design & estimation of intze tanks-major project report

8/10/2019 Design & Estimation of Intze Tanks-Major Project Report

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Design of Roof Dome:

Considering a rise of 1.80 m, radius of the roof dome is given from

1.80(2R-1.80) = (4.75)2

R = 6.525m.

Sin = (4.5)/6.525= 0.7241

and = 43.36< 51.8

Hence no tension

Assuming t = 100mm.

Hoop stress @ level of springing:

f = [cos ]

= [0.72 . ]

f =0.0298 N/mm2

Hoop stress @ Crown:

=0


39/75

f = .. [1 ]

f =0.107 N/mm2

Meridional thrust @ level of sprining:

T =

= ..

=18778.34 N/m

Compressive stress

= .

=0.125 N/mm2 provoide 8mm

Ring beam @ top :

Horizontal component of T= Tcos

=13520.40 N/m

Hoop stress in the ring beam

=14339.82

=60841.82

Area of steel required

= ..

=311.73 mm2

We have to provide 12 mm,4 bars of 452.38 mm

Size of the ring beam:

Let the area of the ring beam section = A mm2

Equivalent concrete area = +(m-1)

= +(13.33-1)452.38


40/75

= +5577.8454

Limiting tensile stress on the eqvivalent concrete area to 2 N/mm2

Cylindrical wall:

Pressure intensity at the bottom of cylindrical wall = 49810

=39240 N/mm2

Consider bottom strip of the wall as 1 mm.

Hoop tension = 39240

= 176580 N

Ast

=.

= 853.04 mm2

Provide 8 bars of 12 mm diametre of 142.85 mm distance.

Thickness of the wall may be kept as 200 mm.

Distribution steel = [200 1000]

= 480 mm2

Provide 8 mm diametre bars.

= .

Provide 10 mm diametre bars of spacing 100 mm between them.

Check for compressive stress at the bottom of the cylindrical wall.

Vertical component of T1 = V1 = T1sin = 24917 0.68

= 17184.137 N/m.

Weight of the wall = 0.2 4 25000

= 20000 N/m.


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Weight of ring beam = 0.2 0.2 25000

= 1000 N/m.

Total load V2 =38184.137 N/m.

Compressive stress = .

= 0.19 N/mm2

Nominal vertical stress is equql to 0.24% of gross area.

Vertical steel = . 200 100

= 480 mm2

Provide 10 bars of 8 mm diametre of spacing 100 mm.

Ring beam at B :

Let T2 be the thrust /m run exerted by the conical wall at the junction B.

Resolving vertically at B

T2sin = V2

tan = ..

= 1

= 45 .

T2 =

= .

= 54000.52 N/m.

Resolving horizontally at B

H2 =T2cos =54000.52 cos 45

= 38184.137 N/m


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This horizontal load H2 will produce a hoop tension in ring beam B

Hoop tension due to H2 =H2

=38184.137 N

=171828.6165N

Let the rinmg beam be 500mm deep

Water pressure on the ringh beam

=9810 4

=19620 N/m

Hoop tension due to water = 19620

=88290 N

Total hoop tension = 88290 +171828.61

= 260118.61 N

Steel for hoop tension = ..

= 1256.611mm2

Provide 6 bars 18 mm

Ast = 1526.81 mm2.

Let A be the area of ring beam

Equivalent concrete area = A+(m-1)Ast

= A+(13.33-1) 1526.81

= A+18825.61

Limiting the tensile stress on the equivalent concrete area to 2 N/mm2

.

. = 2

Ac =11233.688 mm2


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Provide 250 500 mm size

Design of conical slab:

Conical slab should be designed for

a) Hoop tensionb) Bending as it spans on a sloping slab from the ring beam @ B at the ring

girder @ c

Design for hoop tension:

+ tan

Where

Ww= weight of water resting on the conical slab.Ws = weight of the conical slab.

= inclination of the conical slab with the horizontal.

Area of water section standing on the conical slab

=. 1.5 = 7.125 m2.

X =[ . ]

. = 0.52 m.

Weight of water resting on the conical slab Ww = 9810 7.125 2 [3.52]

= 1545882.24 N

Length of conical slab = 2.121 m.

Take thickness of the slab as 200 mm.

Weight of the conical slab Ws = 0.2 2.121 25000 2 [. ] = 249874.42 N.

Hoop tension =. .

=531838.349 N.

Hoop steel on the entire section = ..


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= 2569.267 mm2.

Provide 14 bars of 6 mm

=14 64 = 2814.86 mm2.

Design for bending moment:

Load per metre width of the conical slab =

= . . . = 76214.279 N.

Maximum bending moment = = . .

= 14290.177 Nm.

Axial compression V2 = T2sin = .

= 54000.52 N.

Providing 16 mm diametre bar at clear covers of spacing 25 mm.

Effective depth = 20025 8 = 167 mm.

Distance between centre of section and centre of steel x = d = 167100

= 67 mm

Resultant bending moment = M+T2.x =14290.177 10 +54000 67

= 17908212.15 Nmm.

Ast =.. = 518.04 mm

2

Spacing of 16 mm diameter bars = 333.33 mm and provide 3 bars.


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The bottom dome:

Let R be the radius of the dome,then 32 = 1.2(2R1.2)

= 4.35 m.

Let 2 be the angle subtended by the dome.

sin = = 43 36

cos = 0.68

Thickness of dome = 200 mm.

Loads:

Dead load = 25000 0.2 = 5000 N/mm2.

Weight of water resting on the dome = [ h (3R )]

=9810[155.50817.869] = 1350234.872

Area of dome surface = 2 Rh = 2 4.315 1.2


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= 32.79 m2.

Load intensity due to weight of water = .. = 41178.25 N/m2.

Total load intensity = 5000+41178.25 = 46178.25 N/m2.

Meridional thrust = = . ..

= 116788.016 N/m.

Meridional compressive stress = . = 0.583 N/mm2.

Hoop stress = [cos ]

= . .. [0.72

. ]

= 0.139 N/mm2.

Hoop stress at the crown = 0 .

Maximum hoop stres = [cos ] = 502188.46

= 0.502 N/mm2.

These stresses are low and hence provide nominal 0.3% steel.

Provide 8 mm bars @100 mm spacing.Circular girder:

The total load on the circular girder consists of the following;

Total weight of water W1 = weight of water on conical slab + weight of water ondome.

= 1545882.24+1350234.872 = 2896117.112.

Weight of dome + cylindrical wall + ring beam at A W2 = 38184.137 2 4.5

= 1079631.039 N.

Weight of ring beam at B W3 = 0.25 0.5 25000 2 4.5

= 88357.29 N.

Weight of conical wall W4 = 249874.42 N.


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Weight of lower dome W5 = 5000 32.79 = 163950 N.

= 0.0075 4560396.668 3 = 102608.925 N.

Torsion = 0.0015 W r = 20521.785 N. (from table 2)

Angular distance for maximum torsion = 1244 .

Let us provide 8 coloumns.

Bending momment at the support = 0.0083W r = 0.0083 4591027.197 3

= 114316.577 Nm.

Bending moment at centre = 0.00416W r = 0.00416 4591027.197 3

=57296.01 Nm.

Torsion = 0.0006 4591027.197 3 = 8263.84 Nm.

Angular distance for maximum torsion = 933 .

Load at each support = = .

= 573878.39 N.

Shear force at the support = , V = 286939.199.

Design at support section:

Equating moment of resistance to the bending moment at support

0.913bd2 = 114316.577 1000,

0.913 400 d2 = 114316.577 1000,

Then d2 = 278458.26, d =560 mm.

Let the clear cover be 40 mm.

Over all depth of beam = 600 mm.

Actual effective depth = 600 mm.


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Equivalent shear force = V+1.6 = 286939.199+1.6 .

= 287160.093+( . . ).

Vc = 319994.559.

Equivalent nominal shear stress ve = =. = 1.42 N/mm2.

Maximum shear stress ma x> v.

ma x= 1.8 N/mm2.

c< v.

Provide longitudinal and transverse reinforcement according to B-6.4

Longitudinal reinforcement:

Me = M+Mt , Mt =( )

. =. [ ]

.

= 12152705.88 Nmm.

M = moment at crosssection.

Mer = 1000 114316.577+12152705.88 = 126469282.9 Nmm.

Ast= . = .

= 1080.187 mm2.

Transverse reinforcement:

Asv= + . , b1 = 40080 = 320 mm , d1 = 60080 = 520 mm.

Asv = [. + .. ]Sv

Providing 4 legged 10 mm stirrups.

Asv= 315 mm2 , 315 = 1.175, Sv = 267.95 mm.

Take Sv as 250 mm.

[ ]b Sv ,. . 400 Sv = 315 , Sv= 158.88 mm.


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Provide 150 mm spacing.

Steel for sagging moment = . .

= 494.27 mm2.

Provide 5 bars of 12 mm diameter.

Ast = 565.48 mm2.

Hoop stress:

Tc = thrust exerted by the conical slab on the girder.

Tcsin 2 r = Ww+Ws+weight of cylindrical wall and upper dome.

Tcsin 2 r = 154588.24+249874.42+1079631.039

Tcsin 2 r = 2875387.699.

Tc =. = 215729.87 N.

Horizontal component of Tc = 215729.87 cos45 , H1 = 152544.055 N.

Horizontal component due to dome = 11678.016cos 43 36, H2 = 84574.59,

H1H2 = Net,Net = 67969.46 N. Hoop stress = 67969.463 = 203908.38 N.

Hoop compressive stress =. = 0.849 N/mm2.

Coloumns:

Coloumns should be designed for direct loads coming upon them and for thebending moments caused by wind load.

Vertical load on one column at top = .

= 573878.399 N.

Let be the inclination of the column with the vertical.

tan = , = 5 42 , sin = 0.0995, cos =

= 0.995.

Actual length of column = 10 + 1 = 10.05 m.

Providing 300 mm 300 mm column.


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Wt. Of column =10 0.3 0.3 25000

= 22500 N

Total vertical load = 573878.399+22500 N

= 596378.399 N

Corresponding axil load = ..

= 59375.2754 N

When tank is full = 599375.2754 N

Wt. Of water in tank = .

=3620124.639 N on each co lumnVertical load on each co lumn when tank is empty

= 596378.399362014.239

= 237361.036 N

Corresponding axial load=.

.

= 238553.805 N

Ignoring wind load effect if the steel requirement is Asc

Then cAc + tAsc =599375.275 N

5 Ac + 190 Asc =599375.275

5[400 400 sc] +190 Asc =599375.275

Asc =807.433 mm2.

Min. Requirement of steel = 0.8% =. [300 300]

=720 mm2

Provide 6 bars of 20mm dia. =1884 mm2

More steel has been subjected since column is subjected to B.M caused by windload.


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Analysis due to wind pressure:

Wind pr. =1200 mm2.

Wind force on the top dome & cylindrical walls =(4+. ) 9.4 1200

@Ht=13.95 =55272 N

Wind force on the circular wa ll= . . 1.5 01200

=14220 N

Wind force on circular girder =0.66.4 1200

=4608 N

Wind force on column & braces =50.3 10 1200+3 0.3 1200

=25560 N

Total moment of wind pr. About the base

=55272 13.95+14220 0.8+4608 10+25560 5

=10982500Nm.

Vetrical load on any column due to wind load = ^

2 =2 42 +4(

)2 =64m2

Max. Wind load force in the most leeward side &the most windward side.

= . =68656.275 N

Max. Wind force in columns marked 5

= . =48547.317 N

Consider the windword column 1

Vertical load due to dead +wind load

=596378.399 +68656.275 N


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=665034.674 N.

Corresponding axial load = ..

=668376.556 N

Horizontal comoponent of the axial forces caused by wind action

=2 68456.275 0.0995+4 48547.317 0.0995

=27285.39 N.

Aactualhorizontal force @ base

= 55272+14220+4608+2556027285.39 = 72374.61

Horizontal shear column =.

= 9046.826 N.

Maximum bending moment for the column = 9046.826 . = 11308.532 N.

Analysis of column section:

Direct load = 668376.556 N.

Bending moment = 11308.532 Nm.

Provide 300 300 column.

Provide 6 bars of 20 mm diameter at effective cover of 50 mm.

Ast = 1884 mm2,

Equivalent concrete area = Ac+(m-1)Ast = (300 300)+(12.33 1884)

= 113229.72 N

Polar moment of inertia of the equivalent concrete section,

= +(mAst effective depth fromcentre),

= +1884 12.33[150-50]2 = 1.582 109 mm4.

Equivalent moment of inertia about full section =. = 791.14 106mm4.


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Direct stress in concrete = = 5.9 mm2.

Bending stress in concrete = .. = 2.14 N/mm2.

Maximum stress = 5.9+2.14 = 8.04 N/mm2.

Design of braces:

Moment in brace BC = 2 moment for the column sec 45 ,

= 2 11308.532 2 = 31985.358 Nm.

Provide 300 300 mm bar section and a doubly reinforced beam with equal steel attop and bottom.

Ast = Asc =.

. = 702.357 mm2.

Provide 4 bars of 18 mmdiameter at top and equal amount at bottom.

Shear force for brace =

,

Span of brace =2 sin22 30 = 2.678 m.

Shesr force for brace = ..

= 23887.49 N.

Nominal shear stress v = =.

= 0.30 N/mm2.

Provide nomonal stirrups say 2 legged 10 mmdiameter stirrups at 200 mm clearcover.


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Design of foundation:

Total load on the column = 599375.27548 = 4795002.203 N.

Approximate weight of foundation is 10% of column loads.

= 479500.22 N.

Then total load is equal to 5274502.22 N.

Safe bearing capacity of 200 KN/m2 ,

Area = =.

= 26.37 m2

.Let us provide outer dia of 9.5 m and inner dia of 6.5 m.

= [9.526.52] = 37.69 m2.

Net intensity = ..


55/75

= 139.9 KN/m2.

139.9 KN/m2< 200 KN/m2.

Design of circular girder:

Maximum bending moment occurs at support = 0.00416W r = 11508.005 Nm.

Maximum bending moment occurs at support = 0.0083 4795002.203 4

= 159194.073 Nm.

Maximum torsion = 0.0006 W r = 11508.005 Nm.

Maximum shear force at support = . (from table 2)

= 299687.63 N.

Design at support section;

Moment of resistence = maximum bending moment at support.

0.913bd2 = 159194.073 1000 , bd2 = 174363716.30 ,

d = 590 mm ,clear cover = 60 mm , D = 650 mm.

Equivalent shear stress Vv = V+1.6 = 299687.63+1.6 . ,

= 336550.0176 N.Equivalent nominal shear v = = 1.14 N/mm2 , but c = 1.8N/mm2 ,

Hence c< v .

Longitudinal reinforcement:

Mel = M+Mt , Mt =( )

. =. [ ]

.

= 15569653.82 N ,Mel = 1000[159194.073+15569.653] = 174763.726 1000 N.

Ast =..

= 1430.964 mm2 ,


56/75

Provide 9 bars of 16 mm diameter bars.

Hence area os steel required is Ast = 1809.55 mm2 .

Transverse reinforcement:

Asv= + . , providing 4 legged 10 mm diamater of stirrups.

Asv = 4 52= 314 mm2, b1 = 500-80 = 420 mm , d1 = 650-120 = 530 mm,

314 = . + .. , 314 = Sr[0.224+0.983] , Sv = 260 mm.

Let us provide 200 mm clear cover spacing.

Steel for hogging mommentAst =.

.

= 653.31 mm2 ,

Provide 4 bars of 16 mm diameter.

Design of bottom slab:

Provide a cantilever projection beyond the face of the beam = 0.6 m.

Maximum bending moment for 1 m wide stirup = 139944.346 . Nm ,

= 2518.98 Nm.

Equating moment of resistence to bending moment ,

0.913 bd2 = 25189.98 1000 , b = 1000 mm.

Then d2 = 27590.339 , d = 166.1 mm.

Let us provide 170 mm effective depth and 40 mm clear cover.

D = 210 mm. Ast =.. = 715.82 mm

2.

Provide 4 bars of 18 mm diameter. Ast = 1017.87 mm2,and spacing of the bars is250 mm clear cover.

Distribution steel:


57/75

Provide 0.12 % steel and the steel required is =.

= 252 mm2.

Provide 6 bars of 8 mm diameter bars and spacing = = 160 mm clear cover.

Check for sliding:

Total load on the foundation when t ank is empty = 5274502.423-2896117.112

= 2378385.311 N

Horizantal force on the base = 72374.61 N.

Let coefficient of friction = 0.5

Fs=. .

. = 16.43.


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14. ESTIMATION

14.1 Detailed estimation :

Detailed estimate is an accurate estimate and consists of working out the quantitiesof each item of works, and working the cost. The dimensions, length, breadth andheight of each item are taken out correctly from drawing and quantities of each itemare calculated, and abstracting and billing are done.

The detailed estimate is prepared in two stages:

Details of measurement and calculation of quantities.

The details of measurements of each item of work are taken out correctly from planand drawing and quantities under each item are calculated in a tabular form namedas details of measurement form.

Abstract of estimated cost:

The cost of each item of work is calculated in a tabular form the quantities alreadycomputed and total cost is worked out in abstract estimate form. The rates ofdifferent items of work are taken as per schedule of rates or current workable ratesfor finished item of work.

Detailed estimation:

S.No

DECRIPTIONOF WORK

NOS

L m Bm

A m2 HorD(m)

QTYm3

REMARKS

1 Earthwork inexcavation

1 73.89 1 73.89 = /4= 9.72 /4

=73.89Earthwork infilling

1 64.316

2 a)R.C.C work infoundationb)steel infoundationi )Longitudanalii)Transverse

1

94

7.068

0.0082 0.0082

0.2 1.4136

0.0450.02 = 8


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3 R.C.C in columns

Steel in columns

8

86

0.3 0.3 0.09

0.012

10.04910.049

7.2350.151

4 RCC in

[email protected] in [email protected] from G.L

8

88

0.637

50.6375

0.3 0.09

0.0092

0.3 =0.459

=0.01

A= 0. 009

=0.000254

5 a) R.C.C inbracings @5mfrom G.L.b) Steel

8

88

0.575

0.575

0.3 0.09

0.0092

0.3 0.414

0.00936

A= 0. 009=0.000254

6 a)RCC in bracings7.5mb)steel

8

8

8

0.45

0.45 0.0092

0.324

0.0072

A= 0. 009=0.000254

7 Top ring girdera)R.C.Cb)steel

longitudinaltranseverse

1

5125

D6

6

0.4 0.24

0.0092

0.6 4.52

0.020.066

8 Bottom domea)RCC in dome

b) steel

1

L=6.6

2

=22.619

0.067

0.2 4.523

0.443

A=2 rh=2 3 1.2=22.619

= 2 r=6.62

9 a)RCC conicalslab

b)steel

steel for B.M.

1

14

3

23.56

23.56

23.56

0.2

0.0082

2.121

9.994

0.066

0.014

[ 1 + 2]2

= (9+6)/2

10 a)RCC ring beam@ Bb)steel

1

628.27

0.25 0.0082

0.5 3.534

0.03411 Cylindrical wall

a)Main steel

b)Distributionsteel

1

20

4

4.32

28.27

0.2

0.0062 0.0042

4 22.619

0.0980.0056

L=4+16d=4+16 0.012=4.32

12 Ring beam @ Aa)concrete 1 9 0.2 0.04 0.2 1.13 L= D

=9


60/75

b)Steel 4 9 0.006 0.01213 Top dome R.C.C

a) concrete

b) Steel

1

100 9.93

2 rh=50.89

0.0042

0.150

7.63

0.05

A=2 rh=

= 2 r

12 Total RCC work 63.7956

13 Total steel 1.01714 Plastering in CM

(1:2) for Innersurface Of conicaldome (12mm)

1 50.89 9.15 A=2 rh=50.89

15 Plastering in CM(1:6) for outersurface Of conicaldome (12mm)

1 55.135 9.92 A=2 rh=55.135

16 Plastering in CM(1:2) for Innersurface Ofcylindrical wall(12mm)

1 D 28.2 112.8 4 20.354

17 Plastering in CM(1:6) for outersurface Ofcylindrical wall(12mm)

1 D 29.5 118.82 4 28.349

18 Plastering in CM(1:2) for Innersurface Of domedroof (12mm)

1 22.619 4.07 A=2 rh=2 3 1.2=22.619

19 Plastering in CM(1:6) for outersurface Of domedroof (12mm)

1 26.38 4.74 A=2 rh=2 3 1.4

20 Plastering in CM(1:6) for columns(12mm)

8 0.3 0.3 0.09 17.28

21 Plastering in CM(1:2) for ring beamat top (12mm)

1 9 0.25.65

1.01

22 Plastering in CM(1:2) for ring beamat bottom (12mm)

1 1.27


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23 Plastering in CM(1:6) for bracingsat 2.5m ht.(12mm)

1 0.27

24 Plastering in CM(1:6) for bracings

at 5m ht.(12mm)

1 0.24

25 Plastering in CM(1:6) for bracingsat 7.5m ht.(12mm)

1 0.19

26 Plastering inCM(1:2) for innersurface of conicalslab(12mm)

1 4.239 [ 1 + 2]2

= (9+6)/2

27 Plastering inCM(1:6) for outersurface of conical

slab(12mm)

1 4.46

28 Total plastering 105.533

29 Thick water proofcement paintingfor tank portion

85.278

30 white washing forcolumns

8 0.312 0.312

10.04 7.826

31 Total whitewashing

93.104


62/75

ABSTRACT

S.NO DESCRIPTIONOF WORK

QTY ORNOS

RATERS PS

COSTRS PS

1 Earth work inexcavation

73.89

2 Beldars 13 250 32503 Mazdoors 11 250 27504 Total 60005 Earth work in

Filling In foundation

64.316

6 Beldar 7 250 17507 Bhisthi 2 285 5708 Mazdoors 5 250 12509 Total 357010 Total earth work in

Filling11 Disposal of surplus

earth in a lead 30m9.574

12 Mazdoor 4 250 100013 Total 1000

Total cost of earthwork

10,570


63/75

14.2 DATA SHEET:

RCC M- 20 Nominal mix (Cement:fine aggregate: coarse aggregate) correspondingto Table 9 of IS 456 using 20mm size graded machine crushed hard granite metal(coarse aggregate) from approved quarry including cost and conveyance of allmaterials likecementFOUNDATION

A. MATERIALS UNIT QTY RATERS AMOUNTRS

20mm HBG graded metal Cum Cum 0.601 1076 646.676Sand Cum 1.2 375 450

Cement Cum 0.4 1620 6481st Class Mason Day 0.38 285 108.32nd Class Mason Day 1.03 285 293.55Mazdoor (Both Men and Women) Day 2.33 250 582.5Concrete Mixer 10/7 cf(0.2/0.8cum)capacity Hour 1 250 250Cost of Diesel for Miller Liter 0.52 45 23.4Cost of Petrol for Vibrator Liter 0.75 68 51Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 629.16Add MA 20% 629.16Add TOT 4% 176.166BASIC COST per 1 cum 4580.31


64/75

COLUMNS


20mm HBG graded metal Cum Cum 6.156 1076 6623.85

Sand Cum 3.078 375 1154.25Cement Cum 2.052 1620 3324.241st Class Mason Day 1.99 285 567.152nd Class Mason Day 5.26 285 1499.1Mazdoor (Both Men and Women) Day 11.96 250 2990Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 1 250 250Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 2912.198Add MA 20% 2912.198Add TOT 4% 582.43BASIC COST per 1 cum 20967.816

RCC RING BEAM AT TOP



Sand Cum 0.48 375 180Cement Cum 0.32 1620 518.41st Class Mason Day 0.31 285 88.352nd Class Mason Day 0.83 285 236.55Mazdoor (Both Men and Women) Day 1.86 250 465Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 747.73Add MA 20% 747.73Add TOT 4% 149.54BASIC COST per 1 cum 5383.66


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RCC DOMED ROOF 150mm THICK



Sand Cum 3.24 375 1215Cement Cum 2.16 1620 3499.21st Class Mason Day 2.1 285 598.52nd Class Mason Day 5.6 285 1596Mazdoor (Both Men and Women) Day 12.6 250 3150Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.267 250 66.75Labour centering Cum 10 971 9710Material hire charges for centering Cum 10 89 890Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 5558.33Add MA 20% 5558.33Add TOT 4% 1111.61BASIC COST per 1 cum 40018.6

CONICAL SLAB 200mm THICK



Sand Cum 4.25 375 1593.75Cement Cum 2.83 1620 4584.61st Class Mason Day 2.75 285 783.752nd Class Mason Day 7.34 285 2091.9Mazdoor (Both Men and Women) Day 16.52 250 4130Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 5 971 4855Material hire charges for centering Cum 5 89 445Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 5555.328Add MA 20% 5555.328Add TOT 4% 1111.06BASIC COST per 1 cum 39998.35


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RCC CYLINDRICAL WALL



Sand Cum 9.62 375 3607.5Cement Cum 6.41 1620 10384.21st Class Mason Day 6.23 285 1775.552nd Class Mason Day 16.62 285 4736.7Mazdoor (Both Men and Women) Day 37.39 250 9347.5Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 10352.066Add MA 20% 10352.066Add TOT 4% 2070.432BASIC COST per 1 cum 74534.89

RCC RING BEAM AT BOTTOM OFCYLINDRICAL WALLA. MATERIALS UNIT QTY RATERS AMOUNT

RS20mm HBG graded metal Cum Cum 3 1076 3228

Sand Cum 1.5 375 562.5Cement Cum 1 1620 16201st Class Mason Day 0.97 285 267.452nd Class Mason Day 2.59 285 738.15Mazdoor (Both Men and Women) Day 5.84 250 1460Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 1818.7Add MA 20% 1818.7Add TOT 4% 363.74BASIC COST per 1 cum 13094.64


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RCC CIRCULAR GIRDER



Sand Cum 1.92 375 720Cement Cum 1.28 1620 2073.61st Class Mason Day 1.24 285 353.42nd Class Mason Day 3.32 285 946.2Mazdoor (Both Men and Women) Day 7.47 250 1867.5Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 2262.588Add MA 20% 2262.58Add TOT 4% 452.517BASIC COST per 1 cum 16290.61

RCC BRACING AT 2.5m HT.



Sand Cum 0.19 375 71.25Cement Cum 0.13 1620 210.61st Class Mason Day 0.125 285 35.6252nd Class Mason Day 0.33 285 94.05Mazdoor (Both Men and Women) Day 0.75 250 187.5Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 447.213Add MA 20% 447.213Add TOT 4% 89.44BASIC COST per 1 cum 3219.93


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RCC BRACING AT 5m HT.

A. MATERIALS UNIT QTY RATERS AMOUNT

RS20mm HBG graded metal Cum Cum 0.33 1076 355.08Sand Cum 0.17 375 63.75Cement Cum 0.11 1620 178.21st Class Mason Day 0.125 285 35.6252nd Class Mason Day 0.33 285 94.05Mazdoor (Both Men and Women) Day 0.75 250 187.5Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89

Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 426.32Add MA 20% 426.32Add TOT 4% 85.264BASIC COST per 1 cum 3069.50

RCC BRACING 7.5m HT.

A. MATERIALS UNIT QTY RATE

RS

AMOUNT

RS20mm HBG graded metal Cum Cum 0.27 1076 290.52Sand Cum 0.13 375 48.75Cement Cum 0.09 1620 145.81st Class Mason Day 0.08 285 22.82nd Class Mason Day 0.23 285 65.55Mazdoor (Both Men and Women) Day 0.535 250 133.75Concrete Mixer 10/7 cf (0.2/0.8cum)capacity Hour 0.26 250 65Labour centering Cum 1 971 971Material hire charges for centering Cum 1 89 89

Water (including for curing) Ki 1.2 77.0 92.4Add 20% in Labour (1st Floor) 384.91Add MA 20% 384.91Add TOT 4% 76.98BASIC COST per 1 cum 2771.37


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Plastering withCM(1:6)&(1:2),12 mm thickCement Mortor1:61:2

cumcum

105.53365.4440.09

552780

3616531673

Mason 1st class day 39 285 11115Bhisthi day 14 285 3990Mazdoor (unskilled) day 39 250 9750Add MA 20% 18539Add TOT 4% 3719Grand Total 114951

Painting to new walls of tank portion with 2 coats of water proof cement paint o fapproved brand and shade over a base coat of approved cement primer grade Imaking making 3 coats in all to give an even shade a fter thourughly brushing thesurface to remove all dirt and remains of loose powdered materials, including cost

and conveyance of all materials to work site and all operational, incidental, labourcharges etc. complete for finished item of work as per SS 912 for walls

Epoxy primer for Hibond floor &protective coatings : Procoat SNP2 orZoriprime EFC 2

Pack 26 548 14250

1st class painter Day 4 355 1420Mazdoor Day 4 250 1000cost of water proof cement paint Cum 50 35 17501st class painter Day 2 355 710Mazdoor (unskilled) Day 2 250 500

Add MA 20% 3926Add TOT 4% 786Total cost 24342


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Painting to new columns of tank portion with 2 coats of water proof cement paint ofapproved brand and shade over a base coat of approved cement primer grade I makingmaking 3 coats in all t o give an even shade after t hourughly brushing the surface toremove all dirt and remains of loose powdered materials, including cost andconveyance of all materials to work site and all operational, incidental, labour chargesetc. complete for finished item of work as per SS 912 for wa lls

Cost of cement primer Pack 18 100 18001st class painter Day 1 355 3552nd class painter Day 1 250 250cost of water proof cement paint Cum 6 35 2101st class painter Day 1 355 355Mazdoor (unskilled) Day 1 250 250Add MA 20% 644Add TOT 4% 129Total cost 3993

Total cost of project:

Total cost of R.C.C = 2,23,930

Total cost of steel = 5,18,924

Total cost of plastering = 1,14,951

Total cost of painting = 28,335

Total cost of earthwork = 10,570

8,96,710


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15. CONCLUSION

Storage of water in the form of tanks for drinking and washing purposes, swimmingpools for exercise and enjoyment, and sewage sedimentation tanks are gainingincreasing importance in the present day life. For small capacities we go forrectangular water tanks while for bigger capacities we provide circular water tanks.Design of water tank is a very tedious method. With out power also we canconsume water by gravitational force.

Intze tank is constructed to minimize the project cost why because lower dome inthis construction resists the horizontal thrust.


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16. REFERENCES

Table 16.2. Coefficients for moment in cylindrical wall fixed at base (As Per IS3370)

Moment = Coefficient (wH 3 ) Nm/m

H2 Co efficient at points

DT 0.1 H0.2 H 0.3 H0.4 H 0.5 H 0.6 H 0.7 H 0.8H

0.4 + 0.0005 + 0.0014 + 0.0021 + 0.0007 - 0.0042 -0.0150 -0.0302-0.0529

0.8 + 0.0011 + 0.0037 + 0.0063 + 0.0080 + 0.0070 + 0.0023 + 0.0068 -0.0024

1.2 + 0.0012 + 0.0042 + 0.0077 + 0.0103 + 00112 + 0.0090 + 0.0022 -0.0108

1.6+ 0.0011 + 0.0041 + 0.0075 + 0.0107 + 0.0121 + 0.0111 + 0.0058 -0.0051

2.0+ 0.0010 + 0.0035 + 0.0068 + 0.0099 + 0.0120 + 0.0115 + 0.0075 -0.0021

3.0 + 0.0006 + 0.0024 + 0.0047 + 0.0071 + 0.0090 + 0.0097 + 0.0077 +0.0012

4.0 + 0.0003 + 0.0015 + 0.0028 + 0.0047 + 0.0066 + 0.0077 + 0.0069 +0.0023

5.0 + 0.0002 + 0.0008 + 0.0016 + 0.0029 + 0.0046 + 0.0059 + 0.0059 +0.0028

6.0 + 0.0001 + 0.0003 + 0.0008 + 0.0019 + 0.0032 + 0.0046 + 0.0051 +0.0029

8.0 0.0000 + 0.0001 + 0.0002 + 0.0008 + 0.0016 + 0.0028 + 0.0038 +0.0029

10.0 0.0000 + 0.0000 + 0 0001 + 0.0004 + 0.0007 + 0.0019 + 0.0029 +0.0028

12.0 0.0000 + 0.0000 + 0.0001 + 0.0002 + 0.0003 + 0.0013 + 0.0023 +0.0026

14.0 0.0000 0.0000 0.0000 0.0000 + 0.0001 + 0.0008 + 0.0019 +0.0023

16.0 0.0000 0.0000 -0.0001 - 0.0002 -0.0001 + 0.0004 + 0.0013 +0.0019

Table 1:


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Permissible stresses in concreteAll values in N/mm 2

Grade permissible stresses in compression permissible stress in bondOf concrete for plain bars in tension

Bending Direct (average)

cbc cc bd

M 10 3.0 2.5 _

M 15 5.0 4.0 0.6

M 20 7.0 5.0 0.8

M 25 8.5 6.0 0.9

M 30 10.0 8.0 1.0M 35 11.5 9.0 1.1

M 40 13.0 10.0 1.2

M 45 14.5 11.0 1.3

M 50 16.0 12.0 1.4

Table 1.1:Grade of M10 M15 M20 M25 M30 M35 M40 M45 M50Concrete

Tensile 1.2 2.0 2.8 3.2 3.6 4.0 4.4 4.8 5.2Stress(N/mm 2 )

Table 2:Moments for circular girders

For 8 columns B.M@ B.M@ TorsionSupport centre

0.0083Wr 0.00416Wr 0.0006Wr


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17. REFERENCE BOOKS

I.S 456:2000 for RCC.

I.S 800:1984 for STEEL.

I.S 872 Part I and Part II.

I.S 3373 (Part IV-1967).

Reinforced concrete structures (M.Ramamrutham).

Element of environmental engineering (BIRIDI).

. Estimating, costing and evaluation (B.N.Datta).

. Standard schedule of rates (SSR)


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design & estimation of intze tanks-major project report

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