850KL.revised.13.12.2010.annular

7/31/2019 850KL.revised.13.12.2010.annular

1/7

SUPPORT REACTIONS:

JOIN LOADFORCE- FORCE- FORCE- MOM-XMOM-YMOM Z

2 19 -1.1 1348.9 0 0 0 0.65

20 14.73 1550 3.9 4.89 0.01 35.42

21 -16.93 1147.7 -3.91 -4.89 -0.01 -34.13

22 14.73 1550 3.9 4.89 0.01 35.42

23 -16.93 1147.7 -3.91 -4.89 -0.01 -34.13

24 14.68 808.8 3.91 4.89 0.01 35.47

25 -16.97 406.5 -3.91 -4.89 -0.01 -34.08

26 14.68 808.8 3.91 4.89 0.01 35.47

27 14.68 808.8 3.91 4.89 0.01 35.47

3 19 -0.86 1348.9 0.68 0.59 0.01 0.55

20 28.07 1491.1 15.39 12.26 0.03 43.48

21 -29.79 1206.6 -14.03 -11.09 -0.02 -42.38

22 28.07 1491.1 15.39 12.26 0.03 43.48

23 -29.79 1206.6 -14.03 -11.09 -0.02 -42.38

24 28.09 749.93 15.48 12.22 0.03 43.46

25 -29.77 465.38 -13.94 -11.12 -0.02 -42.4

26 28.09 749.93 15.48 12.22 0.03 43.46

27 28.09 749.93 15.48 12.22 0.03 43.46

4 19 -0.01 1348.9 1.18 0.74 0 0.0120 39.93 1368.5 2.73 4.14 0.02 50

21 -39.95 1329.3 -0.37 -2.66 -0.03 -49.98

22 39.93 1368.5 2.73 4.14 0.02 50

23 -39.95 1329.3 -0.37 -2.66 -0.03 -49.98

24 39.94 627.27 2.73 4.14 0.02 50

25 -39.95 588.05 -0.37 -2.67 -0.02 -49.99

26 39.94 627.27 2.73 4.14 0.02 50

27 39.94 627.27 2.73 4.14 0.02 50

5 19 0.82 1348.9 0.84 0.52 0 -0.51

20 28.72 1504.3 12.9 8.16 0.01 41.89

21 -27.08 1193.4 -11.23 -7.12 -0.01 -42.9

22 28.72 1504.3 12.9 8.16 0.01 41.89

23 -27.08 1193.4 -11.23 -7.12 -0.01 -42.9

24 28.73 763.11 12.9 8.16 0.01 41.88

25 -27.07 452.2 -11.23 -7.12 -0.01 -42.91

26 28.73 763.11 12.9 8.16 0.01 41.88

27 28.73 763.11 12.9 8.16 0.01 41.88

6 19 1.17 1348.9 0 0 0 -0.73

20 17.01 1550 3.91 4.89 0.01 34.06

21 -14.66 1147.7 -3.9 -4.88 -0.01 -35.51

22 17.01 1550 3.91 4.89 0.01 34.06

23 -14.66 1147.7 -3.9 -4.88 -0.01 -35.51

24 17.02 808.8 3.91 4.89 0.01 34.06

25 -14.66 406.51 -3.9 -4.89 -0.01 -35.52

26 17.02 808.8 3.91 4.89 0.01 34.06

27 17.02 808.8 3.91 4.89 0.01 34.06

7 19 0.83 1348.9 -0.83 -0.52 0 -0.5120 29.76 1491.1 13.86 11.16 0.02 42.41

21 -28.1 1206.6 -15.53 -12.2 -0.02 -43.44

22 29.76 1491.1 13.86 11.16 0.02 42.41

23 -28.1 1206.6 -15.53 -12.2 -0.02 -43.44

24 29.76 749.94 13.86 11.16 0.02 42.41

25 -28.1 465.37 -15.53 -12.2 -0.02 -43.44

26 29.76 749.94 13.86 11.16 0.02 42.41

27 29.76 749.94 13.86 11.16 0.02 42.41


2/7

8 19 0 1348.9 -1.18 -0.74 0 0

20 39.94 1368.5 0.37 2.67 0.03 49.99

21 -39.95 1329.3 -2.73 -4.14 -0.02 -49.99

22 39.94 1368.5 0.37 2.67 0.03 49.99

23 -39.95 1329.3 -2.73 -4.14 -0.02 -49.99

24 39.94 627.28 0.37 2.67 0.02 49.99

25 -39.95 588.05 -2.73 -4.14 -0.02 -49.99

26 39.94 627.28 0.37 2.67 0.02 49.99

27 39.94 627.28 0.37 2.67 0.02 49.99

9 19 -0.85 1348.9 -0.69 -0.59 -0.01 0.54

20 27.05 1504.3 11.4 7.04 0.01 42.94

21 -28.75 1193.4 -12.77 -8.22 -0.02 -41.85

22 27.05 1504.3 11.4 7.04 0.01 42.94

23 -28.75 1193.4 -12.77 -8.22 -0.02 -41.85

24 27.06 763.11 11.32 7.08 0.02 42.93

25 -28.74 452.21 -12.85 -8.18 -0.02 -41.87

26 27.06 763.11 11.32 7.08 0.02 42.93

27 27.06 763.11 11.32 7.08 0.02 42.93


3/7

OVERHEAD SERVICE RESERVOIR AT BHARATPUR, RAJASTHAN - 850KL CAPACITY .

DESIGN OF ANNULAR RAFT

fck = 25 N/mm2

fy = 415 N/mm2

b = 1000 mm

Dia of raft (Between Columns) = 10.00 m

Radius of raft (Betwen cloumns), a = 5.00 mDia. of columns, dcol = 600.00 mm

Depth of Water Table = 1.50 m

Depth of Foundation = 3.00 m

Total axial load = 16019.32 kN

Add for self weight @ 10% = 1601.93

Total axial load = 17621.25 kN

Safe bearing capacity (at 3m below NGL) = 60.00 kN/m2

Area of foundation required = 323.06 m2

Circumference of column circle = 31.42 m

Width of foundation = 10.28 m

Hence, inner dia = 0.00 mouter dia = 20.28 m

Area of annular raft = 323.02 m2

Soil pressure below raft = 54.55 kN/m2

< 60 - OK

Provide Ring Beam of width = 700.00 mm

Foundation will be designed for average pressure, P = 54.55 kN/m2

Uplift Forces due to hydrostatic pressure = 10.00 kN/m2

Total Pressure = 64.55 kN/m2

The overhang "x" of raft slab = 4.72 m

Bending Moment = 719.06 kNmShear Force = 304.69 kN

Depth required from BM, d = 711.60 mm

Provide, D = 850.00 mm

deff. = 790.00 mm

Area of steel, Ast = 2672.30 mm2

dia. of bar = 20 mm

spacing = 110 mm c/c

Area provided = 2855.99 mm2

percent provided = 0.34 %

CHECK FOR SHEAR

Shear Force = 304.69 kN

Shear Stress, tau_v = 0.39 N/mm2

b = 0.8*f_ck/(6.89*p_t)

= 8.64

tau_c=(0.85*((0.8*fck)^0.5)*(((1+5b)^0.5)-1)/(6*b) = 0.414 N/mm2

SAFE

Area of distribution steel @0.15% = 1185.00 mm2

dia. of bar = 16 mm


4/7


Area provided = 1340.41 mm2

CANTILEVER PORTION:

Cantilever length = 5.14 m

for cantilever length provide overall depth, D = 850 mm

effective depth, d = 790 mm

Moment at cantilever = 852.72 kNm

Mu/bd^2 = 1.37

p_t required = 0.41%

Ast required = 3239 mm2/m

dia. of bar = 25 mm


Area provided = 3272 mm2

percentage of reinforcement provided, p_t = 0.41 %

Shear Force = 280.80 kN

Shear Stress, tau_v = 0.36 N/mm2

b = 0.8*f_ck/(6.89*p_t)

= 7.01

tau_c=(0.85*((0.8*fck)^0.5)*(((1+5b)^0.5)-1)/(6*b) = 0.452 N/mm2

OK

8. DESIGN OF BOTTOM CIRCULAR BEAM, B3

Provide beam size as:

depth = 1000.00 mm

width = 700.00 mm

Load on beam = 509.91 kN/m

Self Weight of beam = 17.5 kN/m

Total Load on beam = 527.41 kN/m

No. of columns supporting the beam = 8

Mean diameter of ring beam = 10.00 m

Mean radius of curved beam, R = 5.00 m

2 = 45 0.79 rad

= 23 0.39 rad

cot = 2.41

C1 = 0.066

C2 = 0.030

C3 = 0.005

m = 9.50 0.17 rad

w*R2*2 = 10356 kNm

Max. (-ve ) B.M at support = Mo = C1*w*R2*2 = 683.48 kNm

Max. (+ve ) B.M at support = Mc = C2*w*R2*2 = 310.67 kNm

Max. torsional moment = Mm = C3*w*R2*2 = 51.78 kNm

For M-25 concrete

st = 150 N/mm2

cbc = 8.50 N/mm2

m = 280/3*cbc = 10.98

kc=m*cbc/(m*cbc)+st = 0.38

jc=1-k/3 = 0.87

Rc=(1/2)*cbc*j*k = 1.42


5/7

dreqd = 829 mm

b = 700 mm

Dprovide = 1000 mm

effective depth, d = 960 mm

Max SF @ supports, F = w*R* = 1036 kN

SF @ any point, F = w*R*(-m)

At = m, F = 598 kNBM @ max. torsional moment at ( = m), M =

= -1.70 kNm (hogging)

Torsional moment @ any point, (M)t =

at support, = 0.00

Mot= 0.00

at mid span, = = 23

Mot= 0.00

Combinations of BM & Torsional Moment :

(i) @ supports, Mo (hogging -ve) Mot

0

(ii) @ mid span, Mc (sagging +ve) Mot

0

(iii) @ point of max. torsion, M (hogging -ve) Mmt

51.78

Main and Longitudinal Reinforcement :

(a) section at point of maxm torsion

T = (Mmax)t = 51.78 kNm

M = M = 1.695 kNm

Me1 = M + MT

where MT = T*(1+D/b)/1.7 = 73.97 kNm

Me1 = 75.66 kNm

Ast1 = Me1/(st*j*d) = 602 mm2

As MT > M, Me2 = MT-M = 72.27 kNm

Ast2 = Me2/(st*j*d) = 575 mm2

(a) section at max. hogging B.M @ support, Mo = 683 kNm

Ast = Mo/(st*j*d) = 5442 mm2

Provide no. of bars = 12

dia. of bar used = 25

area of bar used = 491 mm2

(Ash)Actual = 5888 mm2

(c) section at max. sagging B.M. (mid span), Mc = 311 kNm

st = 190 N/mm2

kc = 0.38

jc = 0.87

Rc

= 1.42

Ast = Mc/(st*j*d) = 1953 mm2

Provide no. of bars = 8

dia. of bar used = 25

area of bar used = 491 mm2

(Ash)Actual = 3925 mm2

Transverse reinforcement:

(a) At point of max. torsional moment, Ffm = 598 kN

Ve = V + 1.6 T/b where T = Mmt= 52 kNm

Ve = 598 kN

w*R*(*sin+*cot*cos-1)

w*R[*cos-*cot

*sin-(-)]

683

311

-1.695

For +ve B.M, steel will be to the other face, where stress in steel can be taken as:


6/7

tve = Ve/bd = 0.89

100 As/bd = 0.81 %

From Table 61 of SP 16,

tc = 0.610 N/mm2

Asv =

b1 = 620 mm

d1 = 920 mmAsv/sv = 2.339

Minimum. transverse reinforcement

Asv/sv = ((tve-tc)/ssv)b = 1.309

sv = 346 mm

x1 = short dimension of stirrups = 652 mm

y1 = long dimension of stirrups = 952 mm

(x1+y1)/4 = 401 mm

(b) at the point of max. shear (supports)

At supports, Fo = 1036 kN

tv = Fo/bd = 1.54 N/mm2

100 As/bd = 0.88 %

From Table 61 of SP 16,

tc = 0.620 N/mm2

Vc = 416.64 kN

Vs = Fo - Vc = 619 kN

sv = svAsvd/Vs = 105 mm

(c) at mid span

shear force = 0

For Min Asv,

sv = (0.4b/fy)Asv = 844 mm

side face reinforcement:

Al (@0.1%) = 672 mm2

CHECK FOR UPLIFT:

unit wt. of water, w = 10.00 kN/cum

Considering submerged soil of 2mtr depth

Uplift Pressure = 20 kN/sqm

Area of base provided = 323.02 sqm

Total Uplift Force = 6460.35 kN

On empty tank condition:

Wt. of base = 4441.49 kN

Total Support Reactions = 16019.32 kN

Wt. of ring beam = 549.78 kN

21010.59 kN

> 6460.35kN, HENCE OK

Provide T12, 4-legged stirrups @ 100mm c/c

Provide T12, 4-legged stirrups @ 200mm c/c

provide 4-T16 on each face.

N/mm2

As tve > tc, shear reinforcement is needed.

T*sv/(b1*d1*sv) + V*sv/(2.5*d1*sv)

Using T12, 4-legged stirrups,

spacing should not exceed x1 , (x1+y1)/4 and 300.

As tve > tc, shear reinforcement is needed.


7/7

OVERHEAD SERVICE RESERVOIR AT BHARATPUR, RAJASTHAN - 850KL CAPACITY .

REACTIONS AT COLUMN SUPPORTS FOR DEAD + LIVE LOAD COMBINATION

Fx Fy Fz Mx My Mz

50 22 1.17 2002.40 0.00 0.00 0.00 -0.91

51 22 -1.17 2002.42 0.00 0.00 0.00 0.91

52 22 0.00 2002.41 -1.17 -0.91 0.00 0.00

53 22 0.00 2002.41 1.17 0.91 0.00 0.00

54 22 0.83 2002.42 -0.83 -0.64 0.00 -0.64

55 22 0.83 2002.41 0.83 0.64 0.00 -0.64

56 22 -0.83 2002.43 -0.83 -0.64 0.00 0.64

57 22 -0.83 2002.42 0.83 0.64 0.00 0.64

16019 kN

0.16 28.40 m

0.08 0.923 sec

1.5

5

= 1.474

(Z/2)*(I/R)*(Sa/g)

= 0.035

Ah*W

= 566.69 kN

261.55 kN

261.55 kN

2.17

2.17

T = 0.075*h0.75

Zone Factor, Z = Ht. of structure, h =

Design Base Shear, Vb' =

Base Shear X-Dir,Vbx =

Sa/g = 1.36/T

Moments (kNm)Forces (kN)Node

No.L/C

Total wt. of structure, W =

Response Reduction Factor, R =

Importance Factor, I =

T =

0.55 =< T =

850KL.revised.13.12.2010.annular

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