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WATER TANKS (Part 2)
MAINAKMALLIK
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2
• DESIGN OF CIRCULAR WATER TANK
RESTING ON GROUND WITH RIGID
BASE AND FLEXIBLE BASE
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Joints
• Joints are the connection betweentwo parts of the structuralcomponent.
• Commonly Three type of Joints arecommonly in water tanks :
• A Mo!ement Joints
• " Construction Joints
• C #emporary $pen Joints
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Mo!ement Joints
• A mo!ement %oint is inten&e& toaccommo&ate relati!e mo!ementbetween a&%oinin' parts of a structure (
special pro!ision is ma&e to maintainthe water ti'htness of the %oint.
• #hree types of Mo!ement Joints:
•
A Contraction Joint• " )*pansion Joint
• C +li&in' Joint
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#wo #ypes of Contraction Joint:
, Complete Contraction Joint
2. -artial Contraction Joint
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)*pansion Joint
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C$N+#/C#I$N J$IN#+
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•
Salient features :,. #he position shoul& be &e0ne& by &esi'ner.2. 1ull structural continuity is assume& in&esi'n an& shoul& be realie& in practice.3. #he concrete at %oints shoul& be bon&e&properly.4. #he surface of the earlier pour shoul& berou'hene& to increase bon& stren'th an& topro!i&e a''re'ate interlock.
5. #he %oint surface shoul& be cleane& an&&ene& si* hour prior to new concretin'.
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Circular Tans Restin! "n#roun$
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,6
• When tan is %lle$ &ith &ater thehy$rostatic &ater pressure &ill try toincrease the $ia'eter at any section
• This &ill $epen$ on type of oint atthe unction of &all an$ *ea'
• When the oints at *ase are +e,i*le-
hy$rostatic pressure in$uces'a,i'u' increase in $ia'eter at*ase an$ no increase in $ia'eter attop
• When the oint at *ase is ri!i$- the*ase $oes not 'o.e
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7
• 7e8ecte& shape of #ank with 1le*ible Joint
9
A
"
C
7",
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2,
/esi!n of Circular Tans restin!on !roun$ &ith ri!i$ *ase
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• /ue to %,ity at *ase of &all- the
upper part of the &all &ill ha.ehoop tension an$ lo&er part*en$ lie cantile.er
• 0or shallo& tans &ith lar!e$ia'eter- hoop stresses are .erys'all an$ the &all act 'ore liecantile.er
• 0or $eep tans of s'all $ia'eter thecantile.er action $ue to %,ity at the*ase is s'all an$ the hoop action is
pre$o'inant
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• The e,act analysis of the tan to
$eter'ine the portion of &all in&hich hoop tension ispre$o'inant an$ the other
portion in &hich cantile.eraction is pre$o'inant- is$i1cult
• Si'pli%e$ 'etho$s of analysis
are Reissner3s 'etho$
2 Carpenter3s si'pli%e$ 'etho$
4 Appro,i'ate 'etho$
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2
• 6S co$e 'etho$
• #ables 6;,< an& ,, of I+ 33=< part I>
'i!es coe?cients for computin'hoop tension; moment an& shear for!arious !alues of 92@7t
•
9oop tension; moment an& shear iscompute& as
# coe?cient B γ w97@2
M coe?cient Bγ w9
3
> coe?cient Bγ w9
2
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2=
• #hickness of wall reuire& is compute& from "Mconsi&eration
where;
D E σcbc %k
%,FBk@3
b ,
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2G
• 6S co$e 'etho$
• $!er all thickness is then compute& as
t & H co!er. • t 7
• t3
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• 6S co$e 'etho$
• /istri*ution steel an$ .ertical
steel for outer face of &all isco'pute$ fro' 'ini'u' steelconsi$eration
• Tensile stress co'pute$ fro'the follo&in! e7uation shoul$*e less than the per'issi*le
stress for safe $esi!n stc
A)1m(t1000
T
−+
=σ
the per'issi*le stress is as per ta*le of6S 4489 (Part 2) : 299;
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3<
• 6S co$e 'etho$
• Tensile stress $ue to *en$in! co'pute$fro' the follo&in! e7uation shoul$ *e lessthan the per'issi*le stress for safe $esi!n
• o$ulus consi$erin! the e?ectof reinforce'ent
• @ase sla* thicness !enerally .aries fro'9'' to 29 '' an$ 'ini'u' steel is$istri*ute$ to top an$ *otto' of sla*
where
z
M
=σ cbt
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3,
/esi!n Pro*le' No on CircularTans restin! on !roun$ &ith
Ri!i$ *ase
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• A cylin$rical tan of capacity8-99-999 liters is restin! on !oo$unyiel$in! !roun$ The $epth of tan
is li'ite$ to ' A free *oar$ of 499'' 'ay *e pro.i$e$ The &all an$ the*ase sla* are cast inte!rally /esi!nthe tan usin! >2 concrete an$0e5 !ra$e steel
• /ra& the follo&in!
• Plan at *ase• Cross section throu!h centre of tan
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• Step : /i'ension of tan
•
B= 94 = 58 an$ .olu'e =899 '4
• A=899D58 = 5;5 '2
•
/=√
(5 , 5;5Dπ
) = 488≈
5 '
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• Step 2: Analysis for hoop tensionan$ *en$in! 'o'ent
• "ne 'eter &i$th of the &all isconsi$ere$ an$ the thicness of the&all is esti'ate$ as t=49BF9 =; ''
• The thicness of &all is assu'e$
as 299 ''•
•
( ) 9.7
2.014
7.4
.
22
=
×
=t D
H
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3G
• Step 2: Analysis for hoop tension an$ *en$in! 'o'ent(Cont$)
•
• Referrin! to ta*le ; of 6S4489 (part 6)-the 'a,i'u' coe1cient for hoop at 9GBtension = 98
• T'a,=98 , 9 , 58 , 8 =;8 N•
• Referrin! to ta*le 9 of 6S4489 (part 6)-the 'a,i'u' coe1cient for*en$in! 'o'ent = 995G (pro$uces tension on&ater si$e) at 9B
• >'a,= 995G , 9 , 584= N'•
• Referrin! to ta*le of 6S4489 (part 6)-the 'a,i'u' coe1cient for S0=985
• S0=985H9H582=455N
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• Step 4: /esi!n of section:• 0or >2 concrete σc*c=- 0or
0e5 steelσ
st=9 >Pa an$'=9; for >2 concrete an$0e5 steel
• The $esi!n constants are:
• =(D4)=9G•
I= σ
c*c = 4• E?ecti.e $epth is calculate$ as
mm= x
x=
Qb
M =d 99.83
10001.52
1015.15 6
418.0
1305.898.10
8.510.98=
+×
×=
σ +mσ
mσ =k
st cbc
cbc
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4<
• Step 4: /esi!n of section: (Cont$)• et o.er all thicness *e 299
'' &ith e?ecti.e co.er 44 ''
$pro.i$e$=G8 ''
• Spacin! of 2 '' $ia'eter *ar=
•
• (>a, spacin! 4$=9'')
• Pro.i$e L2M2 cDc as .erticalreinforce'ent on &ater face
2
st
st mm= x x0
x= jd σ
M = A 802
167.87130
1015.15 6
cmmc= x
/140802
1000113
2904mm
125
1000113=
x
• Step 4: /esi!n of section: (Cont$ )
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4,
Step 4: /esi!n of section: (Cont$)• Boop steel:
• Spacin! of 2 '' $ia'eter *ar =
• Pro.i$e L2M8 cDc as hoop reinforce'ent
on &ater face
• Actual area of steel pro.i$e$
2
st
st mm= x
=σ
T = A 1456
130
10189.275 3
1
ccmm= x
/77.61456
1000113⋅
2
st mm= x
= A 1506
75
1000113
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i i* i l
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• Step : /istri*ution Steel:• >ini'u' area of steel is 925O of concrete
area• Ast=(925D99) ,999 , 299 = 59 ''2
• Spacin! of '' $ia'eter *ar =
• Pro.i$e L M 99 cDc as .ertical $istri*utionon the outer face
c/mmc.7.104480
1000x24.50=
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• Step : @ase sla*:• The thicness of *ase sla* shall *e
9 '' The *ase sla* rests on %r' !roun$-hence only 'ini'u' reinforce'ent ispro.i$e$
• Ast=(925D99) ,999 , 9 = 4G9''2
• Reinforce'ent for each face = 9''2
• Spacin! of '' $ia'eter *ar =
• Pro.i$e L M 29 cDc as .ertical an$horiontal $istri*ution on the outer face
c/mmc.279
180
1000x24.50=
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,2φ #=5c@c
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4
/esi!n Pro*le' No2 on CircularTans restin! on !roun$ &ith
+e,i*le *ase
/ i i l t t t
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4=
• /esi!n a circular &ater tan to
hol$ -9-999 liters of &ater
Assu'e +e,i*le oints *et&eenthe &all an$ *ase sla* A$opt >2concrete an$ 0e 5 steel
• Setch $etails ofreinforce'ents
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4G
• Step : /i'ension of tan
• olu'e of tan =9 '4
• Assu'e B= 5
• A=9D5 = 2222 '2
• /= √(5 , 2222Dπ) = 258 ≈2'
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• Step 2: Analysis for hoop tension• "ne 'eter &i$th of the &all is
consi$ere$ an$ the thicness of the&all is esti'ate$ as
• t=49BF9 = ''• The thicness of &all is assu'e$
as 299 ''•
•
81.82.05.12
5.4
Dt
22
≈=×
=
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• Step 2: Analysis for hoop tension
• Referrin! to ta*le 2 of 6S4489 (part6)- the 'a,i'u' coe1cient for hooptension = 9G;8
• T'a,=9G;8 , 9 , 5 , G2 =;G94 N
• Referrin! to ta*le of 6S4489 (part 6)-the 'a,i'u' coe1cient for shear at *ase=99;G
•
Shear=9;GQ9Q52=;55 N
•
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• Step 4: /esi!n of section:• 1or M25 concrete• σcbcG.5; 1or 1e4,5 steel σst,3< M-a• m,
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• Step 5: Chec for tensile stress:
• Per'issi*le stress = 4 ND''2 σct Safe
• Chec for Shear Stress:
2
st
ct mm N =
)x( + x
x=
)A(m+t
T =σ /0.91
1608110.982001000
10196.03
11000
3
−−
2ct mm N =
x
x=bd
V = /0.116
1671000
1019.44 3
τ
St /i t i* ti St l
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• Step : /istri*ution Steel:• >ini'u' area of steel is 925O of concrete
area•
Ast=(925D99) ,999 , 299 = 59 ''2
• Spacin! of '' $ia'eter *ar =
• Pro.i$e L M 99 cDc as .ertical an$horiontal $istri*ution on the outer face
• Ast-pro.$=
c/mmc.7.104480
1000x24.50=
502s!.mm100
100050.24=
x
2
.
.,
/246.0
0.3%1000x167
100502
mm N
= x p
perm
prod t
=
=
τ
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5
• Step : @ase sla*:• The thicness of *ase sla* shall *e
9 '' The *ase sla* rests on %r' !roun$-hence only 'ini'u' reinforce'ent ispro.i$e$
• Ast=(925D99) ,999 , 9 = 4G9''2
•Reinforce'ent for each face = 9''2
• Spacin! of '' $ia'eter *ar =
• Pro.i$e L M 29 cDc as .ertical an$horiontal $istri*ution on the outer face
c/mmc.279180
1000x24.50 =
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5=
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5G
A TP6CA /RAW6N#
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