Elevated Storage Reservoir Design

DESIGN OF OVERHEAD TANK AT NAI BASTI, JAMMU

1.00 INTRODUCTIONThe following sheets pertain to the design of 2 lakh gallon capacity RCC Circular Overhead Tank. The tank is proposed to be built at east of Jammu city, at Nai Basti under the water supply project. It is basically a circular intze type tank with RCC shaft supporting the tank and the shaft is rested on open foundation.

2.00 REFERENCESIS 3370 -2009 Code of Practice for Concrete structures for the storage of liquids

Part 1 : General RequirementsPart 2 : Reinforced Concrete Structures

IS 11682 -1985 Criteria for design of RCC staging for overhead water tanksIS 875 : 1987 Code of Practice for Design Loads (other than earthquake) for buildings & structures

Part 2 : Imposed LoadsPart 3 : Wind Loads

IS 1893 : 1984 Criteria for earthquake resistant design of structuresIS 11089: 1984 Code of Practice for Design & Construction of Ring FoundationKuang-han Chu & Omar.F.Afandi : Analysis of circular & annular slabs for chimney foundations

3.00 PRINCIPAL PARAMETERS

General

Capacity of tank proposed V = 909

Free board = 0.60 m

SBC of soil = 15.00

Density of water = 9.81

Density of concrete = 24.00

Density of soil = 19.00Type of Foundation = Solid Circular Raft FoundationDepth of foundation below ground level = 1.50 m

Material PropertiesGrade of Concrete tank = M30

shaft = M30foundation = M30

Grade of Reinforcement = Fe500

Top Dome

Inner Radius = 6.00 m

Rise = 2.00 m

Thickness = 0.10 m

Ring beam below dome

m3

hb

T/m2

kN/m3

kN/m3

kN/m3

r1

h1

t1

Depth = 400 mmWidth = 400 mm

Bottom Dome

Inner Radius = 4.00 m

Rise = 1.60 m

Thickness = 0.20 m

Cylindrical Tank wall

Inner Radius = 6.00 m

Thickness = 0.40 mHeight h = 6.30 m

Ring beam below wallDepth = 600 mmWidth = 800 mm

Conical Shell below wallThickness = 0.60 m

Extent of shell = 4.00 m

Ring beam below bottom domeDepth = 600 mmWidth = 800 mm

RCC ShaftDiameter = 8.00 mThickness = 0.20 mHeight of shaft = 20.00 m

Annular Circular FoundationWidth of foundation = 3.00 mThk. of footing = 0.60 m

Design Parameters ( IS 3370-2009 Part II)

Clear cover to reinforcement = 40 mm

Concrete stresses M30Direct tensile stress in concrete = 1.5Bending Tensile stress in concrete = 2.0Direct comp. stress in concrete = 8.0Comp. stress in bending in concrete = 10.0

Reinforcement stresses IS 3370 Part-2Direct tension, bending & shear = 130Direct Compression = 140

r3

h2

t3

r2

t2

h3

N/mm2

N/mm2

Acceleration due to gravity g = 9.81

3.10 DESIGN CONSTANTS M30Modular ratio m = 280 9.33

Neutral Axis Constant k = 1.00 0.42

Lever Arm constant j = 1 - k/3 0.86

MOR constant Q = 1.80

4.00 DESIGN VOLUME

Volume of water inside tank6

= 3.14 1231.20 +6.00

= 920.65

Total height of structure above ground = 30.50 m

m2/s

3 x cbc

1 + (st / m.cbc )

N/mm2 0.5 x cbc x k x j

= 3 (r12 + r2

2) ( h - hb ) + 2 (r22 + r2.r3 + r3

2) h3

m3

5.00 DESIGN OF TOP DOME

Live Load on dome roof =Area exposed = x 10.00 x

=

Self weight of roof = 0.10 x 24.00 =

Total Load on dome, w = 3.14

From geometry of dome , we have

2.00 6.00 2

R = 10.000 m

= D = 6.00 = 0.60002R 10.000

= 36.87 0.644 rad.)

= 0.800

5.10 Hoop stress at springing level = 1 =(compressive) t

=

=

<

Hoop stress at crown = 0

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

Ast reqd. = 0.24 % = 240.00

Ast provided = T10 @ 200 mm c/c = 392.70

5.20 Meridional thrust at springing level, T = wR =

=

Meridional stress = 17.42 =

0.10 =

>

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

Ast reqd. = 0.24 % = 240.00

Max.(0.4, 0.75 - 0.52h12/(2r1)

2) =

2

kN/m2

R2 - (R - )2 =

sin

o (

cos

wR cos -1 + cos

N/mm2

mm2

mm2

1 + cos

mm2

Ast provided = T10 @ 200 mm c/c = 392.70

Total Load of dome = Surface Area of dome x Intensity of loading

= x 10.00 x= 301.59 kN

c.g of this load = where

R == 972.00

112.00= 8.68 m above the centre of the sphere

mm2

2

3 (2R - h1)2 h1=

4 (3R - h1)

6.00 DESIGN OF RING BEAM AT JUNCTION OF TOP DOME & WALL

Hoop tension on ring beam = = 17.42 x2 = 83.61 kN

Steel area reqd. = 83.61 x 1000 =130

Provide 6 No. bars 12 mm bars ( = 678.58

Hoop stress in concrete = T = 83.61 xAc + (m-1) As 160000 +

= 0.50

> 1.50

Volume of beam = x 6.20 x

= 6.23

Weight of beam = 149.59 kN

7.00 DESIGN OF CYLINDRICAL SIDE WALL

Hoop tension on wall base = 6.00 x 61.80= 370.82 kN

Steel area reqd. = 370.82 x 1000(total of both faces) 130

= 2852.45

Ast provided = T20 @ 200 mm c/c = 1570.80(each face)

Hoop stress in concrete = T = 370.82 xAc + (m-1) As 400000 +

= 0.87

> 1.50

Distribution steel = 0.24 % = 960.00

Ast provided = T12 @ 200 mm c/c = 565.49

Volume of wall = x 6.20 x

= 98.17

Weight of wall = 2356.04 kN

T cos .D

mm2

N/mm2

N/mm2

2m3

mm2

mm2

N/mm2

N/mm2

mm2

mm2

2

m3

8.00 DESIGN OF RING BEAM AT BOTTOM OF WALL

Length of beam = x 6.40= 40.21 m

Load of dome on beam = 301.59 = 7.50 kN/m40.21

Load of top ring beam = 149.59 = 3.72 kN/m40.21

Load of wall on beam = 2356.04 = 58.59 kN/m40.21

Self weight of beam = 0.60 x 0.80 x= 11.52 kN/m

Total vertical load on beamV1 = 7.50 + 3.72 +

81.33 kN/m

=

Horz.force on beam due to V1 H = =

Hoop tension due to above load , Hv = H.D /2= 40.67 x

Hoop tension due to water Hw =

Hw = 61.80 x= 148.33 kN

Total Hoop Tension = Hv + Hw = 392.32 kN

Steel area reqd. = 392.32 x 1000 =130

Provide 8 No. bars 25 mm bars ( = 3926.99

Weight of beam = 11.52 x 40.21 =

Hoop stress in concrete = T = 392.32 xAc + (m-1) As 480000 +

= 0.72

2

Angle between wall & conical shell, = tan-1 h3

r1 - r3

V1 cot

wh x d x D/2

mm2

N/mm2

< 1.50

Min. shear steel, Asv = 0.4b.d = 1476.92fy

Provide 4 L stirrups 10 mm @ 200 mm c/c

Shear Steel provided = 1570.80

N/mm2

mm2

mm2

9.00 DESIGN OF CONICAL DOME

The conical dome shall be designed fora) Hoop Tensionb) Meridonial thrust

6.30 10.30

2.00

Area of water on conical slab = (6.3 + 10.3) x2

Average radius of conical shell = (6 + 4 ) =2

Weight of water on conical slab, Ww = 16.60= 5115.96 kN

Lever arm, x = 0.92 m

Weight of conical slab, Ws = 4.57= 2313.02 kN

Total load at base of conical slab = 3270.47 += 10699.45 kN

Load per unit length V2 = 10699.455.000

a) Meridional Thrust T == 340.57 x

Meridional Stress = 380.77 x 1000 =1000.00 x 600

>

b) Hoop tensionThe hoop tension will be maximum at the top of the conical slab as the diameter is max.

x 2

x

x 2

V2 cosec.

at this location.

Hoop tension H = ( + ) D/2

Average height of water = (6.3 + 10.3 = 8.30 m2

Water pressure, p = 8.30 x 9.81 =

Conical slab weight, q = 0.600 x 24.00 =

= 63.43

Hence, H = ( 81.42 x 1.12 + 14.40 x= 589.40 kN

Hoop stress in concrete = T = 589.40 xAc + (m-1) As 600000 +

= 0.92

> 1.50

Ast reqd. = 589.40 x 1000 = 4533.86(both faces) 130

Ast provided = T25 @ 200 mm c/c = 2454.37

Distribution steel reqd. = 0.24 % = 1440.00

Ast provided = T20 @ 200 mm c/c = 1570.80

c.g of the conical slab from base =

= 1.74 m

p cosec. q cot.

Angle , o

N/mm2

N/mm2

N/mm2

mm2

mm2

mm2

(r 2 2 + 2r 2.r 3 + 3r 3

2) h 3 4 (r2

2 + r2.r3 + r32)

### DESIGN OF BOTTOM DOME

Total Load on dome, w = 5226.59

From geometry of dome , we have

1.60 4.00 2

R = 5.80 m

= D = 4.00 = 0.68972R 5.80

= 43.60

= 0.724

Water Load on dome 4.00 10.30 -

= 4946.71

Area of dome surface = x 5.80 x

Self weight of dome = 58.31 x 0.20 x

Total load intensity on dome = 4946.71 + 4.80 =58.31

a) Hoop stress at springing level = 1 =(compressive) t

=

=

>

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

Ast reqd. = 0.24 % = 480.00

Ast provided = T12 @ 200 mm c/c = 565.49

b) Meridional thrust at springing level, T = wR =

=

Meridional compresssive stress = 301.54 =

0.20 =

<

kN/m2

R2 - (R - )2 =

sin

o

cos

= x 2 x

kN

2

wR cos -1 + cos

mm2

mm2

1 + cos

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

c.g of this load = where

R == 300.00

63.20= 4.75 m above the centre of the sphere

3 (2R - h1)2 h1=

4 (3R - h1)

11.0 DESIGN OF RING BEAM AT JUNCTION OF BOTTOM DOME & SHAFT WALL

Weight of water = 920.65 xWeight of top dome & ring beam = 301.59 +Weight of side wall & ring beam = 2356.04 +Weight of conical wall & bottom dome = 2313.02 +Self wt. of beam x 0.6 x 0.8 x 24Total Load on beam

Load intensity on beam = 15213.3925.13

= 605.32 kN/m

Angles = 63.43 o

= 43.60 0

Thrust from conical slab = 451.18 + 2819.29 += 10699.45 kN

Thrust intensity of T1 = 10699.45 = 425.72 kN/m25.13

Thrust from bottom dome = 4946.71 + 279.88 =

Thrust intensity of T2 = 4946.71 = 196.82 kN/m25.13

Hoop tension on ring beam = - =

Steel area reqd. = 258.91 x 1000 =130

Provide 8 No. bars 20 mm bars ( = 2513.27

Hoop stress in concrete = T = 258.91 xAc + (m-1) As 480000 +

= 0.52

> 1.50

Direct stress due to vertical load = 605.32 x600 x

= 1.26

< 8.00

=2 x

T1 cos T2 cos

mm2

N/mm2

N/mm2

N/mm2

N/mm2

12.0 DESIGN OF ANNULAR R.C.C SHAFT

Grade of Concrete = M30

AS per IS 11682:1985, Min. thickness of shaft < where D =

120 =< 166.67 mm

Hence, provide thk t = 200.00 mm

Opening size at base = 1.00 m x 2.10m

From sketch, = 0.125

Wind Pressure considered

w = 1.50

Volume of shaft = 20.00 x 4.100 x

Slf Weight of shaft = 103.04 x 24.00 =

Summary of Forces on Shaft

ComponentWeight Area exposed

(kN) A (sqm.)Top dome 301.59 125.66Ring beam below top dome 149.59 5.12Side wall 2356.04 80.64Ring beam below wall 463.25 8.16Conical slab 2313.02 44.80Bottom dome 279.88Ring beam below bot. dome 318.48 5.76RCC Annular shaft 2473.06 168.00Total self weight of tank W = 8654.91 kN

Weight of water 9031.54 kN

Wind Load Moment, Mw = = 12815.31 kNm

Ovalising Moment , Mo = (Refer IS 11682:1985)where r = mean radius of shaft =and p = wind pressure in Mpa

Hence, Mo = 8.32 kNm/m

150 + (D-6000)

kN/m2

x 2

F.y

3.3pr2

From IS 11682, we have

Max. compressive stress in concrete

Parameters Empty Tank Full TankW 8654.91 17686.45e (M/P) 1.48 0.72e/r 0.36 0.18

0.42 0.42

Max. stress in concrete (Mpa) 3.27 5.26Permissible stress (Mpa) 8.00 8.00

OK OK

As per IS11682, Cl.8.2.2,Provide vertical steel min. = 0.25 % distributed in both faces

= 500.00

Ast provided each face = T10 @ 200 mm c/c =

Provide hoop steel min. = 0.20 % distributed in both faces

= 400.00

Ast provided each face = T10 @ 200 mm c/c =

mm2

mm2

12.1 Seismic Analysis of shaft (As per provisions of IS1893:1984)Since Jammu is in Zone-IV, we have

Mod. of elasticity of concrete Ec = 5000 fck =Zone factor = 1.0

Moment of Inertia = =Seismic Zone Factor Fo = 0.25

Importance Factor I = 1.5

Type of soil = Medium

Parameters EmptyWeight considered (kN) 7006.21

Deflection (m) 0.020Time Period T (sec.) 0.28For 5% damping Sa/g 0.20

Horizontal Seismic Coefficient 0.075Base shear, H (kNm) 525.47Base Moment, M (kNm) 10509.31e/r 0.30Max. compressive stress in conc. (Mpa) 3.03Permissible stress (Mpa) 10.66

OK

MI (2r)3.t /8

=Wl3/3EI2 / g

.I.Fo.Sa/g

14.0 DESIGN OF CIRCULAR RAFT FOUNDATION

The following sheets pertain to the design of 2 lakh gallon capacity RCC Circular Overhead Tank. The tank is proposed to be built at east of Jammu city, at Nai Basti under the water supply project. It is basically a circular intze type tank with RCC shaft supporting the tank and the shaft is rested

Code of Practice for Concrete structures for the storage of liquids

Criteria for design of RCC staging for overhead water tanksCode of Practice for Design Loads (other than earthquake) for buildings & structures

Code of Practice for Design & Construction of Ring FoundationKuang-han Chu & Omar.F.Afandi : Analysis of circular & annular slabs for chimney foundations

Solid Circular Raft Foundation

h

h1

r1

r2

h2 h3

M251.52.06.08.5

IS 456 :2000230190

r3

M2510.98

0.29

0.90

1.11

608.00 - 80.90

>V, Hence OK

( h - hb ) + 2 (r22 + r2.r3 + r3

2) h3 - (3r32 + h2

2) h2

0.742.00

125.66

2.40 125.66

31.36 x 0.240.10

76.65

0.08

8.00OK

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

OK

31.361.80

17.42

174.20

0.17

8.00OK

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

kN/m2

m2

kN/m2

kN/m2

N/mm2

N/mm2

kN/m

kN/m2

N/mm2

N/mm2

OK

Surface Area of dome x Intensity of loading

2.00 x 2.40

2.00 m

10.00 m

above the centre of the sphere

0.800 x 6.00

643.19

) OK

10005655

OK

0.40 x 0.40

6.3

OK 61.80

100026180

OK

each face OK

0.40 x 6.30

mm2

kN/m2

24

58.59 + 11.52

63.43

81.33 = 40.67 kN/m2.00

6.00 = 243.99 kN

where d = depth of beam

= water load

0.40 x 6.00

3017.82

) OK

463.25 kN

100065450

o

wh

mm2

OK

/m

/m OK

2.00 = 16.60

5.000 m

x 5.000 x 9.81

x 11.200 x 0.60 x 24

5115.96 + 2313.02

= 340.57 kN/m

1.12 = 380.77 kN

0.63

8.00OK

The hoop tension will be maximum at the top of the conical slab as the diameter is max.

m2

N/mm2

N/mm2

81.42

14.40

0.50 ) x 6.00

100040906

OK

each face OK

OK

kN/m2

kN/m2

+ 3r 3 2) h 3

1.60 3 x5.8-1.6) 9.813

1.60 = 58.31

24.00 = 279.88

89.64

519.90 x 0.1440.20

374.69

0.37

8.00 OK

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

OK

519.901.724

301.54

1507.71

1.51

8.00 OK

2 (

m2

kN

kN/m2

kN/m2

N/mm2

N/mm2

kN/m

kN/m2

N/mm2

N/mm2

Hence, providing minimum steel of 0.24% as per IS3370- 2009 Part II, we have

1.60 m

5.80 m

above the centre of the sphere

DESIGN OF RING BEAM AT JUNCTION OF BOTTOM DOME & SHAFT WALL

9.81 = 9031.54 kN149.59 = 451.18 kN463.25 = 2819.29 kN279.88 = 2592.90 kN

= 318.48 kN15213.39 kN

2313.02 + 5115.96

5226.59 kN

-258.91 kN/mindicates compression

1991.58

) OK

100020944

OK

1000800

OK

mm2

internal dia of shaft8000 mm

OK

0.20 = 103.04

2473.06 kN

Force (A x w) c.g from GLF (kN) y (m)

188.50 29.187.68 28.20

120.96 24.8512.24 21.4067.20 18.84

8.64 19.80252.00 9.50657.22 kN

4100 mm

m3

% distributed in both faces

392.70 OK

% distributed in both faces

392.70 OK

mm2

mm2

27386

43.30

Full16037.74

0.0450.420.18

0.0681082.55

21650.950.306.20

10.66OK

N/mm2

m4

BILL OF QUANTITIES FOR R.C.C OVERHEAD TANK

Sl. Items of Concrete Measurement 1.00 Top Dome x 10.00 x 2.00 x 0.10

x 10.00 x 2.00

2.00 Top dome beam x 6.20 x 0.40 x 0.40x 6.20 x 1.20

3.00 Side wall x 6.20 x 0.40 x 6.30x 6.20 x 12.60

4.00 Beam below wall x 6.40 x 0.60 x 0.80x 6.40 x 2.00

5.00 Conical slab x 4.57 x 0.60 x 11.20 x 4.57 x 11.20

6.00 Bottom dome x 5.80 x 1.60 x 0.20x 5.80 x 1.60

7.00 Bottom dome beam x 4.40 x 0.60 x 0.80x 4.40 x 2.00

8.00 Shaft x 4.10 x 0.20 x 20.00x 4.10 x 40.00

8.10 Openings ventilators 6 0.50 x 0.50door 1 2.10 x 1.50

9.00 Type of Foundation Pile Foundation

Annular Footing

kicker x 4.10 x 0.40 x 0.60x 4.10 x 0.60

stem x 4.10 x 0.60 x 0.30x 4.10 x 0.30

base x 4.10 x 3.00 x 0.60x 4.10 x 0.60

OR

Pile FoundationDia = 600 x 0.090 x 25.00 x 40

Length = 25000No. = 40

Capacity = 125MT

22

22

22

22

22

22

22

222222

Pile capWidth = 3000 x 4.10 x 3.00 x 1.00Depth = 1000 x 4.10 x 1.00

OR

Solid Circular Footing x 7.85 x 7.85 x 1.00x 7.85 x 1.00

10.00 Walkway10.10 Around tank 1.00 m wide x 6.90 x 1.00 x 0.12

( 2 Nos.) 0.12 m thk x 6.90 x 1.0010.20 Landings 1.00 m wide 9 x 1.00 x 1.00 x 0.12

0.12 m thk 9 x 1.00 x 1.001.50 m wide 1 x 1.50 x 1.50 x 0.15

0.15 m thk 1 x 1.50 x 1.505.00 m wide 1 x 5.00 x 0.75 x 0.35

0.35 m thk 1 x 5.00 x 5.001.90 m wide 1 x 1.90 x 1.00 x 0.15

0.15 m thk 1 x 1.90 x 1.900.50 m wide 1 x 0.50 x 1.00 x 0.15

0.15 m thk 1 x 0.50 x 0.50

11.00 Inner circular partition wall x 5.80 x 0.20 x 6.30(optional) x 5.80 x 12.60

12.00 M.S Ladder with railing

13.00 Additional railing on landings

14.00 Aluminium Ladder inside tank 2 x 8.00

15.00 Excavation footings x 5.60 x 5.60 x 1.50pilecap x 4.10 x 4.10 x 1.10

16.00 PCC footing x 4.10 x 3.20 x 0.10pilecap x 4.10 x 3.30 x 0.10inside shaft x 16.00 x 0.15

17.00 Painting 17.10 walls inside x 6.00 x 6.30

outside x 6.40 x 6.3017.20 conical inside x 5.00 x 4.57

outside x 5.60 x 4.5717.30 bot.dome inside

outside17.40 Top dome inside

22

2

44

22

22

2222

outside17.50 Shaft inside x 4.00 x 20.00

outside x 4.20 x 20.0017.60 Partition wall inside x 5.70 x 6.30

outside x 5.90 x 6.3017.70 Walkways

2222

Length (m) HYSD Steel (MT)12.57 0.75% 0.80

125.66

6.23 1.50% 0.7046.75

98.17 2.75% 21.60490.84

19.30 1.00% 1.5080.42

96.38 3.00% 23.20321.25

11.66 0.75% 0.7058.31

13.27 0.75% 0.8055.29

103.04 1.20% 9.901030.44

0.30 1.500.63 3.15

57.1938.64

6.18 1.50% 0.7015.46

4.64 2.00% 0.707.73

46.37 1.50% 5.6015.46

282.74 2.00% 45.30

Volume (m3)Formwork

(m2)

77.28 2.75% 17.0025.76

193.59 2.00% 31.0049.32

10.40 1.50% 1.2086.71

1.08 1.50% 0.109.00

0.34 1.50% 0.002.25

1.31 1.50% 0.2025.00

0.29 1.50% 0.003.61

0.08 1.50% 0.000.25

45.92 2.20% 8.10459.18

131.10

23.00

117.86

16.00

148.0059.00

8.009.007.54

237.50253.34143.42160.63

58.3158.31

125.66

125.66502.65527.79225.63233.55126.82

Annular Circular FootingSolid Circular FootingPile Foundation

Karnataka Municipal Reforms Project (KMRP) Detailed Project Report- New OHTat Jewargi Town

Shah Technical Consultants Pvt Ltd (STC) 44of 47

Si. No. Description Unit Qty.

1 Earth work excavation

0 to 2 mtr Depth

a In all soils Cum 59.00b In disintegrated rock, soft rock wihtout resorting to blasting.

2m to 4 mtr Depth Cum

cCum

2

R.M 25.00

3 PCC M7.5B below pilecap Cum 9.00PCC M10B within shaft wall area at ground level

Cum 7.60

4

Cum 282.80Pilecap Cum 77.30

Civil Work Items - RCC Over Head Tank of 2000 cu.m capacity and over 30m staging height

Earthwork in excavation for foundation for pile caps in all types of strata other than hard rock upto 3m depth

Boring in all types of soil (excluding rock) for piling of 600 dia piles including protection of sides by either using temporary liner or driller's mud, etc. complete

Providing M-35 for R.C.C. 600 dia cast in situ bored piles, each of load capacity as designed, place through steel shell sunk to the required depth through all type of strata excluding provision of reinforcement including placing concrete by tremmy arrangment including all leads and lifts,compaction of concrete including chipping and dressing of RCC Piles,cleaning the reinforcement etc complete.

Karnataka Municipal Reforms Project (KMRP) Detailed Project Report- New OHTat Jewargi Town

Shah Technical Consultants Pvt Ltd (STC) 45of 47

Si. No. Description Unit Qty.

5 RCC M 30C grade concrete for RCC Shaft. 102.20

6 RCC M 30C grade for RCC work (excluding cost of reinforcement)

Top, middle and bottom ring beam Cum 38.90Bottom dome Cum 11.66Conical dome Cum 96.38Walkway Slab Cum 13.50Side wall Cum 98.20Top dome Cum 12.60Internal RCC Circular Partition wall Cum 46.00

Karnataka Municipal Reforms Project (KMRP) Detailed Project Report- New OHTat Jewargi Town

Shah Technical Consultants Pvt Ltd (STC) 46of 47

Si. No. Description Unit Qty.

7Cum 3.10

8 HYSD steel reinforcement M Ton 132.00

9

Sqm 564.90

10

2779.30

11

23.00

12

1

1316.00

Cement mortar plastering 1:3 proportion 12 mm thick for both inside and outside surface for top dome

Plastering in C.M. 1:3 proportion including smooth finishing with minimum 2% of approved quality of water proof compound for RCC over head tank and giving satisfactory water proof testing for side walls, shell portion, bottom dome, bottom slabs

Two coats of water proof cement painting of approved colour and shade over one coat of primer before removal of scaffolding for new R.C.C. over head tanks

M.S. ladder 45 cms. wide using angle iron of size 65 mm x 65 mm x 8 mm and 20 mm M.S. bars at 25cms. centre to centre with necessary supports of same angle iron as directed including hand railing on both sides with 25mm dia G.I. pipes with angle iron props at 2 mtrs, interval and 0.5 mtr, height

M.S. Inspection door of size 60 cms x 60 cms. including M.S. frame, size 50 x 50 x 6 mm and shutters of 3mm thickness with hinges at top and locking arrangements, painting

Aluminium monkey ladder 45 cms. wide including hand railing & cage to be provided inside the tank

Karnataka Municipal Reforms Project (KMRP) Detailed Project Report- New OHTat Jewargi Town

Shah Technical Consultants Pvt Ltd (STC) 47of 47

Si. No. Description Unit Qty.

14

Mtr 117.90

15 Pull and push type rolling shutters of approved make as per specifications Sqm 3.15

16Cum 41.00

Supplying & fixing 40 mm dia G.I. medium duty pipes hand railing 3 rows fixed to 1:2:4 (M-150) vibrated R.C.C. post of size 100 x 150 mm at top and 150 x 150 mm at bottom placed at 2 Mtr. intervals for a height of 750 mm painting G.I. pipes with two coats of anticorrosive steel paint over a primer coat

Refilling pipeline trenches and foundation with selected available earth from trench excavation and foundation