is .3370 part.4.1967
TRANSCRIPT
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IS : 3370 (Part IV) -1967(Reaffirmed
2008)
Indian Standard
CODE OF PRACTICE FOR CONCRETE
STRUTURES FOR THE STORAGE OF LIQUIDS
PART IV DESIGN TABLES
Fifteenth Reprint AUGUST 2007
(Incorporating Amendment No. 1 & 2)
UDC 621.642 : 669.982 : 624.043
© Copyright 1979
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARGNEW DELHI 110002
Gr
10 January 1969
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IS I 3378
Part
I V ) . 1117
Indian Standard
CODE OF PRACTICE FOR CONCRETE
STRUCTURES FOR THB STORAGE OF LIQUIDS
PAIlT IV DESIGN TABLES
Cement an d Concrete Sectional Committee, BDO 2
C}u irma
SRRI K. K.
NAMBIAfC
R. . 'i,,.
The Concrete Association of India, Bombay
}\·I.
N. Dastur 4 Pvt) Ltd. Calcutta
Sahu
Cement Service, New Delhi
Bhakrn
&
Beas Design.
Organization,
New
Delhi
Central Uuilding Research Institute C S I R ) .
Roorkee
AI; .6 s
S R R l
M. A. MEliTA (Allemtlt, to
Sbri K. K.
Nambiar)
SRat K. F. ANTIA
SRRI A. P. BAGeHt
SHIU P. S.
HA1·NAOAR
1). S. K. CHOPRA
The
A lsociated
Cement
Companit l
Ltd,
Bombay
(
CSIR),
n.titute
S. B. Joshi
I t
Co Ltd, Bombay
Central
Road Rrleareb
New Del hi
SHRI J. S. SJlARMA
Alt rnlll
DtRsCTOR CSl\{)
~ n l l 2 1 1 1 N a t t . r
Power
r..ommi.sion
DIRKCTOR ( DAMS
)
AlIt,,,al, )
DR R. K. OIlOSH
.
Indian Road, Congress. New Delhi
SR I B. K. GUllA Central Publtc \Vorks Department
SUP.RINTENDING
ENQJNif.R,
2ND
O J . C L I. (
Alt .
)
na
R. R.
HATrIANOADI
SRRI V. N.
PA l
( A l t n ~ . , )
JOINT DIRECTOR STANDARDS
R ~ . e . r c : h ,
~ s j g n l at
Standareb . Orluization
( B
I:
S ) . ( Ministry of Railways)
DuUTY Dr.aero. STANDARDS
B
:
S)
.4llnllll .)
SR I
S. B. J O IH I .,.
o S. R. Ma R R A
DR R. K.
GHOIH AI tllI )
SRal S. N. Muu.aJI National T n t Houle, Calcutta
8
B. K. RAMCHANDR'AN (Allmual. )
S BaACH A.
NADlasHAH
Institute of EDlineen ( India ), Calcutta
Balo
NAUlH PRASAD
E n l i n e e r - i n · C h i ~ r · .
Branch.
Army
Headquarlen
SRal
C. B.
PAT L National Buildings Orpnization
SRa. RA8IMDU
SINOH ( Al mwd,
)
SHall. L.
PAUL Dirtttorate e n ~ r a l
ofSuppliei •
DiapGlall
S.a. T. N. S.
IlAO
Gammon India
Ltd. Bombay
S S. R. PacHltlaO (
I f . .. , .
)
RaPaaaTAftva GeoloRical Surveyor India. Calcutta
Ra
aNTAn
The
India Cementl
Ltd,
Maclru
S.al K. G. SALVI HiDdustan
HoUlin, PactO J
Ltd, New
Delhi
SHaJ C. L. KAiLlWAL ( .41 ,
)
c littMI 2 )
BUl tEAU
O F INDIAN
S T A N D A R D S
MANAKBHAV
N ~
9
BAHADUR
SHAHZAFAR MARG
NEW DELHI
110002
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I I I
SS7I
Part
IV ) • 1967
( ort iuMl f t - . I )
M.ahrs
..
D.S.
S RK
I l l . ,..,
Structural
EOlineerinl Rae.rch
Centre
(CSla.).
Roorkee
S.1It1
Z. Gaoao (
AI
)
SaCUTAIlY Ceatral
Board of
Irrilation
Power,
~
DeIhl
SHRI
L. SWAaoop
Dalmia
Cement Dharat )
Ltd,
New Delhi
SHi l l A. V. RAIIANA
AI ..,.)
SIIRI
J. M. 1....RAN Roads Wing, Ministry of Transport
SRR N. H. KUWANI
.AI,. .. )
Da H. C. VJlVaVAIlAYA Cement Research Institute or
India,
New Delhi
SHRJ R. NAGARAJAN,
Director General, lSI Ea oJfirio
M IJI,)
Directott
(Civ
Baal)
81 . 7
SHR Y. R. TANaJA
Deputy Director (Civ Engg) J lSI
Concrete Subcommittee, BDC
2:
2
National Buitdinli Organization
M. N.
Dutur
I t Co
Pvc) Ltd, Calcutta
s. B. Joshi at Co I..td, Bombay
Hydt rabad Engineering Research Laboratory
H) derabad
Dlaacroa·IN CHARO
Geological Survey of India, Lucknow
SHU V. N. 'CUNAJI
Public \Vorks
~ p a r t m c D t
.Maharuhtra
SR I
V. K. GUPTA
Enginr.cr.in-CbieC·s Branch, Army
Headquarten
SIUlI
K. K. N .1lOIIAR
The
Oonerete Association of
India, Bombay
SRRI
C. L. N.
IVUfOAR
(A.lt.,ntl )
DR M. L. PURl , Central
Road Research Inltitute
CSIR
),
Roorkec
S tr uc tu ra l En gi ne eri ng Research C en tr e
(OSIR.),
Roorkee
Sahu
Cement
Service)
New Delhi
In penonal capacity M-60 Cru,ow
S
s 69
Central Building Rete.reb IDititute
(CSIR)
Roorkee
Da
I. C. o lM.
PAil CUODOU
Central Water
I t Power Commiaion
Dta CTOR
( DAMS
I ) ( Alima )
D P U T ~ DUtECToa STANDARDS Research, Design.
and
Standards
Organiation
B a. S) Mini.try of
Railway.)
ASSIITANT DIRECTOR
STANDAltDl
BitS AIle,.,.. ,
)
D••aCTOR
1 .0
G. S. RAMASWAMY
c.,.,r
SURI S. B. JOIHe
ltr bns
SURI B. D. AHUJA
SRRI
P. C.
JAIN AI ,,,,,)
SRal K. F. AlmA
SHa, B. C. PATEL ( AI,. .. ,
)
SHRI
A. P.
BAacR;
SHRr B. K. eHOKII
DR S. K.
CHO
A
Da S.
SARKAR
( All, ,,,,,
)
SHa. r,
N. S.
RA.o
Gammon
India Ltd,
Bombay
SHaI
S. R.
PlNII laO
l.mllmal, )
SUP TIUfDINO ENGJM R, 2ND Central Public Works Department
CulCLE
SRRI S. G. VAiDYA
A I )
SHRIJ. M.
TRRHAN
R.oadsWin., MiDistry orTranaport
SHIl l R ~ P.
SI KA (
AI ,,,,,
J
n.
H. C. VaVUYAIlAYA Cement Jleaearch Institute ollDdia, New Delhi
2
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IS 3378
Pan
IV ) • 1117
ndian
tandard
CODE
OF
PRACTICE
FOR CONCRETE
STRUCTURES FOR THE
STORAGE
OF
LIQUIDS
PART IV DESIGN TABLES
FOR WOR
0.1 This
Indian
Standard Part IV ) was adopted
by
the Indian Standards
Institution on 7 December 1967, after the draft finalized by the Cement
md Concrete Sectional Committee
had
been approved by the Civil Engle
ucering Division Council.
0 2 The need Cor a code covering the design and construction of reinforced
concrete and prestressed concrete structures for the storage of liquids
h
been long felt in this country. So
far, such
structures have been designed
to
varying standards adapted from the recommendations of the Institution of
Civil Engineers and of the Portland Cement Association with the
result
that
the
resultant
structures
cannot be guaranteed to
possess
a uniform
safety
margin and dependability Moreover the
design and
construction
methods in reinforced concrete and prestressed concrete are influenced
the prevailmg construction practices, the physical properties
of
the materials
and the climatic conditions.
The
need was. therefore, felt to lay down
uniform requirements
of
structures for the storage of liquids givinR due
consideration to these factors. In order to fulfil this need,
formulation
of this
Indian Standard
code of practice for cor-crete
structures
for the
storage of liquids IS : 3370)
was
undertaken. This part
deals
with design
tables for rectangular
and cylindrical
concrete structures for
s t o r ~ p ;
of
liquids. The other parts of the code are the following:
Part
I General requirements
P....
t
II
Reinforced concrete structures
Part III Prestressed concrete
structures
0 3 The
object of
the
design
tables covered in
this
part
is
mainly to present
data
for
ready reference of designers and
as
an aid
to
speedy
design
calcula-
lions. The designer i however free to
adopt
any method of design depend
ing upon his own discretion and judgement provided the requirements
regarding Parts I to
III of IS
: 3370
are complied with and the structural
adequacy and afety are ensured.
0.3.1 Tables
relating
to design of rectangular as well as
cylindrical
tanks
have bern given and
by
proper combination of various tables it
may
be
possible to design different types of tanks involving many sets of
conditions
for rectangular and cylindrical containers built in or on ground.
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II
( I tu t 1117
1 . . 2
Some
of the
data presented for ~ p of rectangular tanka
m y be
used for design of some of
th e
earth retaining structures subject to
earth
pressure for which a hydrostatic type of loading
may
be substituted in the
design
calculations.
The
data
for rectangular tanks
may
alia
be applied to
design of circular reservoirs
of
large diameter in which the lateral stability
depends on the action of counterforts built integrally with
th e
wall.
0.4
While the common methods of
design and
construction have
n
covered in this code, design of structures of
special
forms or
in
unusual
circumstances
should be left to
the judgement of the
engineer
and
in such
cases special systemsof design and construction may be permitted on pro-
duction
of
satisfactory evidence regarding
their
adequacy and safety
by
analysis or
test
or by
both.
0. 5
In
this standard it has been assumed that th e design of liquid retaining
structures, whether of plain,
reinforced
or prestressed
concrete
is entrusted
to a qualified engineer
and that th e
execution
of th e
work is carried
out
under the direction of an
experienced
supervisor.
0.6 All requirements of
18:456·1964·
and IS: 1343.1960t, in
so
far as
they apply, shall be deemed to form part of this code except where
other-
wise laid down in this code.
0.7 The
Sectional Committee responsible
for
the
preparation
of this standard
has taken into
consideration the
views
of engineers and technologists
and has related the standard to the practices followed in the country in
this
field. Due weightage has
also
been
given
to
th e
need
for
intertlational co-
ordination
among
the stan dards prevailing ill different countries of thfl
world. These considerations led the Sectional Committee to derive auistanC (,:
from published materials of the following
organizations:
British Standards Institution;
Institution
of
Civil
Engineers,
London; and
Portland Cement Association, Chicago, USA.
~ l e s have been reproduced from CRectangular Concrete
Tanks
J
and
C
Circular Concrete Tanks
without
Prestressing
by
courtesy
of
Portland
Cement Assr. ciati n, USA.
0.8 For
the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shan be rounded off in accordance with
IS:
~ 1 9 6 t The number of significant places retained in the rounded
off value should
be the
same as that
of th e
specified value in this standard.
·Code or practice for plaia nd reinror ced concrete ( 0,,11 v;l;on ).
tCaclcof
pr ctice
Cot prntraled concrete.
~ R u l e t
for
rcNndi
off
numerical
valua
(
PisItI
).
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1113370 P a n
IV
-1117
1. ICOPB
1.1 This
standard
( Part
IV
) recommends design tables, which
are intended
al an
aid for the design
of
reinforced
or
prestressed concrete
structure.
for
storage
of
liquid.
2. RECTANGULAR TANKS
2.1
Momeat
Coetlldeats
for
IacUvld 1
wan
Pa.el .
- Moment
coefficients for individual panels considered fixed along vertical edges but
having different edge conditions at top
and
bottom
are
given in
Tabla
I
to 3. In
arriving
at these moments,
the
slabs have been assumed
act
as thin plates
under
the various edge conditions indicated below:
Table
1 Top hinged, bottom hinged
Table 2 Top ree bottom hinged
Table
3 Top
free,
bottom fixed
2.1.1 Conditions in
Table
3
are
applicable to cases in which wall slab,
counterfort and base slab
are
all built integrally.
2.1.2 Moment coefficients for uniform load on rectangular plates hinged
at all
four sides
are
given in
Table
4. This table
may
be found useful in
designing cover slabs and
bottom
slabs for rectangular tanks
with
one cell.
If
the cover slab is made continuous over intermediate supports, the design
may
be made in accordance
with
procedure
for slabs
supported
on four
,ides ( Appendix C of IS : 456-1964· ).
2.2
M.lDeat
C o e . d e a t . lor Rect• •p l a r T• •k. - The coefficients
for individual panels
with
fixed side edges
apply
without modification to
continuous walls provided there is no rotation about the vertical edges. In
a square tank, therefore, moment coefficients may be taken direct from
Tables I to 3. In a rectangular tank, however. an adjustment has to be
made
in a
manner
similar to
the
modification of fixed end moments in a
frame analysed by tile method
of
moment distribution. In this procedure
the common side edge
of
two adjacent panels is first considered artificially
restrained so that JUtrotation can take place about
the
edge. Fixed edge
moments taken from Tables 1, 2 or 3 are usually dissimilar in adjacent
panels and
the
differences,
which
correspond to unbalanced
moments,
tend
to ratat :
the
edge. When
the
artificial restraint is removed
they
will induce
additional moments in
the
panels. The final end moments may be obtained
by
adding
fnduced moments and the fixed end
moment
at the edge. These
final end
moments should
be
identical on either side of
the
common edge.
2.2.1 The application of moment distribution to the case
of
co ntinuoUi
tank walls is not a l simple as that of the framed structures, because in the
-Code
practice
or
plain aDd reinforced
r ODcrete
. . . 4 MJiliM).
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11 117I
(
Part
IV
IN7
fon er case the moments
should
be distributed s i m u l t n ~ o u l l y all along
the
entire
length of the side edge so that moments become equal at both
sides at
any
point of the edge. A simplified approximation would be di.
tribution of moments
at
five-points, namely, the quarter-points, the mid
point
and the bottom The end moments in the two intersecting slabs
may
be made identical at these five-points
and moments
at interior points
adjusted accordingly.
2.2.1.1 The moment coefficientscomputed in the manner described are
tabulated in
Tables
5
and
6 for top
and bottom
edge conditions as shown
for single-cell tanks with a large number of ratios of b « and cla b being
the'
larger and c the smaller
of
the horizontal tank dimensions.
2.2.2 Wh('n a
tank
is built underground, the walls should be investigated
for
both internal
and external pressure. This may be due to earth pressure
or
to a combination
of
earth and ground
water pressure. Tables 1 to 6
may be applied in the case
of
pressure from either side but
the
signs will
be opposite. In the case of external pressure, the actual load distribution
may not necessarily be triangular, as assumed in
Tables
1 to 6. For exam
ple, in case of a tank built below ground
with earth
covering the roof slab,
there will be a trapezoidal distribution
of
lateral earth pressure on the walls.
In this case it gives a
fairly
good approximation to substitute a trian le with
same area as the trapezoid representing the actual load distribution.
The intensity of load is the same at mid-depth in both cases, and when the
wall is supported at both top and bottom edge, the discrepancy between the
the triangle and the trapezoid will have relatively little effect at and near
the supported edges. Alternatively, to be more accurate, the coefficients
or
moments and forces for rectangular and triangular distribution of
load may be added to g t the final results.
2.3 Shear
CoeSdeDt -
The
values of shear force along the edge of •
tank
wall would be required for investigation
of
diagonal tension and bond
atreIIeI. Along vertical edga
the
ahear in one wall will cauae axial ten.ion
in the adjacent wall and should be combined with the bending moment
for the purpose
determining the tensile reinforcement.
~
2 1 1
Shear
coefficients for a wan
panel
( o width 6, height CI and sub-
jected
to
hydrostatic pressure
due
to •
HCJuid
of
density
rD )
considered fised
at the two vertical
edges
and usumed
Inged at
top and bottom
edges
re
pft in Fig
1
and
Table 7.
2.1.2 Shear coefficients for the lame wall
~
considered
fixed at t ~
two vertical edges and auumed
hinged
at the bottom but free at top g
are pven in Fig. 2 and Table 8.
2 s s
It
would
be evident
om
Table
7,
that the
difFerence between
the
shear or 6/ - 2 and in8DityDSO
II
that there is no neceaity or com
puting
coeflicients for intermediate values. When d is large, a vertical
strip of the slab near the mid-point
orthe
b.dimenuon will behave eesentially
6
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IS : 3370 ( P a r t IV ) •
7
as a simply supported one-way slab. The total pressure on a str ip
of
unit
height is 0·5
w
of
which two-thirds,
or
0·33 wa
t
is th e reaction
at
the bottom
support and one-thirds,
or
0·17 wall is th e reaction
at
th e top. It may be
seen from
Table
17 that
the shear at
mid-point
of
th e bottom edr
e
is
329
wa
t
for
bla
==
2-0,
th e
coefficient being very close
to
that of
1/3 for infinity.
In
other words, the maximum bottom shear is practi-
cally
constant
for all values of
b]« greater
than 2.
This
is correct only
when the top edge is supported, not when it is free.
2.3.3.1 At the corner th e shear a t
th e
bottom edge is negative and is
numerically greater than
th e
shear at
th e
mid-point- The change from
posrtive
to negative shear occurs approximately at the outer tenth-points
of th e
bot tom edge. These high negative values at
th e
corners arise from
th e
fact that
deforrnations in
th e
planes of the support ing slabs
ar c
neglected
in th e basic equations and
arc
therefore, of
only
theoretical
significance.
These shears may be disregarded for checking shear
an d
bond
stresses.
TOP HINGED
~ I - - ~
1 I
t
III
1
...
1
I
i
I
,
.. .
i
....
b/a
=
INfiNITY
1 \1
t - - ~
, t
I
-
I
~ ~ / a
:2
,
b/•
• J
I
~ p - .
.
r-.
G b/a
1 2
I l
~
,
~
,
~ ~ ~ ~ j ; i
~ l . ~ ~ . -
j i l l ~
i-li
J
IJ
i ~ ~ ~ ~ 9 ~
i ~ ~ ? ~
0 2
0-9
1-0
o 0-1 0-2 0-3 0-4
HEAR PER
UNIT
LENGTH
: COEFFICIENT
x
Ill
.. _ hei ht or the wall
, - width of the wall
_ density of the liquid causinl hydrostatic pressure
FlO. COBPPICIItNTI OR WALL P NEL
FIXBD
AT
V a . TI CA L
Eooa.,
HINOED
T Top AN D BOTTOM EOOE5 · .
e
o
7
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12/53
U70
(
Pan
IV ) .1117
TOP
FREE
- ..
1 1 1 1 1
~ l I l I
~ I l l .
J ~ b /
, . . . ~
r - - ~
-
~ - - .
~ I l r t
b 2
~ ~
l l l ~
~ ~
.
t - . ~
~ ~
4b / 1
'It.
f
fa
tS
J · I
~
~
u.
~
t/• • 1/2
Ill
~
\
~
~ ~
J
......
,'
••
~ R ~ r p r ,
r ~ ~
01
o
1·0
o
0 1 0 2 0 3
e
SHE R PER
UNIT LENGTH
•
COEFFicIENT
•
•
• - beiabt
of the
wall
II
width
01 the wall
II I
demity 01
the
liquid cauaing hydroltatic
prasure
FlO.
2
eo PftCJ IITI 1 0R WALL PANBL
t
FIXBD
AT
V a . T I C A L
Eoo
,
HINGED
AT
Bonoy
E O ~
AND
FREB
AT
Top EDGZ
2.3.3.2
The
unit shears at the fixed edge in Table 7 have been used
for plotting the curves in Fig. 1. It would be seen that there
is
practically
no change in the shear
curves
beyond b
[a
2-0. The
maximum value
occun
at a depth below the top somewhere between 0 6a and 0- . Fig. 1 will be
found
useful for
determination
oCshear
or
axial
tension
for an y ratio
of
la
and at any point of a fixed side edge.
2.3.4
The
total shear from top to bottom of one fixed edge in
Table
7
should be equal to the area within the correspondmg curve in Fig. 1. The
total shean computed and tabulated for
hinged
top
may
be used
in making
certain adjustments
10 as
to determine approximate
values of shear for walls
with free top. These are given in Table 8.
2.3.4.1 For la
f
l
in Table 7, total.shear at the top edge
is
so small
a l to be practically zero, an d for bla ·O the total shear, 0·005 2, is only
one percent of the total hydrostatic pressure, o SO Therefore, it would
be reasonable
to assume
that removing th e
top support will not
Dl tcrially
change the
totallpean
at any of the other
three
edges
when
/ . - 1 / 2
and I.
S
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3370
Part IV
• 1967
At 6/1 -2-0
there
is
a
substantial shear
at
the
to p edge when hinged, 0-053 8,
so
that
the sum
of
the total shears on
the
other three sides is only 0-44 62.
If th e
top
support is removed, the
other
three sides should
carry
a total
of
5 _
A reasonable
adjustment
would be to multiply each of
the
three
remaining
total
shears by 0-50/0-4462==1-12,
an increase of
12 percent.
This
has
been
done
in
preparing Table
8 for
6/0-2-0_
A similar adjustment
hal been
made
for 6/a=t3·0 in
which
case the increase is 22 percent,
2.3.5 The
total
shears recorded
in
Table
8 have been
used
for
determina
tion of unit shears which
are
also recorded in Table 8. Considering
the
shear
curves
in Fig, 1
and assuming that
the
top is
changed from
hinged to free,
for lIia= and I, it would make little difference in the total shear, that is,
in the area within the
shear
curves, whether the to p is supported or not.
Consequently,
the curves
for bjac=l and
1 remain practically
unchanged.
For 6/ 1==2 an adjustment
has become necessary
for the
case with
to p
free.
A
change
in
t he s up po rt
at
the top
has lit tle effect
upon the shear
at
th e
bottom of the fixed edge. Consequently, th e curves in Fig. 1 and 2 are
nearly identical at the bottom. Gradually as the top is approached the
curves
Cor
the free
top
deviate
more and more
from those for
th e
hinged
top as indicated in Fig. 2.
By
trial, th e c ur ve for b a= has
been
so
ad
justed
that
th e area
within it equals the
total shear
for
on e fixed
edge for
6/.-2-0
in
Table
8. A similar
adjustment
has been
made
for
6/G==3-0
which
is the limi t for w hi ch m om en t coefficients are given.
2.3.5.1
Comparison of
Fig_ 1 and Fig. 2 would show that whereas
for
J a
2 O
and 3·0 the
total
shear is increased 12 and 22 percent respectively
when
th e
top
is free
instead
of
hinged,
the
maximum
shear
is
increased
but
slightly, 2
percent at the
most. The reason for this
is
that most
th e
in
crease in
shear is
near
the
to p where
the
shears are relatively slDall.
2.3.5.2
The sam e p ro ce dure h as be en
applied
for adjustment of
unit
shear at mid-point
of
t he b ot to m but in this case
th e
greatest
change
re
suIting from making
t he t op
free is at
th e mid-point where
the shetar is large
for th e
hinged
to p condition. For example, for
6/ 1=-3-0
the
unit
shear
at
mid-point
of
t he b ot to m is 0-33 wa
l
with hinged
to p
but 0·45
Wil l
with
free top.
an
increase
of
approximately one-third.
2.3.6 Although the shear coefficients given in Tables 7
and
8 are for
wall panels with fixed vertical edges,
th e
coefficients
may
be
applied
with
satisfactorv
results to any ordinary
tank
wall, even
if
th e vertical edges are
not
fully fixed.
3. CYUNDRICAL TANKS
3.1
RID.
Tea.loa
.D d Momeat. Wall.
3.1.1
WQIl
with Fi cld Bas alld Free Top
Subject d
ItI Irian Il lor Loa«
Fi . 3 - Walls
built
continuous w ith their footings
arc
sometime
d ~ ~ i J t n f c l
as
though
the base was fixed and
the top
free, although
~ t r i · t J y ~ p « a k i n ·
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8/9/2019 IS .3370 part.4.1967
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IS
I
3370 Pan IV ) • 1967
the base
is
seldom
fixed)
but it
is
helpful to
start
with this assumption and
then
to
go on
to the
design procedures
for
other more correct conditions.
Ring tensions
at
various heights of walls o cylindrical tanks fixed
at
base,
free
at
top,
and
subjected
to triangular
load
are
given
in
Table
9.
lvloments in cylindrical wall fixed
at
base, free at
tcp
and subjected to
triangular load
are
given in
Table
10.
Coefficients
for shear at base of
cylindrical wall are given in Table II
FlO
3
W LL
WITH FIXED sa
AND FREE
Top SUBJECTBD
TO
TltlANOULAR
LOAD
3 2
Wall oi Hinged
s«
and Fre« Top Su6jteted
Triangular Load
ig 4 ) -
The
values given in 3.1.1
are
based on the assumption
that the
base
Joint
is
continuous
and the footin
is prevented from even the smallest
rotation
of
kind shown exaggerated
In
Fig. 4.
The
rotation required to
reduce the fixed base moment from lome de6nite
v ~
to, say, zero
i
much
smaller than rotations that
may
occur when normal settlement takes place
in subgrade. It
may
be difficult to predict the behaviour
the
subgrade
and
its effect upon the restraint at
the
base, but it is more reasonable to
assume
that
the
bale
is hinged
than
xed, and the hinged-based assumption
gives a safer design.
Ring
tensions. and moments
at
different heights
wall cylindrical
tank
are
liven
in Tables 12 and 13 respective1r.. Coeffi-
cients fOr shear at base
cylindrical wall
are
given in
Table
1 •
FlO 4 WALL WITB HDlO D BAIS AND Fa.B Top
SUBJBCT D
TO
TRIANGULAR Lo D
10
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U I 3370 ( Part IV ) • 1967
3.1.2.1
The actual condition of
restraint
at
a
wall footing
as in
Fig. 3
and
4 is between fixed and hinged, but probably closer to hinged. The com
parison
of
ring tension
and
moments in cylindrical walls
with the
end con
ditions in 3.1.1 and 3.1.2
shows that assuming
the
base
hinged
lives con
servative although
not
wasteful design,
and
this
assumption is,
therefore,
generally
recommended
Nominal
vertical reinrorcement in the inside
curtain
lapped with
short
dowels across
the bue
join
S will
8uif tee
This condition is considered satisfactory for open-top ranks with
wall
footings that are not continuous with the tank bottom
except that
allowance
should usually be made for a radial displacement or the footing. Such a
displacement is discussed in
3 1 5
If
the
wall is made
continuous
ttt top
or base. or at both
the continuity..should
also be considered.
These
condi
tions are given. in
3.1.6.
3 1 3 Wall
wilh
Hingtd ase ontl Fret
Top
Subjttlld
1 Trapezoidal
Load
( Fig. 5 ) -
In
tank used for
storage
of
liquids subjected
to
vapour
pressure
and
also in cases
where liquid
surface
may
rise considerably a.bove
the
top
of
the wall, as may accidently
happen
in case
of
underground tanks) the
pressure on
tank
walls is a
combination of
the
triangular
hydrostatic pres
sure plus unifonnly distributed loading.
This
combined pressure
will
have a trapezoidal distribution as shown in Fig. 5, \vhich only represents
the loading condition without
considering
the
effect of roof
which
is dis
cussed in 3 1 4 In this case, the coefficients for ring tension l ftay
be taken
from Tables 12
and Coefficients
for shear at
the
base ere
given in
Table
11. Coefficients for
moments
per uni t width are given in Table 13.
Fro. 5 WALL
WIT HmGED
BASE ND
FR
Top
SU JECTED·
TO
TRAPEZOIDAL
LOAD
1 4
Wall
wi llied
at
Top
Fig
6 ) -
~ h e n the top
of
the
cylindrical wall is
dowelled to
the
roof slab,
it
may t be
able
to
move
freely as assumed in
3 1 1
to 3.1.3 ~ n displacement is p r e v ~ t e d he
top cannot expand and the
nng tension
IS zero at top. rf T kg IS the
ring
tension
at
0·0 H when the top
is free to
expand
as in
3 1 3
the.
value
ofshcar
Y can
.be
found from Table
.15 as
bdow:
f R
T== ~ or
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8/9/2019 IS .3370 part.4.1967
16/53
I ( Pan IV ) • 1117
Y
NT
x ;
where
• - the coefficient obtained from Table 15 depending upon
h
·
HI
t erauo
m
FlO 6 WALL
WITH SHaAR
pPLIBD AT Top
3 5
JVal with hear pplied at Btu« Data given in Table 15 may
also be approximately applied in cases where shear is at the base of the
wall,
in Fig. 7J which illustrates a
case
in which the base of the wall is
displaced
radially
by
application of
a
horizontal shear Y
having an inwMI d
direction. ~ n the base is hinged, the displacement will be zero
and
the
reaction on wall will be inward in direction. When the base is
sliding,
there will be largest possible displacement
but
the reaction will
be
zero
Fro 7 WALL WITH SHE R pPLIBD AT
BAsa
. .3.1_6 J . ~ r Q l l
wit
~ l o n u ~ pplied
at
op-
When the top of the wall and
l t l ~ . 1 o o f sial) are
made
c o n t i n u o ~ s
as shown in Fig. 8 the
deflection of
the
roof will tend to rotate the top j xnt
and
introduce a moment
at
the-top of
the a11 In such cases, data in Tables 16 and 17 will be found useful
although they are prepared fO.f moment applied
at
one end of tile wall when
12
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8/9/2019 IS .3370 part.4.1967
17/53
D
3370
Pan
IV 1117
the
other is free. These tables may also be applied
with
good degree of
accuracy. when the free end
is
hinged or fixed.
FlO 8 WALL WITH ~ f O N T
ApPLIED
Tor
3 1 7 Data for moments in cylindrical walls fixed
at
base and free
at
top
alad subjected to rectangular load are covered in Table 18 and the data
for momene in cylindrical wall fixed
at
base free at top subjected to shear
applied at the top arecovered in Table 19.
3.2 Mo
t Clftular Slab
-
Data
for moments in circular
slabs
with varioul edge conditions
and
subjected to different loadings are given
in
Tables
20 to
3
.
IS
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8/9/2019 IS .3370 part.4.1967
18/53
JS7I (
Part
IV ) • 1967
TAo.U 1 MOMENT
coanCIENTS
FOR INDIVIDUAL WALL
PANEL.
TOP AND
BOTTOM
lUNGED. VERTICAL ItDOEI FIXED
CltlftS s
2_1, 2
•
2 n 2.2.2 )
t-t
d . hrighi If tl-e wall
y
6 - width of th e \ all
UI
-
density of the liquid
Hnnlontal moment C
l\f It,.3
\ c tical
moment
;:::
Uta
X
0/4
x]«
-':LO
J'
-=
6/1t
.1
C I
6/2
~
r .
-4
f
-----
~ I z
1 1
M.
M
Me
Mfl
1)
,1..:
:i;
.f.) 5)
(6)
(7).
8)
~ - O O
I, .
+0·035
+0·010
+0·026
+0·011
-0·008
-0·039
+0·057 +0-016
+0·044
+0·017
-0-013
-0-063
·i.:4
+O-Oil
+0·013
+0-041 +0-014-
-0-011
-0-055
2-50
1; .1
+0-031
·...0·011
+0-021
+0·010
-0-008
-0-038
1
;
O - O ~ 2
+0-017
+0'03&
+0-017
-0,012
-0,062
: ~ / 4
+0-0+7
+0 015
+0-036
+0,014
-0,011
-0-055
2,00
1:4-
+0·025
+0-013
...·0·015
+0-009
-0 007
-0,037
1/2
+0-042
...·0·020
+0 028
O · O l . ~
-0-012
-0,059
:i/4
+O'04J
+0-016
+0 029 +0·013
-0-011
-0·053
1-75
li4
+0-020
. .
·0-013
+0-011
+0·008
-0-007
-0·035
li 2
+0·03(.
...·0·020
+0-023
+0·013
-0-011
-0·057
~ ~ / 4 +0·036
+0·017
+0 025
+0·012
-0-010
-0-051
1·50
1;4-
+0-015 ~ O · O I 3
+0·008
+0·007
-0-006
-0 32
1/2
.O·()28 4--0-021
+0·016
+0·011
-0-010
- O · 0 ~ 2
+0·030 +0·017
+0020
of
0·011
-0,010
-0-048
1·25
J,..
+0·009
+0·012
+°01
15
+0·005
-0-006
-0-028
2
+0-019
-i-O-OI9
+0·011 +0-009 -0·009 -0-045
3/
+0·023
+0-017
.....0·014
+0-009
-0-009
-0,043
1·00
If4
+0 005
~ · O · ~
1 0 002
+0-003
-0-004-
-0-020
1/2 +0'011
1·0-016
f-O-OOb
+0-006
-0,007
-0-035
+0·016
+0·014-
+O U09
, 0-007
-0,007
-0-035
0·75
1/4
·to-OOI
..
O·OOtj
-.. 0·000
+0·002
-0·002 -0·012
1/ 2
+0·005
+0 011 +0·002
+0-003
-0,004
-0-022
3'4
+0·009
+0·011
+0·005 +0·005
-0-005
-0 025
0·50
J/4-
+0.000
+O-O,l.J
fl-OOU
~ · O O O J
·0·001 -0·005
li2
+0-001
-+-0005
1.0·001
+0·001
--0·002
-0 010
3/4
+0 004
+0·007
+0·002
+O
ltOO7
-0-003
-0-(n4
14
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8/9/2019 IS .3370 part.4.1967
19/53
IS I 337 ( Part IV ) •
IM7
TABLE 2
MOMENT COERICIENTS
.O R
INDlVmVAL
WALL PANEL.
TOP
I REE.
BOTrOM
HINGED,
VERnCAL
EDGES nXED
Claw,s 2.1, 2.2 and 2.2.2 )
II
height
of
th e
wa n
r--
1
r
1
V
II
width of the \vall
W d ~ n s i t y of t he l iq ui d
Horizont•.J moment
Atl. wa
Vertic;al
moment
wa
3
~ wa
J..-
X
bla
i
y=o
y =
y 6/2
- - - ~
A _ ~
A
I t l
I JJ
I
M
1
(2)
3
4
(5)
(6)
(7) 8
3·00
0
0
+0-070
0
+0-027
0
-0·196
1/4
o-O:la
+0·061
+0·015 +0-028
-0-034
-0-170
1/2
+0·M9
+0·049 +0-032
+0·026 -0-027
-0,137
3/4 +0·046 +0-030 0 03 1
+0-018
-0-017
-0,087
2-50
0 0
+0·061
0
+0-019
0
-0-138
1/4
+0·024
+0·053
+0·010
0-022 -0-026 -0·132
1/2
+0·042
+0·044
+-0·025 +O-g22
- 0·013
-0,115
3/4 +0·041 +0·027 +0-030
+0·016
-O- 16
0 07R
2-00
0
0
+0·045
+0·011
0
-O-O tl
1/4
+0-016
+0·042
+(1-006
+0·014-
-0 019
· - O - O ~
1/2 +0·033
+0·036
+0-020
+0·016
- 0·018
-0-089
3/4
+0·035 +0·024
+0-025
-f-O 014
-0,013
-0-065
1·75
0
°
+0·036
0
+0·000
0
-0-071
l/i
+0·013 +0-035
+0·005
+0-011
-0,015
-0,076
1/2
+0 028
+0·032
+0·017
+0-014 -0-015
-0,076
3/4
+0·031
+0·022
0 021 +0-012
- 0-012
-0,059
1·50
0
0
+0·027
0
+0·005
0
-0·0.52
1/4
+0·009
+0·028
O·OO:i
+0·008 - 0012
--0-059
1/2 +0-022
+0·027
+0·012
+0·011
-0·013
-0·063
3/4 +0·027
+0·020
+0·017
+0-011
-0 010
- 0 0 ~ 2
1·25
0
0
+0·017
+0·003
0
-0,034
1/4
+0·005
+0·020
+0-002
+0-005 -0-008
- O O ~
1/2 +0-017
+0·023
· 9
+0-009
- 0·010
-0,049
j
+0·021 +0-017
+0·013 +0·009
-0-009
-0 - » 4
)·00 0
°
+0·010
0
+0·002
0
-0·019
1/4
+0·002
+0·013 +0-000
+0·003
-0·005
-0-025
1/2 +0-010
+0·017
+0 005
+0-006
-0-007
--0 036
3/4
+0·015
+0·015
;-0 009 +0-007 -0 007
-0 0 3 6
0·75
0
0
+0-005
0
+0·001
0
-0,008
1/4
+0·001 +0-008
+0 000
+0-002
-0·003 - 0 013
1/2
+0·005
+0·011
+0-002
+0·004
-0·004
-0·022
3/4
+0·010 +0·012
+0·006
+0·00+
-0-005
-0,026
0 ;0
0 0
+0·002
0
+0·000
0 O·OO:i
1/4
+0 000
+0·004
+0-000
+0-001
-0·001
-0·005
1/2
+0·002
+0·006
+0·001
+0-002
-0-002
-0,010
3/4
+0-007
+0·008
+0·002 +0-002
-0·003
0 014
15
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20/53
IS:
3370 P . . .t IV .1167
TAaLE 3
MOMENT
COEIYICIENTI PO R INDIVIDUAL WALL
PANEL,
TOP FREE,
aO lTOM AND VERTICAL EDGBS n X E D
lmu s
2.1,2.1.1,2.2 and 2.2.2
II -
heisht of the wall
width of wall
u
: : d t n ~ i l · of th e liquid
I
Jori7onlal
moment I l l
\ (OrtiC al moment
I
u t
X
bltl
xla
.7 -
0
6/4
~ 6 /2
. ..
_ ~
r A ~
__ - - - - A.
~
M.
I
M.
M.
M.
I
2
3
4
5 6
7
8
:l·00
0
0
+0 025
0
+0·014-
0
-0-082
1/
..1-0·010
+0·019
+0·007
+0·013
-0·014
-0·071
1/2
+0·005
+0·010 +0·008
+0·010
-0·011
-0,055
3/4
-0 033
-0·004 -0·018
-0,000 -0,006
-0-028
1 -0·126
-0,025
-0,092 -0,018
0
0
2·50
0 0
+0·027
0
+0·013 0
-0,074
1/4
+0·012
+0·022
+0·007
+0·013
-0-013
-0·066
1/2
+0·011
+0·014-
+0·008
+0·010
-0·011
-0-053
3 4
-0·021
-4 ,001
-0,010
-0·001 -0·005
-0·027
I
-0,108
-0·022
-0-077
-0·015
0
0
2·00
0
0
+0·027
0
+0·009
0
-0·060
+0·013
+0·023
+0·006
+0·010
-0,012
-0·059
/2
+0·015
+0-016
+0·010
+0·010
-0-100
-O·ott
3/ 4
-0·008
0 003
-0·002
+0·003
-0-005
-0-027
J
- .086 -0-017
-0-059 -0-012
0
0
CMlillw4:
16
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21/53
IS
I
3370 ( Part IV ) • 1117
TAIIL I
IIOMDJT
counc l NT INDIVIDUAL WALL PANEL,
TOP
,
BOtTOM
ANI)
VERnCAL
UJGEI I1XED-CMItl
I
,==0
6/4
J
6/2
A _ ~ A
M M
M
M
M
M
(1)
(2)
(3)
(4) (5)
(6)
(7)
(8)
1·7
0
0
+0·025
0
+0·907
0
-0-050
1/4
+0-012
+0·022
+0-005
+0-008
-0·010
-0·052
1/2
+0·016
+0-016
+0·010 +0·009
-0·009 -O·Oj6
3/4
-0-002 -0·005
+0-001
-0·004
-0·005
-0-027
1
-0-074-
-0-015
-0·050 -0-010
0
°
I-50
°
0
+0-021
0
+0·005
0
-0·040
1/4
+0-008 +0·020
+0·004 +0·007
-0·009
-0-0+
l
+o.
6
+0-016
+0·010
+0-008
-0·008
-0-042
3/4
-0·003
-0·006
+0·003
-0·004
-0·005
0 026
I
-0-060
-0·012
O·Of -0-008
0
0
1 25 0
0 +0·015
0
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0
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4
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1
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0
17
-
8/9/2019 IS .3370 part.4.1967
22/53
IS 3370( Part IV ) • 1967
TABLE 4 MOMENT COEFFICIENTS FOR UNlI ORM LOAD ON
RECTANGULAR PLATE HINGED AT
I OUll
EDGES
Clauses 2.1.2 lind2.2.2 )
«
height of the wall
6
width
of the wall
J
density
of the liquid
Horizontal
moment
:a
M wei
Vertical moment - M
•
b/
== 0
r ~
AI
y
=
/ /4
__ .A .
I M
I
00
2
1·75
I-50
1
0-75
0·50
(2)
1/.
1/2
1/4
1/2
1/4-
1/2
1/4
1/2
1/4
1/2
1/4
1/2
1/4
1/2
1/4
J/2
1/ 1
1/2
3)
+0·089
+0-118
+0-085
+0·112
+0-076
+0· 00
+0·070
+0·091
+0·061
+0-078
+0·049
+0-063-
+0·036
+0-044-
+0·022
+0 025
+0·010
+0 009
18
(4)
+0·022
+O·Ol9
;. 0·021
+O·Oi2
+C·027
~ O 0 3 7
-f
0·029
+0-04-0
+0·031
+0-043
+0·033
+O-OH
+0-033
+0·044
+0-029
+0-038
+0·020
+0-025
5)
+0·077
;-O-JOI
+0-070
+0·092
-to 061
+0·078
,·0-054
+0-070
+0·047
+0-059
+0-010
+0-047
+0·027
+0 033
+0 016
+0-018
+0·007
+0-007
6)
+0·025
0 034
+0-027
+0-037
TO-028
+0-038
+0·029
+0-059
+0·029
+0-040
+0·029
+0039
+0·027
- 0·036
+0 023
+0-030
+0-015
+0 019
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