Underground Circular Tank R2

 

KPCL

Design of Wet well

Hosangadi

DESIGN OF PUMP HOUSE (WET WELL)

 

KPCL

Design of Wet well

Hosangadi

A

DESCRIPTION %/e Wet well is an ndergrond RCC Strctre of clear diameter #m+ %/e %1C evel of t/e 2ase sla is R++ (B)4+00+ %/e eec7ve storage /eig/t is !+0m wit/ a dead storage of ,+3m t/s a total /eig/t is 5+30m+

B (i) (ii) (i (iii ii))

MATERIALS Concrete Grade Reinforcement Steel Clea Clearr Cove Coverr Floor Sla Walls (Water face) Walls (awa" from Water Face) Sla M$%&R'$ D&S'%*

C

H 1

M30 Fe 500 50 mm !0 mm 30 mm #0 mm

Concrete

#+5 M%>m3

Soil

,+- M%>m3

Water

,+0 M%>m3

Sewer water

,+! M%>m3

LOAD CALCULATIONS DEAD LOAD Tank Clear Dien!i"n! Diamater Heig/t (H,) Finis/ed Grond evel %+1+C+ of 2ase Sla ro6ec7on of Ra8 e"ond Wall oter face Mass of Soil over Ra8 e"ond Wall ffa ace

. . . . . .

#m 5+3 m -,+00 m 4+00 m ,+34 m ,3+-4 M% M%

S+o 't 'tem Diameter (m) De9t/(m) %/:(m) o+ Mass (M%) , Walls #+33 5+30 0+33 , ,-+43 # 2ase Sla #+44 0+3# , !+!! 3 Roof #+44 0+, , ,+3; TOTAL #$%$&

C'ek "r U*li+ 2ase ressre de to &m9t" %an: Weig/t De9t/ of %an: 2o?om elow FG

. .

4+#,0 M%>m# 5+#3 m

2o"anc" at t/e ase of %an:

.

5+#3 M%>m#

F1S against E9li8 (,%-DL.U*li+)

.

,+,;

(area)

@ ,+#0A S$F&

#

WATER PRESSURE Heig/t of Standing Water

.

Water ressre on %an: Wall at 2ase

.

-,+300

5+300 m 5+3 M%>m#

 

KPCL

Design of Wet well

Hosangadi

4+000 5+3

 

Ca!e Ca !e 1

Tan ank k i! /l /lll an an0 0 n" e ear ar' ' * *re re!!/ !!/re re

, In*/!

e ermi rmissi ssile le tensil tensile e str stress ess in ste steel el (fo (forr oo oo ermissile tensile stress in steel (for roo

. .

,30 ,30 > >mm mm# # #5 >mm#

%ale ale ! of of 9ar 9artt# 'S 'S33 330 0 %ale ## of 'S !54

ermissile tensile stress in Concrete Concrete (Direct tension >mm#

%ale , of 9art# 'S330

ermissile tensile stress in Concrete Concrete (Com9ression) Modlar Ra7o Design constant I Design constant K Design constant L

. . . . .

,0+00 > >mm# ;+333333 0+!

# De!i2n "r an3le4er a3"n %/e /eig/t 3) can7leve

. . . . . . . . .

Can7lever Can7lev er moment . ,>#(P=H=/#>3) ,># (P=H=/#>3)

De9t/ of alance sec7on . Ö(M>:=) et d et D $st

Min $st et dia of ars (mm) S9acing (mm)

5 Pr"4i0e

16 7

%ale #, of 'S !54 Jales of constant

0+-4 ,+3!

,+

,+ m

3-+40 3-+4 0 Im Im ,!;+#0 ,!;+ #0 mm #-0 #-0 mm 330 330 mm ,##3+0!# ,##3 +0!#, , mm# mm#  

927.50 mm#

,4

Sa" ,50 mm

,4!+3,,4

18,  C.C 'n ver7cal direc7on

/*"

1%&&

1%&&

"

Crtail alternate ars

5 Pr"4i0e

16 7

9,,  C.C

# De!i2n " !e3"n "r '""* a3"n Hoo9 tension

. . . . .

$st

Min $st et dia of ars S9acing

5 Pr"4i0e 3 C'ek "r en!ile !re!! in "nree $ctal $st 9rovided (mm#)  sct

16 7

. .

r"

!;+! !;+!  Im Im 3-0+5,#3-0+ 5,#-# # mm# mm#  

927.50 mm#

,4mm #,4+44-! #,4+ 44-!4 4 mm

#,,  C.C 'n /oriontal direc7on

.

/*"

,00!+0+,!4,-;4 >mm#

! Di!ri:/3"n !eel (in 4er3al 0ire3"n) Minmm steel reNired

Sa" #00 mm

;;0 mm#

S$F&

1%&&

 

%/er %/eref efor ore e

Jer7c er7cal al ste teel el for can can7l 7lev ever er ac7o ac7on n se serv rves es t/ t/is is 9 9r9 r9os os

d.

.

S9acing rovide

, # mm

1# 7

,,!+,-,,,!+ ,-,-# # mm

1,,  C.C

Sa" ,00 mm ;er3al

 



"*



 

e

 

Ca Case se #

%an an: : em9t em9t" " and and ear eart/ t/ 9r 9res ess srre

, Daa Densit" of soil (gs) 

.

,+- M%>m3

S2C of soil soil Na

.

,,+- M%>m#

Coecient of fric7on Q

.

0+5

$ngle of Re9ose ($ngle of s/earing resistance  f ) for Fill

.

30 deg

Src/arge ressre on to9 of Fill (N)

.

#+00 M%>m#

Grade of Concrete

.

30 >mm#

Grade of Steel

.

500 >mm#

Laeral Ear' *re!!/re "eim#

# $c7ve $c7ve eart/ 9r  Moment

,!-+- Im

De9t/ of alance sec7on (mm)

.

9,,%,, mm

 Pr"4i0e 0 5 D $st

.

330 mm

.

Min $st

!!0#+;5,53 mm#

. . .

et dia of ars S9acing

#;3+0,

 

927.50 mm#

#- mm ,3;+-; ,3;+ -;43 43 mm

#= 7

1#8  C.C

Sa" ,#5 mm ;er3al

3 H"ri>"nal 0i!ri:/3"n !eel :ar! Minmm steel reNired

.

,050 mm#

Steel reNired on eac/ face

.

5#5 mm#

! C'ek "r 0ire en!i"n

.

% $st

3!+44# 3!+ 44# : #44+4304; mm#

Distri7on steel ta:e care of t/is ten7on

. .

d S9acing

Pr"4i0e

#, 7

#0 #;;+0!4 #;;+ 0!4,; ,; mm

1#8  C.C

Sa" ,#5 mm H"ri>"nal

 

DESIGN OF BASE SLAB Daa Heig/t of Wall Grade of Concrete Grade of Steel Diameter of Sla %/ic:ness of Sla

. . . . .

5+3 m M30 Fe 500 !m 0+3 m

Clear Cover Diameter of 2ar &ec7ve De9t/

. . .

0+05 m 0+0,# m 0+#4! m

. . . .

#!+!44 M%

Check whether the tank foats

Self Weig/t of RCC %an: $rea Gross 9ressre E9li8 9ressre

3+,!0 +;# M%>m# 5+#30 M%>m#

S$F&

TANK EMPTY CONDITION 

, et 9ward 9ressre # Wt of wall U roof E9ward reac7on Moment M (coecient=9=R#) (coecient=9=R#)

. . .  

=

5#+#; :>m# #00+#3 : #5!+;! :>mm# ,0,;+5 =coecien =coecientt

Fa"re0 M"en an0 S'ear $t centre Mr.

Mo.

.

43+3!5-40# 43+3!5-4 0# :m

.

,#+!4;,# ,#+!4 ;,# :m

$t S99ort Mf for Md Mlim

Min s/ear stress

. .

MaO s/ear stress

.

MaO s/ear

0+!54 0+,33 =Fc:d# =Fc:d# S$F&

#,+##,+# - :m :m 3+;4 3+; 4 : 0+0!;5 >mm# >mm#

3+, 3+, > >mm mm# # %# #0 0 of 'S 'S !54 !54 S$F&

Rein"reen For centre 9or7on

. . . . . . . . .

a  c d X, X#

%/erefore

$st

Dia S9acing<

5 Pr"4i

=7

-+ 3!-00 ##05000 ,,3!304000 3;35+40,,# 3;35+40,, # mm# 4!+3;--#4 4!+3;--# 4 mm# 4!+!0 4!+! 0 mm# mm# -0+,3--0,

9,,  C.C

Sa" 5 mm :"' 0ire3"n

Steel for S99ort Design ond stress $nc/orage lengt/ S9acing

. . .

,+! >m >mm# m# #;+4,;0!4 mm ,,0+#04-# m mm m

Cl+ #4 #4+#+, oo oof ''S S !5 !54 300

 

Ese

3 ri rin ngs a 300 300 mm C>c

Ne2e34e ra0ial rein"ren a e02e! S9acing t/erefore S9acing

#3!0+!,34! mm 300 mm 300 300 mm

5 Pr"4i 9, 9,, 7

=  C.C

/*" 1

 

I

CHECK FOR CRACKWIDTH

Sl. No. DESCR DESCRIPTION IPTION

H@DROSTATIC LOAD CASE SYMBOLS SYMBOLS

UNITS

Water

Outer

Water

Outer

Base

FaceVert.

FaceVert.

FaceHor.

Face Hor.

Sla

,

%otal de9t/

D

mm

 

330

330

330

330

320

#

Clear Cover

c

mm

 

40

30

40

30

3

&ec7ve de9t/

d.Dc

mm

#-#

#-4

#-#

#;0

50 #40

!

Dia of 2ar

f

mm

16

#=

16

#,

#,

5

Grade of Concrete

f c:

>mm#

30

30

30

30

30

Grade of Steel

f "

#

500

500

500

500

500

#

,0

,0

,0

,0

,0

#

,30

,30

,30

,30

,30

3-+40

,!-+--

!;+!

,!-+--

,#+!

9.33

9.33

9.33

9.33

9.33

0.42

0.42

0.42

0.42

0.42

0.86

0.86 0.

0.86 0.

0.86 0.

0.86 0.

1.80

1.80

1.80

1.80

1.80

4  -

 

Com9+ Stress (Conc) %ensile Str (Steel)

sst

>mm

M1

:m

; ,0

2ending Moment in wall Modlar Ra7o

,,

+$+ coe+ (n)

,#

+$+ coe+

,3

2+M coe+

,!

Moment of resistant

,5

$st min

,4

S9acing of ars

, ,-

Reinforcement Reinforcem ent 9rovided

,;

$ctal +$+

#0

Solving aove for O

#,

$ctal +$+

##

$ctal stress

#3 #!

aa . acr  .

>mm

m.#-0>3scc n.,>(,B

sst >m+scc)

6 . ,n>3 L.

 

scc># O n O 6

MR . L  d2

:m

143 14 3.0 .02 2

147. 7.1 11

143 14 3.0 .02 2

151.2 .25 5

121. 1.5 58

0+35Y of S/aded $rea

927 92 7.5 .50 0

927.5 92 .50 0

927 92 7.5 .50 0

927.5 92 .50 0

910. 0.0 00

s

mm 2 mm

18,

1#8

#,,

1#8

1,,

$st prov!"!

mm

,3!0+!,

!;#4+0#

,005+3,

#5,3+#

3,!,+5;

0+!,

,+!;

0+30

0+4

0+;-

72.42

122.58

63.97

95.52

97.59 -156 -1 56.2 .23 3

 

2

9t prov!"! 0+5=O  . m $st (dO) 2

O,

 

O#

 

-97. -9 7.44 44

-214 -2 14.5 .54 4

-82. -8 2.73 73

-142 -1 42.4 .43 3

 

72.42

1 22 22.58

63.97

95.52

97.59

 . 6d mm   f st .M,>($st+9rov  .M,>($st+9rov+O +O $ctal $) >mm2

242 24 2.7 .72 2

246.1 .16 6

242 24 2.7 .72 2

249.6 .60 0

223. 3.7 78

O

((s>#)2B(cBF>#)2)#0.5 aa  F>#

mm

118.6 .64 4

122.7 .78 8

202 20 2.7 .73 3

237.3 .32 2

181. 1.3 31

mm

 

89.04

76.43

110.92

74.20

78.10

mm

 

81.04

62.43

1 02 02.92

64.20

68.10

0.0 0. 0007

0.0 .00 008

0.0 0. 0012

0.0 .001 014 4

0.0 .00 012

e, . ((DO)f    st)>((dO)=&s)

#5

Strain

#4

S%R$' F1R 0+,mm CR$CI W'D%H e2 $  (DO)2/(3 %s &st(!-'))

#

>mm

scc

mm

 

0.0 0. 0004

0.0 .00 001

0.0 0. 0005

0.0 .000 002 2

0.0 .00 002

e . e1  e2 mm 3=acr =e/((1+2(acr-c*)/(-')) mm

 

0 .0 .00 03 03

0.0007

0.0007

0 .0 .00 12 12

0.0 01 011

0.062

0.098

0.146

0.185

0.190

 

##;

$ctal Strain C/ec: widt/ Wcr  .