00 1200.0 0.091 1.500 12 188.520
0.40 4.241 450 1.414 5.654 245.8 1125.00 1200.0 0.122 1.500 12 188.520
0.50 5.302 450 1.767 7.068 307.3 1125.00 1200.0 0.152 1.500 12 188.520
0.60 6.362 450 2.120 8.481 368.7 1125.00 1200.0 0.182 1.500 12 188.520
0.70 7.422 450 2.474 9.895 430.2 1125.00 1200.0 0.213 1.500 12 188.520
0.80 8.482 450 2.827 11.308 491.7 1125.00 1200.0 0.243 1.500 12 188.520
0.90 9.543 450 3.180 12.722 553.1 1125.00 1200.0 0.274 1.500 12 188.520
1.00 10.603 450 3.534 14.135 614.6 1125.00 1200.0 0.304 1.500 12 188.520
 (C.) VERTICAL LOADS

THE VERTICAL LOAD ON WALL INCLUDES SELF WEIGHT AND LOAD FROM MOTOR FLOOR
LOAD FROM WALL ABOVE MOTOR FLOOR = 35.53 T (
LOAD FROM MOTOR FLOOR = 43.17 T
HORIZONTAL THRUST OF PUMPS = 16.30 T
LOAD FROM CRANE 10.00 T
TOTAL LOAD ON WALL AT MOTOR FLOOR LVL.= 105.00 T
SPACIN SPACIN
LEVEL HEIGHT WALL THK. LOAD COMPR. Ast-MIN DIA. G G
M MM STRESS REQD. PROV.
TOP 0.00 0.000 450 105.000 0.088 540.00 12 209.47 250.00
0.10 1.060 450 138.356 0.116 540.00 12 209.47 250.00
0.20 2.121 450 171.712 0.144 540.00 12 209.47 250.00
0.30 3.181 450 205.068 0.172 540.00 12 209.47 250.00
0.40 4.241 450 238.425 0.199 540.00 12 209.47 250.00
0.50 5.302 450 271.781 0.227 540.00 12 209.47 200.00
0.60 6.362 450 305.137 0.255 540.00 12 209.47 200.00
0.70 7.422 450 338.494 0.283 540.00 12 209.47 200.00
0.80 8.482 450 371.850 0.311 540.00 12 209.47 200.00
0.90 9.543 450 405.206 0.339 540.00 12 209.47 200.00
BOT 1.00 10.603 450 438.562 0.367 540.00 12 209.47 200.00

DESIGN OF FOUNDATION :

DIA. OF JACKWELL = 8000 MM

THICKNESS OF WALL AT BOT.= 450 MM
PROJ. OF RAFT BEYOND WALL= 500 MM
THICKNESS OF RAFT = 600 MM
HEIGHT OF WALL = 10.603 M
DENSITY OF SOIL = 2 T/Cu.M
ANGLE OF REPOSE = 30 DEGREES
ACTIVE EARTH PR. COEFF. = 0.333

TOTAL DIA . OF RAFT = 9900.000 MM

AREA OF RAFT = A= 76.987 SQ.MM
SECTION MODULUS =Z= 95.271 Cu.M

LOADS :

TOTAL VERTICAL LOAD = 438.562 T

SELF WEIGHT OF RAFT = 115.480 T
TOTAL VERTICAL LOAD = 554.043 T
0.41638072733 0.225
THRUST/PUMP = 8.15 T -0.191381
TOTAL THRUST = 16.30 T

MOMENT AT RAFT BASE DUE TO THRUST= 182.61 T-M

SOIL PRESSURE (MAX.) = 9.113 T/SQ.M < 25.00 T/SQ.M

SOIL PRESSURE (MIN.) = 5.615 T/SQ.M > 0.00 T/SQ.M

CLEAR COVER = 25 MM

FROM IS: 3370 (PART-IV), TABLE - 20

M = CO-EFFICIENT X W X R^2
RADIAL MOMENT: Ast-min = 0.12 %
MOMENT (T- Ast- SPA.- SPA.-
LOCATION CO-EEF LOAD RADIUS M) d-Reqd. D-Provd. d-Provd. REQD Ast-Min DIA. REQD. PROV.
@ 0.00R = 0.075 9.113 4.95 16.75 358.37 600 575 1400.8 720 20 224.30 180
@ 0.50R = 0.025 9.113 4.95 5.58 206.91 600 575 466.9 720 20 436.39 180
@ 1.00R = 0.125 9.113 4.95 27.91 462.66 600 575 2334.7 720 20 134.58 180

TANGENTIAL MOMENT: Ast-min = 0.12 %

MOMENT (T- Ast- SPA.- SPA.-
LOCATION CO-EEF LOAD RADIUS M) d-Reqd. D-Provd. d-Provd. REQD Ast-Min DIA. REQD. PROV.
@ 0.00R = 0.075 9.113 4.95 16.75 358.37 600 575 1400.8 720 16 143.55 180
@ 0.50R = 0.050 9.113 4.95 11.16 292.61 600 575 933.9 720 16 215.32 180
@ 1.00R = 0.025 9.113 4.95 5.58 206.91 600 575 466.9 720 16 279.29 180

CHECK FOR SHEAR :

TOTAL VERTICAL LOAD = 554.043 T

PUNCHING AREA = 17061060 SQ.MM
PUNCH. SHEAR STRESS = 0.32 N/SQ.MM < 0.88 N/SQ.MM **** 0.16 * SQRT (FCK)

CHECK FOR SLIDING :

TOTAL HORIZONTAL FORCE = 16.300 T

TOTAL VERTICAL FORCE = 554.043 T
FRICTION COEFF. = 0.60

FACTOR OF SAFETY = 20.39 >1.5 HENCE SAFE

CHECK FOR OVERTURNING :

OVERTURNING MOMENT = 182.61 T-M

STABILISING MOMENT = 2468.26 T-M
FACTOR OF SAFETY = 13.52 >1.5 HENCE SAFE