Is 1893-part2-2014

Indian standard code for seismic design of Liquid Retaining Tanks

1. era ar IS 1893 (Part 2) : 2014
Indian Standard

bolt à a
fama à ads
am 2 a afta ir
(hast yate)

Criteria for Earthquake Resistant
Design of Structures
Par 2 Liquid Retaining Tanks

(Fifth Revision )

1059112025

© Bis 2014

da re aR
BUREAU OF INDIAN STANDARDS
Re re, af feet 110002

onto marcara

August 2014 Price Group &

2. anak Engineering Sectional Comite, CED 19

FOREWORD

‘This Indian Standard (Part 2 (ith Reson) as doped by he Bureau of Indian Sanda air he dat
Finalized bythe Farah Engineering Sal Commitee had een approved y the Chil Engineer

Ine ith ein 1 1893 hs bee spit It is par The her ps in the rie te

Put General poisons abd tailings
Par Bridge and eta walls

Par Indi cure cluding tack ke run
Pas Das and embankmens

ut | coin provisions tht neral in nte and applicable a types of sucesso comia
van that re specif to Dim ony, Uns sed ihre. e pono Par 210 Par shal be
‘ead im conjonction ith he general provisions Pat |
“This standard (Pa 2) contains provisions fr quid tai tn. Uns otherwise tad hs anda shal
tread neces conan th 151803 Pa 1) 2002
As compe provisions ofS 1893: 1988 his Saar flloning important provisions and changes have
er corporate:
1) For elevate aks he single eg freiem calzon of tanks done aay wit inca ro
der frodam denso swe fo als,
9 racing beam flexibility e xpi iced inthe calin fate snes of ak in
+) Theft of convective hyérolyramie preste eluded in the ana.
©) The distribution of impulsive and convective hydrodynamic pressure is represented graphically for
Convenience in smal simplified byaoyoaniepreste bution e alo suggested fr es
sh the unk wal
D Ele ol ver ground acseraon on hyochrami pressure is consider
1 Quilty contol mesures considered neces in dein and comen of eiforced concrete aks
for achieving safe formance under mal a Well as ses nains ae lo included
"Tc is used withthe ems covery the symbol acompte pa
ed ober
Inthe formulation of hi standard du weightage has ben pen international ocios among he andre
a raices read in diferent cons in ado oligo the paces nthe el of hi county.

{ne formation of his standard considerable lp has ee taken bythe nda Insite of Technology Karp.
Insite ot Tomoleps Ronee, Vnsevaıya Nana! Iie of Technology. Nagpar asesor or
oran inching Guidelines prepared by IT. Kanpur or GSDMA.
Referens has hen made tthe flowing documents isthe formation of this sanar:
1 ACI3S03, 200, Sei eig us contig concrete statuses” American Cort lise,
Farmngion i MIL USA.

y Eurocode 1998, Dei poisons for sua restan of ture, Pat 1 General ulead
Pt us, tanks an pls Europeas Commits fr Sanrio, Bru

(Conte ind cover)

3. LS 1993 Part 2): 2014

Indian Standard

CRITERIA FOR EARTHQUAKE RESISTANT.
DESIGN OF STRUCTURES
PART 2 LIQUID RETAINING TANKS

( Fifth Revision )

1 score

‘This standard (Part 2) covers ground supported is
rela uds a een supp ogg
aida sab provide on sim dein bai

2 REFERENCES,

The folowing standards contain provisions which,
through ference inthis text onsite prono al

standard At the ie publication, dos
Indicated were vl, AU anda are jt to
revision, and parties to apremcats bsod on this
Stand ae encourage to mos the posit.
apli the most cent eons ofthe sada
indeed Plow

48652000 Code of Practice for pain and
Reinforced Concrete Youth
1 sucia for earthquake resistant

(an): 2002 design of scores Par | Gern
Provisions and buildings (ith
ane Code of Practice for coneete
sacar forthe sora of ui
(ar): 2009, General eguiement rt eon)
(Pan 2}: 2009. Reinforce conte sts it
(Pan 3): 1967 Press corte tase
(Pan 01967. Designee
4996:2013 Code of Practice for cathquake
‘estat dep alcorcon of
11682: 1988 Cie dor de of ROC staging
lor one water tanks
1920: 1993 Ductile detailing of reinforced
im ares Code of race
mous

The spots and otto pen below spy 1 he
provision of hi stand

‘Ac Design Raion sini coto

a» Design horizontal semis coin for
convective mode

Design horizontal seismic cociiia for

impahive made

‘A= Design vert sino coffin

1 Ise witha ecangulr tank prenda
toile dicen of smi farce

= Cofficen of ime period or comes
me

©, Content of tine pros orimpalse made

Deflection of wal of rectangular ako he
‘erica ening when ase
by sum dau posure y, e
4. = Minimum sing wave height
= Modulus of else of ak wall
Response quantity due to earths loud
applied = ection
EL, = Response quant due o eatguake loa
angled ny een
Acceleration det gravity
Maximum dept iu

eight o combined cent of gravity of alt
Imp massa gd (m2) and mas of

coe va (me)

kph of once mas above bt of
tank al hot on as res)
pa of input mass above ham of
Tank al that onde as es)
Simca high of staging, measured tom
{op of Kundin tthe tom a contar
wal

igh of centre gravy ofronfmascabine

ight fente pra vase
tem fan wal

4. 151998 Part 2): 2014

tank wal considering as press)
= Hight of impalv muss above btm of
Tank wal considering as pres)

fa = Might of centre of gravity of the empty
‘Sir of lee un ested om ie
top of tig
2 Importar actor given in Tale
Spin ness of conce mode
Leal tes ol late ak staging
Langa spat the hase af rear tr
along he deco af seme fore

Id length rectangular ak prall o
the destin of seams once

= Total mass fii in tk

Im Mas of base sabor pate

m= Convective muss fuit

n= polie mas of gid

n= Mas of empty container lids mas of
members like rot, wal tank lor, oor
‘Ros te) of cette tank and one-third
mass of aging (mas of tower ecu
Container ad foundation. Man of column,
traces an any cher mass tached staging
‘halle cluded a mass of waging Mano
de above fundan canbe sumed 0
ataco fount)

m= Mass of roofs

c= Mass o nk wall,

Im. = Mass of one wall of rectangular tank
perpendicular othe decano log

Ma Tol fending moment at he boton of tank

A =Total craie moment ae
1M, = Bending moment in connective mode athe
‘tom ofan wa

AP, Overuning moment conesive rade a

= Bending moment in impuliv mode te
Pom of ak wall

A= Ovemuig moment impulsive ode the
tee

(P= Maximum hyndhnamie rer on wal

= Comecie hydrynamie pres on ak

fo Comes ani rs on ak

a Impulsive hydrodynamic press om tak

sa

= Hydrodynamic preste où ak wall dto.
‘eral grund acceleration
Presto all dew im

»
= Uniomiy ist pesar on on wall
Sfrsanglar in ici of gro

= Cash of comecie pres on tank

9. Coefiient of conce peste on tank

Qu = Client of impulsive pressure onankase
OL = Concent aime pres on nk all
R = Response reduction fc given in Table 2

15/9 = Average response acceleration sein as
pe LS 1898 Pat 1 and 8

12 Then of tank wall
= Tikes of ase hb

Time pero of Impulse mode fi
ital a shear

v

Ve» Base sean come mode
Va Base shear in impulsive mode
force ola pont base lab from the

A tom on wa

emi zone atras pr Tale IS 1893
at)

= Mas density qa
9. = Mass dest of ak wall
A

4 PROVISIONS FOR SEISMIC ANALYSIS,

coment ange

Alyaodpnami forces exerted by iu on ak wa
shall be considered inthe analysts in adi o
dose forces. These hydrodynami forces are
alte wi he bp pang mass mak

Fortan fal ae well empty conto. hal be
ule fe sl the lad combinacion e pr 8 1893
(Pat D Fer ead combination with aim ad, the
mu fui ner tank lb oa
ni lve under serie onen on.

12 Spring Mase Model or Seemie Anal

‘Whe tk conning quid ites. de quen
“pala and comectve Prod mami pres on

5. the tak wall and the tank base lion othe
Iowa preste, drt incide tes of
‘yodyamic pressure i the aya, anh com be
ital by an eglvle ping mts mel which
Incest effet ofan wala teraction. The
rameter of is mode ped on amy the
on

8241 Ground Supported Tank

AL Ground soporte tanks can be idea as
Spam mas model shoe in Fig. 1, The impulsivo
‘tas of gui Si, tached o fk wal t
eight (or A) Sila. comective mass,
tacha Wa (och JO) aji
en A

4212 Circular and rectangular tank

For circula ta, parameters mi Ah ad
sill be bine rom Fig. 3 an for verlange
‘abs hes parameters shal obtain from Pp,
and acount for diese pre o the
tank vel ot and the ik as. Hence te vale of
‘and, sl be sed 10 calculo mon ue to
bye pressure ate boom of he tak wal
The value of A and shall be used to call
rating moter a the base ofa

15 1995 Part 2): 2014

e TRE
KL

9 mr 5 2

(pine amin Mat ns

+ E
FR

Pa Soave Mass Mets ros Gros Sara
Ence Aso Recrascuian Tas

422 Bleed Tank

4224 Elevated tanks (ce Fig. 4) canbe dali
ya o muss mode a shown ge

442.22 For coved tanks with cular comal
ters mm hhh and Kalbe aid
from Fig. 2 For cevated ans with rectangle
nunc, ee parameter shall be be fom
Fes

4223 tn Fig. e. is the srt mas and all
omiso of ass tank comic ande Did mass

(org et ear ans Cece es

Fo, 2 Panama or mue Srusc Mass Moon
oe Cuca

A224 For eve ani the two degre o fied
sem fig. can ete so unceple ingle
degree of recto systems (ie Eg Ad) one
Fepresening the impulsive plas several mass
tuning ar mer enim ih nr ise
gual fo that of the staging. K. and the afer
represent the convective mass with a spring of
te Ke

412.3 For unk shoes lor dan cul ite size
Kate conical shige) the value of MD sal
correspond 1 hat of a guían cua nk of
Site vole se ameter equal to amet of tk
‘top eet of igus and mgm, hh A 00
equivalen el tank ale wc. The gen
Syn unk shoul nam o De ested ch
{da op level ofthe gad in eta fk ae
‘insta ak

6. IS 98 (Par: 2014

12 thickness funk wal
E= modul of asi of tank wal and
9 = mass dey of gui

‘no [D
only RÉEL
(on ac méme

(opin Irae an Comet Mass

Fro, 3 Parsons or nu Sr Mass Men
on Reca Ta

43 Time Period
434 Impulse Made
AAA Gmund supported incr tn

Fora ground supported crol nk, wherein walls
‘iy conecte wih the base lab (ce Fi, 6
nd) te prod e impulse mode of brain.
Tin scone by

DE

= cotfcem of time period or impulsive
mode. Vale of can be obtained fo
‘n= maximum depth of lig

43412 Ground supported rectangular sank

or ground support rectal an, wherein wall
erg anni wth the tases, ine pero oF
Impulsive mode of wan. ms. pve y:

PET
see
= defection ofthe tank al o he vers

‘otra eight ol, hes odos by
rly dsd pres ofen.

„et

at
him.
wees
Bun
zn
Im. = mas of one nk wall perpen tthe
con of set fore and
= inside with ft,

AA Eleated mk
Time period impasse mode, ins, given by

ES

‘a mas ol empty contain and one thd mass
Gina
= neral fines o aging
{Late ses ofthe taping is the horizontal ft
‘eared to be applied atthe cee of ravi of be
tank to ease à corresponding ont horio
Spleen

432 Comecie Mode

Time prod of comecine mode can be calcd
o]
ae nd for dig pros

7. IS 1998 Pur 2): 2008

a E
Sum N

Fo, Tao Mass fata vn Enano Tas

no

Fr. Cosmic ren o Conserve Mon Ti Pano ro Ceuta Tas

8. 1 193 Part 222014

N
au Sb
4
(9 ose © og ie (0) Perea
27° some cate ES a
ea ese orcos r euch ae
Bost || ie | Bes
a AZ sn
MAA Bs
ES Bin
A (0) oer Cantino
ES a

Fo. 6 Tyr or Consacnos even Task Wats aso Bt Stan

AR. Time prio of onesie made nec, is

“The valesofm and K, can be bind from Figs a
And Breese or sar and rectangular
4322 inte exresion form, and A ack.
‘be espion for 7 an de sents expe

3) Chaar tak — Time period of comecine

nodo is en by

5
Tec
vo

€, = cocficien of time period for convective
node. Value of €, com be olas from
Fp Scand
br Rectangular tank — Time period of
nec mode of iran, Tin second
Seventy:
E

F
raed
Vp

‘C= concent of time period for convective
mode. Vale of can be obtained rom

Fp and
inside length of ak ar! the ection
sf seem force.
433 Foran resting on ots tet of Deity
‘toil may te considered wile eating he ine
eon, Generali. wi Ten does ot fc the
mie med ie period However. si Dey
tay fet país mode tie perio,

ı

o Coen or Convient Move Tra
anon (C) von scr Test

9. 44 Damping
Damping inthe comecine mode forall pegs

neal types a shal be ans Spee
‘tthe

Damping i he impulse mode shal be taken as
2 percent the elf wc wks ands ect
thecal oon many ke

445 Design Horizontal Sismie Cocco

Design horizontal seismic coefficient. shall be
‘mine bythe following expen, abeto LE
muse

s

1
we

where
Ze zone factor given in Table 2 of IS 1893
md:
1 importance factor given in Tae
{= sponse redetion factor venin Te an
Fe and
5/8 2 werge response ask citer us
en by Fig 2 and mali facts for

Gbaning value or ter damping given
In Table ef I OA 1) and soto

astansas2
"Table 1 Importance Fac
See Sas te 7

y ee sch dl Boog ero.
ENE mat 11

451 Design oral sisi coeticent 4 shall,
e calculated separately for impulsive (A). and
socie A) modes.

1452 Valucofmuiplyng ator sate ten 1.0
Jer percent for psc ane 178 art pret
shining.

46 Base Shear

$61 Ground Supported Tank

Base hearin pli mode, th Doom of ink
walle nen:

Amma

15 1998 Pact»)

“Table 2 Suggested Vals of for
late Tan
(Clave 48)

“Table 3 Suggested Values oR for Ground

‘Supported Tanks
cc ay

er we:

agin tun ee
Shee E

10. 1s 993 Part 2) 22014

and hase shea in comes mode ben by
Ch design horizontal semi enffiien for
pave mode:

(A), «design horizontal seimie coefchnt or
meute mode:

sm = mas fun al
mas oo aba
T= rt de ai
443 om fink
Jus stein imple mode, ju above af
in si pren
Van mms
ants an coments mode ge
teams
wine
m = ts of comin ein of

463 Total hear Vanbe obainedby combining
the base shear in impulsive and convective mode
through agar rot fam of ares SRSS) ale ad
spent flows:

ve fi
AA mund Supported Tank

47.4 Bending moment in impulsive made, a tbe
tor fal gen ey

M =A) (mr mm

and bending moment in convective modes hen by
Meme
tere
he = bois ofcentre of pri wall ms: and
= bright ete of gravity of fot mas

47.12 Overamin momen in inpulsive mse tobe
‘hed for hein te tank aby at he Room of
tesla pre y

A A imo) am the sn meh

Smale
and oruming moment in conce modes ive
i

A

were

M = maso bis aha: and
1 bis of ae slab.
422 Hosted Tank

COveruning moment in impasve mode, he base
ofthe staging is em by:

ME =A), [mi them A,

and oeruming moment in convective modes given
ty
MAI he

a sutra bein ping. measured fom
top of fot ol staging tothe bono oF

tank wal and

eight of cote of gray o he empty

‘Sper of elevated nk, measure rom

he top of ot.

423 Toa momen al e obtained by combining

the moment in impulsive and convective modes

nde A7. and 47.2 deco gute of um oF aes

(RSS) and vena flow

a arom)
AA For elevated tans, he sgn sal be worked
forn emp and tank fl codi

A Direction o hm Force
AAA Ground supports rectangular ans sal be
analyzed for hriontal eaigeae fee ating na
‘race along each of he ore! asf the
tank for evaluating orcos o a al

4482 For seve ks, sang components should
Be designe o thea ton limi foc.
Dirt components of sing may have rent
ARS Ar an sortie to 482, staging components
an be designed for either of the flowing load
Comino pls

a) 100 percent +30 pesen ale
2 20, ad 20380, + Fl

Jae

11. 15 1898 Part 2) 2014

ere 9 = eicumfermla ange and
EL, = sponse quam doe to ciu lod y= seis tne of pio ak al for
‘pple in x deco an {he Pom o val
response quant due to count load Coefiien of pure hydra resure on
plied y deco al. an also Be obtained m Fi da
49 Hydrodynamic Pressure Amplis ham presue in vera ston

Durie lel bse ec, nk mals je OM ENDS om siping sendy.

10 era hoya pressure and tank ose

451 mato dm Fame csa(06f)
aos SS
y Pecera cer te ca

Lac homme impulsive pressure onthe wall, FO Rectangle Tank e Fig, A

Pests ven by Laer hydrodynamic impair prove on wall

Por = OA NP Ehen eur 7 ae
ÓN
we 0. ovis ame ator carn and

‘on beread rom Fig a. with WL bean ned

= moss demi of ii pco

i

N

Re Tne
Fi. 5 Gone 0 a) Cesta Tasio (9) Ricans Tas

12. 151998 Part 2): 2014
Inga bora ress in seca ition
nthe tse slab (= la glo by

P= Q,U1Adosh

as 12)
+ e)

“The ale of nein of impulse dry
res mas 2,00) canal ered om ip. 9,
492 Comectve Hydrodnamie Pressure

The convective pressure exerted by the oscille
Ind othe tank walland as shal be akuter
pren

Ciel Tank ee Fig. a)

Lata comete pressure on he wall o.
y

“ao 00r0(ilotojes

The vale af Qc ls he ren fom Fig 10,

Conese pressure in serial direction one se
sabes =O) per dy

Qu An pe D

aufs] eo)

The value Qt ao eral fom Fp 105,

Rectangular Tank ie Fg. 8)
The drame pressure onthe wall à nen
by
Deren
Qu) = 04185 eos 162 you 182 AI
The aloeof anale ane from Fg I.
‘The presse om the at sah = Oi given hy
Pa svt DEL

eons]!

were
The ae of 0, (can aoe ons om ig Uh

1493 In circa ans, yema pressure eo
tional excitation vas tod he cure
the tink However, frcontniencenstessanais
‘ofthe tank wall the yérodyami pressure onthe
Fan wallmay be proud by an guard pre
ibn nent quo that of the maxima
todynamie pressure (ee Fg 2)

49.4 Hydrodynamic pressure due 1 horizontal
«scan hs cura vario log wall Big
However, nthe absence of more exact analysis an
‘ule Ina pre ibn may baume
Sat give he tame bose shear and bending mote
te tom of tank wal ae Figs band 120) The
following expressions shall be sed 1 linearis the
ese isbn:

mis ANE tg tA
Sane
CCE

(oh -2h) and

Aa).

4 (Ah). = Klon 25)

195 Pressure Due o Wall ners

Presi on tank wall die tos nei is given by

par
she
a mass densiy of ak wall: and
val hicks.

4.0 Effect of Vertical Ground Acceleration

Due overs prod acceso, sive wight
lig nee. hs indices dina presea
tank wall, whose tbe is smart ar of
jena peu

44103 Hydrodynamic pressure on tank wall dueto
‘eric pound aceleran may beak u

6)
oe
atta fa

(8/9) = Average reponse acceleration cote
Ne Be Pond Ta Sof 81893 Pa
Hand subjected. and 453,

13. 151998 Part 2) 2014

025
os
38
10
Y] FE 20
ES
= zy
paa
20 4
is
. D
os
Der
(©) On Base of Rectang Tak

Fr, 9 Barre Presa Conn ( 0s Wats. (Cb) ox Bast

14. 181998 Part 2): 2014

1

08

os

ym

04

02

ic. 10 Coser Pusona Cosmet on Cela Task
(6) 08 Was (9 Os Base

15. 15 198 Part 22014

(a) On Wall

(0) On Base

Tax

Fa nc

wos

16. 15 1995 Part 2): 2014

‘Actual Distribution ‘Simplified Distribution

(a) Simplified Pressure Distribution in Crcumterentil Direction on Tank Wall

bi
hos +
ni ni
4 | N
a bi ab
‘Actual Impulsive Equivalent Pressure Uniform Linear

Pressure Distribution Distribution

(©) Equivalent Linear Distribution Along Wall Height for Impulsive Pressure

Actual Impulsive Equivalent Pressure Uniform Linear.
Pressure Distribution Distribution

be-2e

(©) Equivalent Linear Distribution Along Wal Height for Convective Pressure

Fro, 12 Hess Presse Draco ros Wath Anas

17. In absence of more refined analysis, ine peti af
venica mode vivan fra ype tk ay be
taken 5

4102 Temas value yo name presse
sould be obtained by combining presure doe

tional and vera esco ou ae sot
sum of squaes SRS) rule, which un be nens

pe at
An Shing nee
ai dd wavelet

2) Forcier tank

»
da,
sa. RE
D For rectangular tn

al

(Ay. = design horizontal scismic coefficient

‘responding to conectivo tine penos
12 Anchorage Kequirema

Circular ground support tanks sal be ashore to
"hr fou ee Fig. 1) when

nd
Da

Fre bananos oF
1s

199 (Part 2): 2014

Incase of rectangular tan the same expresion may
eed wth ined of

$ SEISMIC DESIGN OF LIQUID RETAINING
TANKS

54 Two Mass Idealen

The atonal metho o analysis wing th two mass
~impulsiveandconvecive se pesentedin fo 12
‘ay Be ed or determining the scan eign forces
th ground supported a we as lead ws ak
of any capacity and mao contacon name
Fear concrete ur we

52 One Mass Approximation|
Inthe ip ofthe ongoing pats for consigo
Tage numberof water tanks, is comer expe
‘opemitte option ofone mas easton, nse

te, at sted her below, wih the bole ter
‘mass ake fn impulsive moe

S21 Ground supported ur cheat I etai
RE seta of wp oad Incl 1000 Kl copay
allo he Container in songeic ih cn De
reed a gd

522 Wallin eel may ote regarded sig ence
for design of tel tank by one mass made, the
copay should ot exceed 200 K and D ar ME
‘ould be oc gh

$23 For one mss mode, mar mas in come
mode sal not he considered. Teal waer mas all
eassrodinimpuhive mode andthe pulse ore

Roca or Ta

18. 151898 Part 2): 2014

salle asumedio acta cent of vio the whole

$24 The design sil be worked ot both when Ihe
Tanke fll and when py. When emp he weg
Ws in he design sal Coss of the dea oa of
beta and oeil weigh the aging mp
the cere of ravi ofthe tank. When fl the
‘wep ofthe aid contents isto be added othe weight
under empty condos.

MISCELLANEOUS.
6 Piping

Piping system connected to tra should be given
«consideran of potential baton and movement at
the pipe joins daring eathuakes, and scent
exit shoud inrodce by proper dean of
Pipe joins to vol de function. Ping system and is
moción othe tank should be designed t comply
rro eget the weight of piping system may
be adequate al case,

“The piping system hal design sos trompa
signcam mechanical losing o nk Loca ends
Pipe connections an be considered in he design of
the unk Mechanical devices which ad Re to
Piping such 2 bellows, expansion joint and other
eval couplings may be une in he comes,

62 Buekling of She

Ground soporte uns (arica. el nk) hall
be chek fr far agaist buckling of ak als
der eric toad Silly stay a shalt yp of
ping of eleve tanks agai buckling sal be
mur.

63 Buried Tanks

Dynamic ca pressure shall be take o acount
whe computing the hae shear of pra or fully
busied tank: Hath pressure sal also be considered
‘he design of walle In buic tank, dynamic ca
reste tll not ke ri upon to rede dynamic
Se det uit

(6 Shae Transer

‘Te ral earthquake fre generates sear teen
al and bse la and between rot and wal, Wal
techs da, walktoroo sb ad valo al on
‘al e lady designed o transfor shea oros
Simiary in elevated tanks, connection between
comer an staging oul be ula evened to
trate thesis fre

espa E

All staging of columns and braces (or beams) for
lev tats shal be designed fr P- ft

> aestuEntes

eva wate ans are promien in publi view
an ible from mear as wel long ances They
‘ten become landmarks on the lancape Ii
‘herefore important tht the shape and frm ofthe
enti nd he supporting suerte must eevee
mio fom the point o esteis Imovaon in
the shape and form sul encoraged when thy
Improve the ambience and eance the qual o the

‘Where unusual shapes and forms for supporting
sirvtures are used the designer may use some
‘cretion choosing he vale of espn reduction.
Factor R consistent wih expected scsi prormances
and diy. wi Re incumben on the derer
Here, to ti he chic of vale ids he
mie ae

8 QUALITY CONTROL IN REINFORCED
CONCRETE TANKS,

Quality conto in design and constructions are
arcu important or elevated tank in ew of
Seve oles of wate aks during sine ls
ecessy thi quali of mates and constuction
lances ae sch adered 1 during constuction
Phe Some canon wlrance and eig ae
Fisted below. The information gen sexe
and designer and conan engineer ae expected
to have competence t take adequate mesas to
‘ure egies actual performance.

NOT upon o wa

A RC Frame Staging
LA Cons

2 Minimum sie of ola shoud be 400 mm
(diameter andor side o rectangular column)
except for tanks having 200 mor Less
party. coloma of 300 mm sz may be
oe

D) Carte ofcolumnteween aces shold
be more hante mette sir ocala

©) Reinfrcement dt casing oras
in long br sou follow a shown
‘nis 1390,

uring consrostion and casing of coloma,
some cen inte vera o cls

19. may develop. Bevery up10 20 may
be allowed in column between two brace
Jexele. Additional moment due to this
cents shoul be comdrsd e he
tals

S12 Bowes

2 Minimum widh of nlagod race llo
es an Jo sl em tee
cin.

D In Zones I and Vous of dora racines
in vertical plane Mall be encouraged
Information vn dealing of RC and sel
hago acing given in IS A,

BAS Foundation

Forsolatd footings ie beam ner top of tn bal
De provide spa 181526,

82. RC Sha Stagg
24 Thickness of Shah

2) Minimum thickness of sf sl este
Lu contract} whch depends o bight
St formwork for one lift of concrete
Minimum hikes of af a 150mm
for shaft diameter up ww m. For larger
later sa flowing esis sal
‘eo ave a minimum hick

1) Fort with ameter es han 4m,
= 180 + (0-4 00080 mm
2) For slats with diameter equal to or
reer han m,
1 = 200 4 (D - 50004120 mm
where
= me of ah in mm
Adi thickening of shaft and ex
Serial and comercial resect
‘hal e provided tp and oro eel l
‘hat at juncos eth conato and
‘od conte) Thi equis to acount
{or secondary moments and essen.
‘Additonal vertical and ctcumfreaial
‘nlrcemen il De sam ss at equi
per design celos

822 Reinforcement in Shaft

2) Minimum vricbreintrsenent le 0.25
percent of meet aca The retorne
Mall provided nono yer The minimum
‘ameter of venical bar sal fe 10 mme
Maximum ccrre-cente dan between
vesical enforcement in each ge hl por

1 193 Part 2) 2014

9 Cicumfremiaseinfrcment all nat be
les han 0.2 percent of concrete ara in

Is provided in two layer cameron
reinforcement lb ied oul na
layers: The spacing of ccomicontl br
‘ach ayer shal ot be mor an 300
Shell thickness, whichever is less
cantera reinforcement salle ced
eer the faces sel

)Alberizontal conto joints shal one
sional agro eres Bars projecting où
her sde uf the Jim with ahora
length shall be provided Continuity of
ong a construc ju sal e done
‘sith application a ca cement say

4 Opening in shat Desig of sa at be

peine lak imo cosierationeffectve

‘ony ofreinusemen aldo Mor
information om detal aca openings
ven 1S 11682. At serial sor af dons
“peng senc may be rege

) Inte tanking bean, enforcement bar in
res tension hal have lap length ice the
Sevelopient teng ia toon. The splices
Tenth ofthe ng Bear in tension al de
‘closed in spa made of ar o eth
‘ram ia with ich no moe an 100,
rencias in sirup of mn ath ph
cortan 150 mth ties nase
135" hooks bea ite he coe concrete with
‘mpi 80 mm extension It gitar =
or than 2 mm, couplers mye aed.

82.3 Contraction Control

4) Vertical Aligument — The centre poi of
St a ot way trom i erica! at y
toe tha 02 paren shat eight

DY Overany high of 14m, wal of hf alt
tte ou plumb by moe than JO

9 Sta diameter — The mere cometio
ater htt any seco Sal ol vary
from the specified diameter by mor than
20 mum pls O- percent of the posited

9 Shaft thickness — The measured wall
hese ll ot vary fom the socio
Sell thickness by more than <S mh o
‘oem,

S24 Mot Fondation

In eas of ma foundations, ita of mat on tension
side cam be allowed a sol coma, The maximum
ccm at ine may Be permite pt 2 mer
hehe dancer provided the maximum Compresion
comi wan po iis

20. 1S 1898 Part 2): 2014

AA RC Tank and Sha

»

Inte tanking eas renforcement ars in
ec tension hal av a gi wie he
examens length trio. The spied
Tenth of he ing Dam in eso sal be
nein sta made of bart shan
‘Sm meer pl not more th 100
func enlsedin stimupr of Kram danetr
‘Stich not more than 150 me, he tps
Shall nave 135" Rooks beat sto the ote
rte with minimum O mm ens,

nan al or ha, no more han eid
fera ha sal besplceat ny section
For remet as a en Sa Be

1 mes development eh in tension: be
lupe shall be sagerd so tot oe han
‘oe he ar sal be pied at ye

4 Stra Column - Weak Beam

Fuel and team ye of taping o elevated ah
‘um of met of eae of cla uni.
{foul pt els than Imes be sum of moment
resistance ofeamsinany oe plane taken at tine
ch ato be aplica y ami sate method

AS Starase Design

Provisions of 18 11682 shall be followed for the
ase design

21. Contac ro second cover

9 Moser... 196, ‘Dynamic analysis of id in conti subject o acceleration’. Nuckar
Reactors and Earhguaes, Rept No TID 724, US. Atome ergy Common, Matan D.

4) Houses G. 19630, The dynamic behavior of water tanks, Bulli of Shmalogkal Society a
‘America, NOL $3, No 2, 1-387

©) in. K amd Medhekr, MLS. 198 Proposed provision fa scie desi of lig storage ak:
Part - Coda provision Journal of Strat Engineering. Vol 20, No. 3 119-128

1. in. SK and Medhekr, MS. 1994, Proposed poisons fo à cie design of tid rage
tanks Pa 1 Commentary and campo ma 0 Structural Engineering. Wl 20, No, 167-75.

8) Jswa OR Ra, D.C and Ji, SK. Ma, Coda provisions sgn simi foes fr hud
stage ans: review’ Ron No TK GSDMA EQU Vi, Inn Im Teo, Kanpa

aval. OR. Rai. D. C. and un SK, 200, Coda provision on scsi nays liquid storage
tanks view Report No-ITK-GSDMA-EQ 04-V.0, Indian nie af Technolgy, Kanpur

1) es. M. JLN et. 1986, Scie design of rage tank’ Recommendations ua tly group of
the New Zeland National Suit lor Fate Engines

10. Velos AS. 198. Sea response and design of quid rae tks, Standard forthe sie
sign of i args pipeline stm. Technica Council on Lifeline Earthquake Engng. ASCE.
ESA]

For the purpose decidio wheter a pric require of this standar compl with the final val
(Observer called exprein ne cut of fo or mais, halbe sound ifthe sonder wih 2
1940 Rus orrounding numerical ales rc Te nur of significa places tamed he odd
‘ale sho be the paro a that of e speed vals in hi Stand.

22. re Tian Standards

IS ia story institution established under he Bureau of Indian Standards Act, 198610 promote
armonioos developmen o the activites of standardization, making and quality ceificaion of goods
A nending ocomectd mats nthe coun.

Copyright

ts has the copyright of alls pubis. No pat ofthese publications may be reproduced in any form
ont Me por permission in wring of BIS. This does not preclude The fee Se, in the couse of
gemeine the sandr of necessary deal uch a6 symbols and ss, ype or grade designations.
Engines vlg to copyright beaded tthe Dior uen) BIS.

Review of Indian Standards
Amends ae ised 1 standards the need ares o he bass of Comments. Sandan ate ao reviewed
Dot. standard along wits unendmen rated when such reve indes that no changes are
Rd th eve inate that changes ae ceed ken up for ein, Uses of dian Standards
‘ould era ht they ari poses of th et mendnents or edition byrefering tthe nests of
"IS Catalogu and "Standard? Monthly Adlon

“This Indian Stand hs bs develope fom Doc No CED 39723).

Amendments sued Since Publication

Ted Ra Duco ae TES

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