Design CWR- R0

8/12/2019 Design CWR- R0

1/38

550 KLBy - RNKhati

At - Dist -

A- DESIGN DATA

Capacity = 550

SBC of soil = 10

Dead storage water column = 200Free board = 300Live load on top dome = 4000Live load on balcony and staircase = 2000

Live load on ladder, steps, balcony landing beams = 2000Dead load of hand railing = 100Grade of concrete = M

Nominal maximum size of Coarse aggregate = 20

Grade of steel = Fe

B - ASSUMED DIMENSIONS

1.0 Water TankInternal dia of cylinderical wall = 14.00

Top dome Rise = 2.10

Thickness = 125

Top ring beam Width = 400

Vertical wall Thickness at top = 150

Thickness at bottom = 200

3.0 Staircase

Waist slab Thickness = 100

Tread = 250

Nagaurabc

STRUCTURAL DESIGN OF RCC CWR CAPACIT


2/38

Streeses in steel for water reataining structures-

Tensile stress under direct tension, bending and shear st / sv = 130

Compressive stress in columns subjected to direct load sc = 140

Permissible stresses in Concrete-

Characteristic Compressive strength fck = 30

Direct tensile stress ft = 3.6

Permissible stress in compression

a) Bending cbc = 10

b) Direct cc = 8

Max shear stress with shear R/Fa) For members other than slab cmax = 2.2

b) For slabs " = 1.1

Permissible stress in bond

a) In Tension bd = 1.6

b) In Compression " = 2

Direct Tension stress = 1.5

Tension due to Bending stress = 2

Values of Concrete Constants-

m = 9.33

For st = 230 N/sqmm For st = 130 N/sqmm

k j R k j R

0.289 0.904 1.304 0.418 0.861 1.798

Maximum dimension of tank = 14.00

f

Permissible stresses in Concrete for Water Retaining

Structures-


3/38

Design water column from top of floor =3.60+0.50 = 4.10

Volume including free board and dead storage = 631.15

=4x14.00x4.10

Effective volume = 554.18G - STRUCTURAL DESIGNS

1.0 DESIGN OF TOP DOME

Span of dome = 14.00

Let dome thickness = 125

Assume rise of dome = 2.10

Radius of dome =x*(14.002)2.102.10+ = 12.72

Cos =(12.72-2.10)12.72 = 0.835

= 33.40


4/38


5/38

= 0.18

Ratio H^2/Dt * = 6.9

wHR = 281260

Hoop tension as per continuity analysis at top = 105094

Distance from

top

Thicness ow

wall

Coefficient for

H^2/Dt= 6.9

Hoop tension Area of steel

required

Min steel

required

Dia of bar Spacing

required

m m N Sqmm Sqmm mm mm

0.00 150 -0.013 105094 701 360 8 71

0.36 155 0.100 28122 187 372 8 135

0.72 160 0.217 60904 406 384 8 1231.08 165 0.335 94171 628 396 8 80

1.44 170 0.454 127801 852 408 10 92

1.80 175 0.565 158951 1060 420 10 74

2.16 180 0.651 182995 1220 432 12 92

2.52 185 0.666 187390 1249 444 12 90

2.88 190 0.579 162812 1085 456 12 104

3.24 195 0.352 99118 661 468 12 171

Provide hoop bars as follows-

From (m) To (m) Total inside outside

3.60 2.84 12 95 9 5 4

2.84 2.12 12 90 8 4 4

2.12 1.42 10 70 10 5 5

1.42 0.70 8 80 9 4 5

0.70 0.00 8 75 10 5 5

Total 46 23 23

Dia of bar

(mm)

Spacing (mm) No of rings

Hoop tension as per table 12 of IS 3370 Part IV-

Position from bottom


6/38

1.08 165 130 0.0005 366 25 198

1.44 170 135 0.0014 963 64 204

1.80 175 140 0.0025 1696 108 210

2.16 180 145 0.0038 2583 159 2162.52 185 150 0.0045 3067 183 222

2.88 190 155 0.0029 1959 113 228

3.24 195 145 -0.0033 -2217 137 234

3.60 200 150 -0.0169 -11438 681 240

Point of

cosideration

from top of

wall (m)

Max BM Wall thickness

(mm)

Effective

depth (mm)

Area of steel

required (sq

mm)

Min steel

required on

each face (sq

mm)

3.60 -11438 250 200 511 300

2.40 3067 183 148 185 220

0 3540 150 115 275 180

dia (mm)Spacing

required

Spacing

provided

Spacing

required Spacing

required

Spacing

provided

3.60 -2.4 8 250 190 8 225 150

10 250 190 0 225 150

2.4 -0.00 8 180 190 8 150 150

Maximum (+)ve BM at2.52m = 3067

Maximum (-)ve BM (at bottom) = 11438

Overall Wall thickness for uncracked section = 185

=(6x11438x1000(2x1000))


7/38

Thickness of footing assumed = 250

Vertcal load including water column = 46430

Minimum length of raft required = 1.24

Provide = 1.50Toe length = 300

Length of heel slab = 1.00

Calculation of moments in the footing -

Member Load Lever arm Moment

(kN) (m) (kN-m)

Dome 11.92 1.075 12.82

Beam 5.00 1.2 6.00

Vertical wall 13.50 1.075 14.51

2.25 1.17 2.63

Water 40.18 0.5 20.09

Base slab 9.38 0.75 7.03

Total 82.23 63.07

Resultant from edge of heel = 0.77Ecentricity = 0.017

Max/ min pressure on soil Max = 54.19

Min = 55.44

Design of toe slab -

Max pressure at wall edge = 54.44

BM = 2.44

BM due to self weight = 0.28

Net BM = 2.16

Overall depth required = 81


8/38

Steel required = 200

Minimun steel = 300

Spacing required = 262

Provide = 200

Distribution steel -

Minimun steel = 300

Dia of bar = 10

Spacing of bars required = 262

Provide = 200

Check for SBC -

SBC = 10

% steel in raft = 0.24

Allowable shear stress = 0.25

Vertical shearing resistance of concrete at jn of raft and floor = 2286

Actual pressure on ground = 94431

= 9.44


9/38

Maximum bending moment at centre =6474x2.6510 = 4546

Effective depth required =(4546x1000(1.304x900)) = 62

Dia of bar proposed = 8

Effective depth available =100-15-82 = 81

Area of steel required =4546x1000(230x0.904x81) = 270

No of bars required = 6

Provide distribution R/F = 8

Spacing = 250

Design of landing slab-

Assume lenght of landing = 900

Assume width of landing = 900

Assume thickness of landing slab = 150

Assume thickness of wall supporting landing = 150

= 0.15

Laod from flight of stairs =6474x2.50 = 16185

Self weight of landing slab =0.90x0.90x0.15x25000 = 3038

Weight or railing =2x0.90x100 = 180

Live load =0.90x0.90x2000 = 1620Total = 21022

Total load on landing on one side = 10511

Cantlilever span = 375

Bending moment =10511x0.382 = 739

Dia of bar = 8

Effective depth available providing bars on both faces = 131

Area of steel required = 25No of bars on each face required = 1

Provide equal to main reinforcement of waist slab = 6


Ok


10/38

a) At last landing

Assume thickness of wall = 150

Assume width of landing = 900Laod from flight of stairs = 10511

Self weight of wall = 8269

Total load = 18780

Area of concrete required = 2347

Minimum area of steel required = 180

Dia of bar = 8


Provided = 200


Spacing = 250

Footing for wall -

Assume width of footing = 750

Assume depth of footing = 300

Minimum steel required = 360Dia of bar = 10


Provided both ways = 200

Dimesnsions assumed are Ok


11/38

6.0 CONTINUITY ANALYSIS -

JUNCTION 1 - TOP DOME, RING BEAM & CYLINDERICAL WALL (TOP JOINT)

Top Dome-

1. Radius = 12.722. Thickness = 0.13

3. Semicentral Angle = 33.4

4. Rise = 2.10

5. Udl = 7125

Top ring beam-

1. Breadth = 0.40

2. Depth = 0.50

3.Central Radius = 7.20

Cylinderical wall-

1. Central diameter = 14.18

2. Thickness = 0.18

3. Height of wall = 3.60

Calculation for memberance deformation and stiffness-

(i) Top dome

14 =3x(12.720.13) = 31049

1 = 13.27

k1 =1-1(2x13.27)xcot33.4 = 0.94

Slope at the left edge = 798000

=2x7125x12.72xsin33.4(Ex0.13) radians

The horizontal deflection d = -1470747

=7125x12.72xsin33.4(Ex0.13)x*1(1cos33.4)-cos33.4+ m

Moment stiffness M = 3.40E-04

=E12.72x0.13(4x13.27)x*0.9410.94+

Corresponding radial force H' = 6.83E-04

N-m/m/ radians


12/38

Corresponding thrust H' = 1.25E-03

=2x1.18x4.47E-04E N/m/radian

Thrust stiffness H = 2.95E-03

=4x1.18x4.47E-04E N/mThe corresponding moment M' = 1.25E-03

=2x1.18x4.47E-04E N-m/m/unit dispalcement

Membrance displacement of the tank at bottom = 11533418

=(284776x14.182)(0.18E) m

Slope of wall = 3203727

=11533418E13.60 radians

Table showing Moment stiffness, thrust stiffness etc

Particulars

Slope 798000 /E 3203727

Deflection -1470747 /E 11533418Moment

stiffness 3.40E-04 E 8.04E-05 E 1.06E-03

Corresponding radial force 6.83E-04 E -1.25E-03Thrust

stiffness 2.59E-03 E 3.86E-03 E 2.95E-03Correspondin

g moment 6.83E-04 E -1.25E-03

Reaction due to continuity

Member

Top dome -798000 /E -1470747 /E

Beam B1

Clockwise slope Inward displacement

Unit Top dome Beam B1 Cylinde

N/m/radian

N/m/unit displacement

N-m/m/unit displacement

Radians

m

N-m/m/radian


13/38

( -798000 /E)* 0.000683 E= 0.000683 E -545

( -1470747.3 /E)* 0.002592 E

= 0.002592 E -3812

* 0.003858 E

= 0.003858 E

( -3203727 /E)* -0.001247 E

= -0.001247 E 3995

* 0.002948 E

= 0.002948 E

0 41226

-0.000564 E 0.009398 E 40864

Equation I 0.001476 E -0.000564 E = 4659

-0.000564 E + 0.009398 E = -40864

= 1530097 /E

= -4256300 /E

TOP JOINT-

Area of

Member

Moment Thrust

Sqm N-m N

0.13 -3663 -14344 75067 N/m

0.20 122 -16421 120107 N

Beam

Reaction due to thrust from dome

Total

Outward Moment

Equation II

Inward Thrust (H)

DomeClockwise rotation

Outward Moment

Net hoop tension

Top dome

Top beam

Member

Wall

Clockwise rotation

Member


14/38

31-Mar-14

Cum

T/sqm

mm

mm

N/sqm

N/sqm

NN/m

30

mm

415

m

m

mm

mm

mm

mm

mm

mm


15/38

"

"

"

"

"

"

"

"

"

"

"

"

m


16/38

m

KL

Cum

m

mm

m

m

degree

N/ sqm

"

"

N/m

N/sqmm

N/ sqm

N/sqmm

sqmm

mm

mm


17/38

mm

mm

mmSqmm

Sqmm

Sqmm

mm

mm

mm

mm3

N/sqmm


18/38

m

N/m

N/m

Spacing

provided

mm

70

75

8080

85

70

90

90

95

95


19/38

N-m

N-m

mm


20/38

mm

N

m

mmm

m

mm

kN/sqm

"

kN/sqm

kN-m

"

"

mm


21/38

Sqmm

Sqmm

mm

mm

Sqmm

mm

mm

mm

T/Sqm

N/sqmm

N

N/sqm

T/sqm

m

m

m

mm

mm


22/38

N-m

mm

mm

mm

Sqmm

mm

mm

mm

mm

mm

mm

m

N

N

N

NN

N

mm

N-m

mm

mm

Sqmm

Nos

mm


23/38

mm

mmN

N

N

mm

Sqmm

mm

mm

mm

mm

mm

mm

mm

Sqmmmm

mm

mm


24/38

mm

degree

m

N/sqmm

m

m

m

m

m

m

/E

(Clockwise)

/E

(inwards)

E(Clockwise)

E


25/38

E

(Outward)

E

(Inward)E

(Anti Clockwise)

/E

(Outward)

/E

(Clockwise)

/E

/E

E

E

E

E

rical wall


26/38

Grade M 15 Inlet #REF! mm dia 750 mm No of pillar 6Thickness 150 mm Outlet #REF! mm height 450 mm Dia of pillar 100 mm

Manhole Overflow #REF! mm Beam W 150 mm Cover dia 1250 mm

Length 600 mm Washout #REF! mm Beam H 150 mm Mid tk 75 mm

Width 600 mm End tk 50 mm

MISCELLANEOUS DETAILS

VentilatorPCC Pipe Size


27/38

Span 14.00 Sq mesh 8 125 mm

Radius 12.72 Radial at top 8 150 mm

Thickness 0.13 Hoops top 12 7 Nos

h 2.10

(degree) 33.40

Hoop stress length 1.10

Width 0.40 Hoop 16 12 Nos 5 T,5 B &1 Each sideDepth 0.50 Stirrups 8 300 mm

Inner dia 14.00 Vertical inside 8 #REF! mm

Thickness at top 0.15 Vertical outside 8 #REF! mm

Thickness at bottom 0.20 Hoops, from btm 10 #REF! #REF! #REF!

Wall height 3.60 " 10 45 #REF! #REF!

a) straight portion from top 1.20 " 8 35 #REF! #REF!

b) slant portion from bottom 2.40 " 8 55 #REF! #REF!

" 8 60 #REF! #REF!

Structural dimensionsMemberBar location

Top Ring

Bea

Size of bar(mm)

Spacing

(mm)/No

Remarks

TopDome

Reinforcement detail

Cylindericalwall

Extended from wall outer

STRUCTURE ABSTRACT

Particulars Size(m)


28/38

Span #REF! Sq mesh 10 #REF! mm

Radius #REF! Radial at top #REF! #REF! mm

Thickness #REF! Hoops top 10 #REF! Nos

h #REF!

(degree) #REF!

Hoop stress length #REF!

Thickness near edge #REF!

Angle with Horizontal (degree) 36.80

No of flights 2

width of flight 0.90

No of tread in each flight 10

No of riser in each flight 11

Tread 0.144

Rise 0.17

Slant length of waist slab 2.82 Main 8 6 Nos

Thickness of slab 0.10 Distribution 8 250 mm

Additional 8 6 Nos

Length 0.90 Main 8 1 Nos

Width 0.90 Distribution 8 6 Nos

Thickness 0.15Length #REF! Main #REF! #REF! Nos Each face

Width 0.90 Distribution 8 6 Nos "

Thickness #REF!

Angle with Horiz (degree) #REF!

Beams Length (Slant) #REF! Main #REF! #REF! Nos #REF!

Width #REF! Distribution #REF! #REF! mm

Depth #REF!

Steps Nos #REF! Main #REF! #REF! Nos

Length #REF! Distribution #REF! #REF! NosWidth #REF!

Thickness #REF!

Length #REF! Cantilever Main #REF! #REF! Nos Top and btm layer

F

light

Waist

Slab

Landing

Last

Landing

R

CCLadder

BottomDo

me

Extended from haunch bars

Coming as main bar from waist

slab


29/38

Thickness #REF! Both end supported Main #REF! #REF! Nos Top and btm layer

Dist #REF! #REF! mm

Opening Length #REF!

Width #REF!

Cantilever L #REF!

W #REF!

Both end supported L #REF!

W #REF!

Length #REF! Main #REF! #REF! Nos

Width #REF! Distribution #REF! #REF! mm

Thickness #REF!

Landinga

tBalcony

Top

dome

landing


30/38

Cover

(mm)

Cover

(mm)

Top dome Bottom layer Primary

45 300 mm

Top/ bottom bars

4

Bottom layer Secondary 300 mm Side face 4

Top layer Radials 30 Stirrups 45

Top hoops 60 dia Columns Stirrups 40 4

Top Beam Main bar 60 dia Bracing Main bar 4

Stirrups 45 Stirrups 30

Wall Vertical-Inside 45 35 dia Top/ Bottom bars 5

Vertical- Outside 30 35 dia Side face 4

Inside/ outside hoops 70 dia Stirrups 30

Balcony beam Top Radials 30 Foundation Radials 50 4

Bottom Radials #REF! Circular 4

Top/ bottom hoops 70 dia Square mesh 50 4

Cone wall Top Radials 45 45 dia Bottom Main 15 4Bottom Radials 30 45 dia Top main 15 4

Top/ bottom hoops

70 dia

Main

15 5

Bottom dome Bottom layer Primary

30 350 dia

Main

15 5

Bottom layer secondary

350 dia

Main

30 4

Main 4

Stirrups 30Steps Main 15 30

Top Main 15 6

Landing at

balcony

Parallel inclined

beams

Lap lengthLocation Bar La

Bottom Ring

beam

Location Bar

Foundation Ring

beam

Staircase waistslab

Top layer Radials

45

60 dia

Staircase landing

slab

Top most landing

slab

COVER AND LAP LENGTH

Top hoops


31/38

a b c d

Sqare mesh 8 125 240

Hoop 12 - 7

Hoop 16 - 12

Ring 8 300 310 410 50 151

Water face 8 #REF! 200 #REF! #REF! #REF! #REF!

Outer face 8 #REF! 1100 4100 #REF! 200 #REF!

16 - 0

12 - 0

10 - #REF!

8 - #REF!

40.67

45.24

1.54

#REF!

#REF!

44.61

#R

542

232

#R

2756

Length of bar(m)

Dimension (mm)

11.49

BAR BENDING SCHEDULE

TopRing

Beam

0

0

#R

Circular 284

VerticalWall

Circular

Location Mark dia(mm)

spacing(mm) Shape

No ofbars

#R

Total length (

Topdome

Hoops

Circular

44.61

44.61

44.61


32/38

M

iddle

Ring

Bea

Hoops #REF! - #REF!

Water face #REF! #REF! #REF! #REF! #REF! 200 #REF!

Hoops #REF! - #REF!

Haunch bars #REF! #REF! #REF! #REF! #REF! #REF!

Square mesh 10 #REF! #REF!

Hoops 10 - #REF!

Top #REF! - #REF!

Bottom #REF! - #REF!

Side face #REF! - #REF!

Rings #REF! - #REF! #REF! #REF! #REF!

Vertical #REF! - 250 #REF! 500 #REF!

#REF!

#REF!

#REF!

#REF!

RingBeamonCo

lumns

Circular

#REF!

#REF!

Conewall

Columns

#REF!

#REF!

#REF!

#REF!

#REF!

Bottom

Dome

Circular

Circular

Circular


33/38

12 - #REF!

16 - #REF!

20 - #REF!

25 - #REF!


#REF! #REF! #REF! #REF! #REF! #REF!

#REF! #REF! #REF!

#REF! #REF! #REF!

#REF! #REF! #REF!

#REF! #REF! #REF!

#REF! #REF! #REF!

Additional bars

at junction of

column and

brace

#REF! - 250 #REF! 250 #REF!

Top #REF! - #REF!

Bottom #REF! - #REF!


Ring #REF! - #REF! #REF! 50 #REF!

#REF! #REF! #REF!

#REF! #REF! #REF!

#REF! - #REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

Bracing

FoundationRingBeam

oundation

slab

Main bars (Top +

bottom)

Rings

Cirumfrential

Radials

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

Circular

Polygonal

Circular


34/38

Main 8 - 150 700 3035 150 12

8 - 150 700 995 12

8 - 995 900 150 12

Distribution 8 250 54

Landing

slab

main 8 - 400 #REF! 120 4

Main #REF! - #REF! #REF! #REF! #REF!

Dist. top 8 - 6

Dist. bottom 8 - 150 870 100 6

Additional 8 - 1100 300 #REF! 6

Main #REF! - 250 #REF! #REF! 250 #REF!

Rings #REF! #REF! #REF! #REF! 50 #REF!

4.035

1.845

Straight

Lad

derBeam

#REF!

#REF!

#REF!

#REF!

0.87

1.12

straight

Waistslab

Additional bars

LastLandingslab

2.045

0.87

#REF!


35/38

Main #REF! #REF! 250 #REF! 250 #REF!

Distribution #REF! - #REF!

Cantilever main #REF! - #REF!

SS main #REF! - #REF!

Cantilever ring #REF! #REF! #REF! #REF! 50 #REF!

SS ring #REF! #REF! #REF! #REF! 50 #REF!

Main #REF! - #REF! #REF! #REF! #REF!

Distribution #REF! 250 #REF!

beam hoop 8 - 4

top cover ring 8 - 2

beam ring 8 150 19

Pillar main 8 - 150 510 24

Pillar ring 8 150 24

Top cover sq

mesh

8 200 16

Opennig parallel 10 - 8

Corner 10 - 4

Inlet 10 - 8

Outlet 10 - 8

Overflow 10 - 8

Washout 10 - 8

TOTAL

0.22

#REF!

straight

#REF!

#REF!

#REF!

#REF!

Landingat

balconylevel

Ladder

Steps

straight

0.66

1.23

1.00

square ring

1.50

2.83

0.34

Pipeop

ening

Straight

Topdom

e

landingslab

Ve

ntilator

Circular

ring

L

Straight

Man

hole

Straight

#REF!

#REF!

1.75

#REF!

#REF!

#REF!

#REF!

#REF!

straight


36/38

Size of

bar

Total length Wt per M length Total weight

mm

8

10

12

16

20

25

Total

Add 10% for overlaps and wastage etc

TOTAL

#REF!

#REF!

0.395

0.617

0.888

1.578

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

2.466

3.854

ABSRTACT OF REINFORCEMENT

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

m Kg Kg


37/38

No x Length x Width x Height

1 PCC M- 15 #REF! Cum

2 RCC M-30 M- 30

a) =2x12.72x2.10x0.13 Cum

b) =x(14.000.40)x0.40x0.50 "

c) =x(14.000.15)x0.15x3.60 "

"

d) #REF! "

e) #REF! "

f) #REF! "

g) #REF! "

h) #REF! "

i) #REF! "

j) #REF! "

k) "

a #REF! "

b #REF! "c #REF! "

d #REF! "

e #REF! "

f #REF! "

l) Staircase "

Waist slab =2x2.82x0.90x0.10 "

Steps =2x10x0.5x0.14x0.17x0.90 "

Landing =2x0.90x0.90x0.15 "

Last landing #REF! "

9.05

24.00

DETAILED ESTIMATE

BSR - PWD 2012

Rate

(Rs)

Amount (Rs)

#REF!

Bottom ring beam

Bottom dome

Unit

Top dome

Top ring beam

Wall straight portion

slant portion

SN Item Measurements (m)

=x*14.00(2x0.15)2x(0.20-0.15)x13+x12(x(0.20-

0.15)x2.40

Foundation ring beam

Foundation

#REF!

#REF!

Middle ring beam

Cone wall

Quantiy

2.70

Columns

Bracings #REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

0.24

0.22

0.51

#REF!

#REF!

#REF!

#REF!

20.97


38/38

RCC Ladder "

Beams #REF! "

Steps #REF! "

Landing slab at balcony #REF! "Top dome landing slab #REF! "

Cum

Rate Rate Rate

1 6.4 0.45 0.9

2 12 0.4 0.8

Total #REF! #REF!

#REF!

#REF!

Sand CA

Quantity

(Bags)

Quantity

(Cum)

Quantity

(Cum)

#REF!

RCC M-30 #REF! #REF! #REF! #REF!

PCC M-15 #REF! #REF! #REF!

MATERIAL REQUIREMENT

SN ParticularsQuantity

(cum)

Material Consumption

Cement

#REF!

#REF!

#REF!

#REF!

Documents

Design CWR- R0