इंटरनेट
मानक
Disclosure to Promote the Right To Information
Whereas the Parliament of India has set out to provide a practical regime of right to
information for citizens to secure access to information under the control of public authorities,
in order to promote transparency and accountability in the working of every public authority,
and whereas the attached publication of the Bureau of Indian Standards is of particular interest
to the public, particularly disadvantaged communities and those engaged in the pursuit of
education and knowledge, the attached public safety standard is made available to promote the
timely dissemination of this information in an accurate manner to the public.
“जान1 का अ+धकार, जी1 का अ+धकार”
“प0रा1 को छोड न' 5 तरफ”
“The Right to Information, The Right to Live”
“Step Out From the Old to the New”
Mazdoor Kisan Shakti Sangathan
Jawaharlal Nehru
IS 3370-4 (1967): Code of practice for concrete structures
for the storage of liquids, Part 4: Design tables [CED 2:
Cement and Concrete]
“!ान $ एक न' भारत का +नम-ण”
Satyanarayan Gangaram Pitroda
“Invent a New India Using Knowledge”
“!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता ह”
है”
ह
Bhartṛhari—Nītiśatakam
“Knowledge is such a treasure which cannot be stolen”
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 MARG
NEW DELHI 110002
Gr 10
January 1969
IS I 3378(Part IV). 1117
Indian Standard
CODE OF PRACTICE FOR CONCRETE
STRUCTURES FOR THB STORAGE OF LIQUIDS
PAIlT IV DESIGN TABLES
Cement and Concrete Sectional Committee, BDO 2
R."."'i,,.
C}u,irma"
SRRI
K. K.
The Concrete Association of India, Bombay
NAMBIAfC
AI;".6"s
M. A. MEliTA (Allemtlt,
Sbri K. K. Nambiar)
SRRl
to
SRat K. F. ANTIA
A. P. BAGeHt
SHIU P. S. "HA1·NAOAR
1). S. K. CHOPRA
SRRI
J. S. SJlARMA
SHRI
DtRsCTOR
(CSl\{)
DIRKCTOR ( DAMS
(
}\·I. N. Dastur & (4 (Pvt) Ltd. Calcutta
Sahu Cement Service, New Delhi
Bhakrn & Beas Design. Organization, New Delhi
Central Uuilding Research Institute (CSIR).
Roorkee
Alt,rnlll, )
(~nll2111Natt.'r & Power r..ommi.sion
III ) ( AlIt,,,al, )
.
Indian Road, Congress. New Delhi
Central Publtc \Vorks Department
DR R. K. OIlOSH
SR.I B. K. GUllA
SUP.RINTENDING ENQJNif.R, 2ND
OJ.CLI. ( Alt""." )
The A!lsociated Cement Companit'l Ltd, Bombay
R. R. HATrIANOADI
SRRI V. N. PAl ( Altn~.', )
JOINT
DIRECTOR
STANDARDS R~.e.rc:h, ~sjgnl at
Standareb . Orluization
na
( B I: S ) .
DuUTY Dr.aero.
( Ministry of Railways)
STANDARDS
( B &: S) (.4llnllll'.)
S. B. JOIHI
.,.
PRoP S. R. MaRRA
SR.I
S. B. Joshi It Co Ltd, Bombay
Central Road Rrleareb
In.titute
New Delhi
( CSIR),
DR R. K. GHOIH ( AI,,,,,tllI )
SRal S. N. Muu.aJI
National Tnt Houle, Calcutta
B. K. RAMCHANDR'AN (Allmual. )
S... BaACH A. NADlasHAH
Institute of EDlineen ( India ), Calcutta
Balo NAUlH PRASAD
Enlineer-in·Chi~r·. Branch. Army Headquarlen
SRal C. B. PAT&L
National Buildings Orpnization
SRa. RA8IMDU SINOH ( Al'mwd, )
SHall. L. PAUL
Dirtttorate Gen~ral ofSuppliei • DiapGlall
S.a. T. N. S. IlAO
Gammon India Ltd. Bombay
S... S. R. PacHltlaO ( If"."..,. )
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'""", )
8..-.
(c.littMI.,.,.
BUltEAU OF INDIAN STANDARDS
MANAK BHAVAN~ 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
2)
III SS7I ( Part IV ) • 1967
( CortIiuMl ft-,." I')
M.ahrs ..
D.S. SARKA.
S.1It1 Z. Gaoao& (
Ill".",..,
AI"""",)
Structural EOlineerinl Rae.rch Centre (CSla.).
Roorkee
SaCUTAIlY
Ceatral Board of Irrilation .. Power, ~ew DeIhl
SHRI L. SWAaoop
Dalmia Cement ( Dharat ) Ltd, New Delhi
SHill A. V. RAIIANA (AI""..,.)
SIIRI
M. 1....RAN
Roads Wing, Ministry of Transport
SRR' N. H. KUWANI ( .AI,.".." )
Da H. C. VJlVaVAIlAYA
Cement Research Institute India, New Delhi
SHRJ R. NAGARAJAN,
Director General, lSI (Ea-oJfirio M""IJI,)
J.
or
Directott (Civ Baal)
81"".'7
SHR. Y. R. TANaJA
Deputy Director (Civ Engg) J lSI
Concrete Subcommittee, BDC 2: 2
c.,.,r
SURI
s. B. Joshi at Co I..td, Bombay
S. B. JOIHe
Mltr.bns
SURI B. D. AHUJA
SRRI P. C. JAIN
National Buitdinli Organization
(AI"",,,,,)
M. N. Dutur It Co ( Pvc) Ltd, Calcutta
SRal K. F. AlmA
SHa, B. C. PATEL ( AI,."..", )
'SHRI A. P. BAacR;
SHRr B. K. eHOKII
DR
S. K.
Sahu Cement Service) New Delhi
In penonal capacity ( M-60 Cru,ow S." s..69)
Central' Building Rete.reb IDititute (CSIR)
CHO••A
Roorkee
Da I. C.
Dol M. PAil CUODOU
Dta&CTOR ( DAMS I ) ( Alima."
D&PUT~ DUtECToa
STANDARDS
Central Water It Power Commiaion
)
( B a. S)
Research, Design. and Standards Organiation
( Mini.try of Railway.)
ASSIITANT DIRECTOR STANDAltDl
( BitS) ( AIle,.,..', )
D•• aCTOR
Dlaacroa·IN"CHARO&
SHU V. N. 'CUNAJI
SR.I V. K. GUPTA
SIUlI K. K. N'.1lOIIAR
SRRI C. L. N. IVUfOAR
,
DR M. L. 'PURl
1-.0' G. S. RAMASWAMY"
Da S.
SHa.
SARKAR (
'r, N.
SHaI
S. RA.o
Hydt'rabad Engineering Research Laboratory
H)'derabad
Geological Survey of India, Lucknow
Public \Vorks ~partmcDt, .Maharuhtra
Enginr.cr.in-CbieC·s Branch, Army Headquarten
The Oonerete Association of India, Bombay
(A.lt.,ntl")
Central Road
Research
Inltitute
( CSIR ),
RoorkecStructural Engineering Research Centre (OSIR.),
Roorkee
All,",,,,, )
S. R. PlNII&laO l.mllmal, )
Gammon India Ltd, Bombay
ENGJM&&R, 2ND Central Public Works Department
CulCLE
SRRI S. G. VAiDYA (AI"""")
SHRIJ. M. TRRHAN
R.oads Win., MiDistry orTranaport
SHIll R~ P. SI&KA ( AI"",,,,, J
H. C. VaVUYAIlAYA
Cement Jleaearch Institute ollDdia, New Delhi
SUP& ....TIUfDINO
n.
2
IS I 3378( Pan IV ) • 1117
Indian Standard
CODE OF PRACTICE FOR CONCRETE
STRUCTURES FOR THE STORAGE OF LIQUIDS
PART IV DESIGN TABLES
o.
FOREWORD
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 hd\
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 OV
the prevailmg construction practices, the physical properties of the mater ials
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 stor~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 calculalions. The designer i", however, free to adopt any method of design depending 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.
3
II, __ ( Itut IV ). 1117
1.'.2 Some of the data presented for d~ip of rectangular tanka may be
used for design of some of the 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 the wall.
0.4 While the common methods of design and construction have been
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 systems of design and construction may be permitted on production 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 the design of liquid retaining
structures, whether of plain, reinforced or prestressed concrete is entrusted
to a qualified engineer and that the execution of the 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 otherwise 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 the need for intertlational coordination among the standards 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.
~les have been reproduced from C Rectangular 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: ~.1960t. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
·Code or practice for plaia and reinror,ced concrete ($"0,,11 "v;l;on ).
tCaclc of practice Cot prntraled concrete.
~Rulet for rcNndi. ."off numerical valua ( "PisItI ).
4
1113370 (Pan 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 to act
as thin plates under the various edge conditions indicated below:
Table 1
Top hinged, bottom hinged
Table 2
Top Cree, 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 ( s" Appendix C of IS : 456-1964· ).
2.2 M.lDeat Coe.deat. lor Rect••plar 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 al simple as that of the framed structures, because in the
~ -Code or practice Cor plain aDd reinforced
r.ODcrete (
.'..4 MJiliM).
11.117I ( Part IV ). IN7
fonDer case the moments should be distributed simultan~oully 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 midpoint 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 coefficients computed 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 example, 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
moments and forces for rectangular and triangular distribution of
load may be added to get the final results.
or
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
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 oC determining the tensile reinforcement.
~
atreIIeI.
wan
2.1.1 Shear coefficients for a
panel ( of width 6, height CI and subjected to hydrostatic pressure due to • HCJuid of density rD ) considered fised
at the two vertical edges and usumed &Inged at top and bottom edges are
Fig. 1 and Table 7.
pftD in
2.1.2 Shear coefficients for the lame wall
~el
considered fixed at
t~e
two vertical edges and auumed hinged at the bottom but free at top edge
are pven in Fig. 2 and Table 8.
2.s.s It would be evident &om Table 7, that the difFerence between the
shear Cor 6/. - 2 and in8Dity DSO 11II&11 that there is no neceaity Cor computing coeflicients for intermediate values. When bJd is large, a vertical
strip ofthe slab near the mid-point orthe b.dimenuon will behave eesentially
6
IS : 3370 ( Part IV ) • 11&7
as a simply supported one-way slab. The total pressure on a strip of unit
height is 0·5 wa' ofwhich two-thirds, or 0·33 wat is the reaction at the bottom
support and one-thirds, or 0·17 wall, is the reaction at the top. It may be
seen from Table 17 that the shear at mid-point of the bottom edre is
0-329 wat for bla == 2-0, the coefficient being very close to that of
1/3 for infinity. In other words, the maximum bottom shear is practically 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 the shear at the bottom edge is negative and is
numerically greater than the shear at the mid-point- The change from
posrtive to negative shear occurs approximately at the outer tenth-points
of the bottom edge. These high negative values at the corners arise from the
fact that deforrnations in the planes of the supporting slabs arc neglected
in the basic equations and arc, therefore, of only theoretical significance.
These shears may be disregarded for checking shear and bond stresses.
TOP HINGED
~
o
e-1
~ ~~ ~I--~
~ ~""
~
0-2
,
1'\1
I, l'~
.
&I
1I
...
~ ~~
'I
~lI
't~
..,-.t--~
~~
~,~
~~
~
~~
~~
~
r-.
~~
~~
~~
,
1-0o
.
~~
~
~
~p-. ~~ ~~
"'~
I"l
~
~
~
"'~l.~~.-
!!
~
0-1
,
I
~
~
~
~
~"'~
~~
~
0-9
~
....b/a = INfiNITY
,
t'
-, ~ ~~"-
~~~/a :2
b/• • 1..J
III
Ii I
.
tt
1
i
~~
G: '''b/a If 1/2
~
~
0-2
jill~
i-li
~~~~j;i
~~
~
~~
'J
IJ'i~~~~9~ i~~?'~
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 PANEL, FIXBD AT' Va.TICAL
HINOED AT Top AND BOTTOM EOOE5'
·.
7
Eooa.,
II. U70 ( Pan IV ) .1117
TOP FREE
o ~"-
~
~~
~
"'~
,
~
~"~
,
"-,..
~'" ~lIlI
,...~
r--~
.,
~. --~Ilrt.
~~ 4b/•• 1
~
fatS
~~
!Ill
~~
~~
"-
t-.~
~~---- ~~
~r--
"'It.
~~
1·0
o
0-1
..
J
",'"
"~ ~~
~
\
~
~
~
~
~
01
~
,
, ~
~
,
~
~~
llilI~
~~
~
t/•• 1/2I ,~
~"--.
~~
b/•• 2
f
u. J,' ·
~
1111'1
'J~b/•• 3
"'~Ill.
~.
••
0-2
~~
~~
~
~~
~
,~
,~
......
~~
~.
---
~'R~rpr, r~~
0-3
0e4
SHEAR PER UNIT LENGTH • COEFFicIENT • • 1
• - beiabt of the: wall
II - width 01 the wall
III - demity 01 the liquid cauaing hydroltatic prasure
FlO.
2
eo.PftCJ&IITI 1'0R WALL PANBL t FIXBD AT Va.TICAL
HINGED AT Bonoy EDO~ AND FREB AT Top EDGZ
Eoo..,
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 any ratio of /Jla
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 /Jla fID l/2 in Table 7, total.shear at the top edge is so small
al to be practically zero, and for bla-I·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 the top support will not Dl&tcrially
change the totallpean at any of the other three edges when IJ /.-1/2 and I.
S
III 3370 ( Part IV ) • 1967
At 6/1'-2-0 there is a substantial shear at the top 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 the top support is removed, the other three sides should carry a total of
0-50_ 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 determination 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 top 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 top free.
A change in the support at the top has little effect upon the shear at the
bottom of the fixed edge. Consequently, the 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 the hinged
top as indicated in Fig. 2. By trial, the curve for b/a=2 has been so adjusted that the area within it equals the total shear for one fixed edge for
6/.-2-0 in Table 8. A similar adjustment has been made for 6/G==3-0
which is the limit for which moment coefficients are given.
2.3.5.1 Comparison of Fig_ 1 and Fig. 2 would show that whereas
for IJ/a ss 2'Oand 3·0 the total shear is increased 12 and 22 percent respectively
when the 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 of the increase in shear is near the top where the shears are relatively slDall.
2.3.5.2 The same procedure has been applied, for adjustment of unit
shear at mid-point of the bottom, but in this case the greatest change resuIting from making the top free is at the mid-point where the shetar is large
for the hinged top condition. For example, for 6/(1=-3-0, the unit shear
at mid-point of the bottom is 0-33 wal with hinged top but 0·45 Will 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, the coefficients may be applied with
satisfactorv results to any ordinary tank wall, even if the vertical edges are
not fully fixed.
3. CYUNDRICAL TANKS
3.1 RID. Tea.loa .Dd Momeat. I. Wall.
3.1.1 WQIl with Fi:cld Bas' alld Free Top, Subject,d ItI 'Irian..I l"lor Loa«
( Fi,. 3 ) - Walls built continuous with their footings arc sometime d~~iJtnf'cl
as though the base was fixed and the top free, although ~tri(·tJy ~p«,akinJ·
9
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 oC 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
WALL WITH FIXED BAsa AND FREE
TO TltlANOULAR LOAD
Top
SUBJECTBD
3.1.2 Wall ,oi," Hinged Bas« and Fre« Top, Su6jteted 10 Triangular Load
( Fig. 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 val~ 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.. Coefficients fOr shear at base
cylindrical wall are given in Table 1 •
or
or
FlO. 4
or
or
WALL WITB HDlO&D BAIS AND Fa.B
TRIANGULAR LoAD
10
Top
SUBJBCT&D TO
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 comparison of ring tension and moments in cylindrical walls with the end conditions in 3.1.1 and 3.1.2 shows that assuming the base hinged lives conservative 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 IS 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 conditions are given. in 3.1.6.
3.1.3 Wall wilh Hingtd Base ontl Fret Top, Subjttlld 10 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 pressure 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 discussed in 3.1.4. In this case, the coefficients for ring' tension l"ftay be taken
from Tables 12 and 1(~. Coefficients for shear at the base ere given in
Table 11. Coefficients for moments per unit width are given in Table 13.
Fro. 5
WALL WITB HmGED BASE AND FREB
TO TRAPEZOIDAL LOAD
wi'"
Top
SUBJECTED·
'.1.4 Wall
S . APllied at Top (Fig. 6 ) - ~'hen the top of the
cylindrical wall is dowelled to the roof slab, it may hot be. able to move
freely as assumed in 3.1.1 to. 3.1.3.. W~en displacement is prev~tedJ !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== -~H
or
11
~I
II" ( Pan .IV ) • 1117
Y
NT
--x;-
where
• - the coefficient obtained from Table 15 depending upon
· HI
t herauo
m
FlO.
6
WALL WITH SHaAR ApPLIBD AT
Top
3.1.5 JVal1 with Shear Applied 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. Wh~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 SHEAR ApPLIBD AT
BAsa
. .3.1_6 J.~rQll wit" ~\lonu~' Applied at ,Top - When the top of the wall and
f~, ltl~.,1"oof sial) are made continuo~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
D I 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.
8 WALL WITH ~fO"BNT ApPLIED AT Tor3.1.7 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. i. Clftular Slab. - Data for moments in circular slabs
with varioul edge conditions and subjected to different loadings are given
FlO,
in Tables 20 to 23..
.
IS
II. 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 .nd 2.2.2 )
d
.&
hrighi
(If
t-t
tl-e wall
y
6 - width of the \" all
UI -
density of the liquid
Hnnlontal moment
\'c(tical
'C:'
l\f" It,.3
moment .;::: ~V~ Uta'
X
0/4
-':LO
x]«
~-OO
M.
(5)
+0·010
+0-016
+0·013
+0·026
+0·044
+0-041
(6)
+0·011
+0·017
+0-014-
+0-031
·...0·011
+0-0+7
+0-017
+0'015
+0-021
+0'03&
+0-036
+0·010
+0-017
+0,014
+0·025
+0-042
+O'04J
+0-013
...·0·020
+0-016
...·0·015
+0'028
+0'029
+0-009
..·0-013
~~/4
+0-020
+0·03(.
+0·036
1;41/2
".O·()28
I,!'.
! :~
1;'.1
1 .;.)
1:41/2
:i/4
1-75
1·50
1·25
li4
li2
-~O·OI3
(8)
-0·039
-0-063
-0-055
-0-008
-0,012
-0,011
-0-038
-0,062
-0-055
+0·013
-0'007
-0-012
-0-011
-0,037
-0,059
-0·053
+0-011
+0-023
+0'025
+0·008
+0·013
+0·012
-0-007
-0-011
-0-010
-0·035
-0·057
-0-051
+0·008
+0·016
+0020
+0·007
+0·011
of 0·011
-0-006
-0-010
-0'''32
+0·011
+°0115
+0·005
+0-009
+0-009
-0·009
-0-009
-0,007
-0,007
-0-035
-0-035
.... O·Ol.~
-O·0~2
+0·030
J,..
+0·009
+0-019
+0·023
+0·012
-i-O-OI9
+0-017
+0'005
+0'011
+0·016
1·0-016
-1-0,002
'f-O-OOb
+0·014-
+O'U09
+0-003
+0-006
,"0-007
·to-OOI
3'4
+0·005
+0·009
.. O·OOtj
+0'011
+0·011
-.. 0·000
+0·002
+0·005
+0·002
+0-003
+0·005
-0·002
-0,004
-0-005
-0·012
-0-022
-0'025
J/4li2
3/4
+0.000
+0-001
+0'004
+O-O,l.J
-+-0005
fl-OOU
-1.0·001
~·O'OOJ
+0·007
-0·005
-0'010
+0·002
--·0·001
--0·002
-0-003
If4
1/2
3/~
1/4
1/2
0·50
+0-015
...·0·020
+0·017
(7).
-0·008
-0-013
-0-011
~J/4
3/+
0·75
+O-O~2
.1 CI 6/2
"-----,
Me
Mfl
4--0-021
+0·017
1/2
1·00
f
M.
:~/4
2,00
-4
(.f.)
,1..:
·i.:4
2-50
.1,1.
r .
(:i;
+0·035
+0·057
+O-Oil
~Iz
(1)
""--~
J' -= 6/1t
~·O·~)
14
.....0·014
+0·001
+O
ltOO7
-0,010
-0-048
-0-006
-0-028
-0-004-
-0-045
-0,043
-0-020
-0-(n4
IS I 337' ( Part IV ) • IM7
TABLE 2 MOMENT COERICIENTS .OR INDlVmVAL WALL PANEL.
TOP I'REE. BOTrOM HINGED, VERnCAL EDGES nXED
(Claw,s 2.1, 2.2 and 2.2.2 )
II
~
height of the wan
II
~
width of the \vall
W
&:
d~nsity of
r-- 1--r- 1- ,
V
the liquid
Horizont•.J moment -= Atl. wa 3
Vertic;al moment
bla
-=
~l.
wa 3
~
(1)
(2)
0
1/4
1/2
3/4
2-50
2-00
0
1/4
1/2
3/4
0
1/4
1/2
1·75
3/4
0
l/i
1/2
3/4
1·50
0
1/4
1/2
3/4
1·25
)·00
0
1/4
1/2
3j4
0
1/4
1/2
3/4
0·75
0
1/4
1/2
0'';0
0
1/4
3/4
1/2
3/4
J..y
=:
""'---~
M~
3·00
wa
y=o
Mia
(3)
AI.JJ
(4)
(5)
+0-070
+0·061
+0·M9
+0·046
0
+0·024
+0·042
+0·041
+0·049
+o-O:la
0
+0-016
+0·033
+0·035
°
+0·013
+0'028
+0·031
+0-030
+0·061
+0·053
+0·044
+0·027
+0·045
+0·042
+0·036
+0·024
0
+0·015
+0-032
+0-03-10
+0·010
+-0·025
+0-030
+0·036
0
+0·000
+0-035
+0·032
+0·005
+0·017
-+-0-021
+0-011
+0·022
+(1-006
+0·027
0
+0·028
+0·027
+0·020
+0·017
+0·020
+0·023
+0-017
+0·010
+O·OO:i
+0·012
+0·017
+0·013
+0·017
+0-000
+0·015
+0-005
+0-008
+0·011
+0·012
+0·002
+0·004
+0·006
+0·008
;-0'009
0
+0'000
+0-002
+0·006
°
+0·002
+0-010
+0·015
0
+0·001
+0·005
+0·010
0
+0'000
+0·002
+0-007
+O-g22
+0-020
+0-025
0
+0·005
+0-017
+0·021
AI.
(6)
+0-027
+0-028
+0·026
+0-018
+0-019
-+ 0-022
+0·016
+0·011
+0·014+0·016
-f-O'014
()
+0·009
+0-022
+0·027
0
X
15
y
1m
A.-_~
Itl.
0
b/~
()
+0-002
+0·009
+0·013
0
+0'005
0
+0-000
+0·001
+0·002
+0-014
+0-012
+0·005
+0·008
+0·011
+0-011
+0·003
+0-005
+0-009
+0·009
+0·002
+0·003
+0-006
+0-007
+0·001
+0-002
+0·004
+0·00+
+0·000
+0-001
+0-002
+0-002
A
M~
6/2
~
M"
(7)
(8)
0
-0-034
-0-027
-0-017
0
-0-026
- 0·013
-O-()16
0
-0'019
- 0·018
-0,013
0
-0,015
-0-015
- 0-012
0
-0·196
-0-170
-0,137
-0,087
-0-138
-0·132
-0,115
-0012
-0·013
-0'010
-0-07R
-O-O!tl
·-O-O~
-0-089
-0-065
-0-071
-0,076
-0,076
-0,059
-0·0.52
--0-059
-0·063
-0'0~2
0
-0,034
-0-008
-0·010
-0-009
0
-0·005
-0-007
-0'007
0
-0·003
-0·004
-0-005
0
-0·001
-0-002
-0·003
-O'O"~
-0,049
-0-(»4
-0·019
-0-025
--0'036
-0'036
-0,008
-0'013
-0·022
-0,026
-O·OO:i
-0·005
-0,010
-0,014
IS: 3370 (P...t IV ).1167
TAaLE 3 MOMENT COEIYICIENTI POR INDIVIDUAL WALL PANEL,
TOP FREE, aO'lTOM AND VERTICAL EDGBS nXED
( Clmu,s 2.1, 2.1.1,2.2 and 2.2.2 )
heisht of the wall
II -
IJ ~ width of th~ wall
u' ::
dt'n~il>· of
the liquid
I Jori7onlal moment
\ (OrtiC'"al moment
~
AI. Will
== AI. u'tI'
X
bltl
xla
.7- 0
"..._ _ _
~, -_ _ ----A.
6./2
M.
AI.
M.
M.
M.
(4)
(5)
(6)
(7)
(8)
(2)
(3)
:l·00
0
0
0
+0'025
+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
-0·126
-0,025
-0,092
-0,018
0
+0·013
0
1
0
1/4
1/2
2·00
r---..A....----~
~/.
(I)
2·50
,,- 6/4
..A._~
0
-0-013
-0·066
+0·008
+0·010
-0·011
-0-053
-0,010
-0·001
-0·005
-0·027
+0·011
+0·014-4),001
-0·022
-0-077
. -0·021
I
I,..
+0·013
+0·022
-0,108
0
+0·013
0
+0·027
+0·023
-0,074
+0·007
+0·012
3'4
0
0
+0·027
0
+0·006
-0·015
0
+0·009
0
0
-0·060
+0·010
-0,012
-O·ott
-0-027
)/2
+0·015
+0-016
+0·010
+0·010
-0-100
3/4
-0·008
....0-003
-0·002
-0-005
J
-().086
-0-017
-0-059
+0·003
-0-012
0
-0·059
0
( CMlillw4:
16
IS I 3370 ( Part IV ) • 1117
TAIIL& I IIOMDJT counclENTI .0. INDIVIDUAL WALL PANEL,
TOP . . . ., BOtTOM ANI) VERnCAL UJGEI I1XED- CMItl
I,.
./.
,==0
~~
.J == 6/4
J - 6/2
-A._~
M.
M.
M.
A
M.
M.
M.
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
1·7'
0
1/4
0
+0-012
+0·016
-0-002
-0-074-
+0·025
+0·022
+0-016
-0·005
-0-015
0
+0-005
+0·010
+0-001
-0·050
+0·907
+0-008
+0·009
-0·004
-0-010
0
-0·010
-0·009
-0·005
-0·052
-O·Oj6
-0-027
3/4
0
+0-008
+o.()) 6
-0·003
0
+0·004
+0·010
+0·003
I
-0-060
+0-021
+0·020
+0-016
-0·006
-0·012
-O·Of)
+0·005
+0·007
+0-008
-0·004
-0-008
0
-0·009
-0·008
-0·005
0
0
0
+0-005
+0-014
+0-006
-0-047
+0·015
+0-015
+0·015
+0·007
-0,009
0
+0-002
+0·008
+0-005
-0·031
+0·003
+0·005
+0·007
+0·005
-0-006
0
-0·007
-0·007
-0·005
0
+0·009
+0-011
+0-013
-0-008
0
+0·000
+0-002
+0-003
+0-005
-0-005
-0·006
+0-005
-0·022
+O·oot
-O·oat
0
+0-000
+0-002
+0-003
-0-015
+0·001
+0-002
+0·003
+0·003
-0-003
1/2
3/4
1
I-50
°
1/4
Ifl
1-25
II·
1/2
3/4
I
1-0
0
+€J.OO2
1/2
1
+0-009
+0·008
-0-035
0
1/4
0
+0-001
1/2
3/4
+0·005
+0-007
1
-Oe02t
3/f
"75
0-50
0
1'4
0
°
1/4
1/2
+0-000
+0·002
3/4
+o-oot
1
-0-015
-0·007
+0·004
+0-008
+0·010
+0-007
-0-005
to-005
0
+0-001
+0-005
+0-006
+0.00&
-0-003
+0-000
+0-001
+0-001
-0·008
17
-0-005
+0'000
+0-001
+0-001
+0-001
-0-002
0
0
0
0
-o-0d2
-0-003
-0·003
0
0
-0-001
-0-002
-0-001
0
-0-050
°
-0·040
-0-0+'
-0-042
...0-026
0
-0-029
-0-03'
-0-0'7
-O-02f
0
-0·018
-0·025
-0-029
-0-020
0
-0-007
-0-011
-0-017
-0-013
0
-0-002
-().004
-0-009
-0-007
0
I
IS I 3370( Part IV ) • 1967
TABLE 4 MOMENT COEFFICIENTS FOR UNlI'ORM LOAD ON
RECTANGULAR PLATE HINGED AT I'OUll EDGES
(Clauses 2.1.2 lind 2.2.2 )
«
all
height of the wall
6 == width of the wall
W all density of the liquid
Horizontal moment :a M. wei
J
Vertical moment - M. ~~I
• '-
)'==0
b/"
r--------'----~
y -=.A./)/4-
,--__
M.
AI"
AI.
~
M.
(6)
(I)
(2)
(3)
(4)
(5)
"00
1/.
+0·089
+0-118
+0·022
+O·Ol9
+0·077
;-O-JOI
+0·025
-+-0-034
1/2
+0-085
+0·112
;. 0·021
+O·Oi2
+0-070
+0·092
+0-027
+0-037
1/41/2
+0-076
+0·)00
+C·027
-to'061
+0·078
TO-028
-+~O-037
1/4
1/2
+0·070
+0·091
-f 0·029
+0-04-0
",·0-054
+0·029
+0-070
+0-059
1/4
1/2
+0·061
+0-078
+0·031
+0-043
+0·047
+0-059
+0·029
+0-040
1/2
1/4
2-00
1·75
I-50
1-00
1/4
+0·049
+0·033
1/2
+0-063-
+O-OH
+0-010
+0-047
+0·029
+0039
1/4
+0·036
+0-044-
+0-033
+0·044
+0·027
+0'033
+0·027
-+ 0·036
+0·022
+0'025
+0-029
+0-038
+0'016
+0-018
+0'023
+0-030
+0·010
+0'009
+0·020
+0·007
+0-007
+0-015
+0'019
1/2
0-75
1/4
J/2
0·50
+0-038
1/-1
1/2
+0-025
18
~
...
0
S-OO
2-50
(2)
(1)
lit
1/2
S'4
0
3/4
1/2
1/.
~
-I·
t
(S~
M.
~
.0·050
+0-030
+(HM9
+0-016
0
+0.016
+0-033
+0-037
+Oe06S
+0-073
0
+0-028
+0.026
+0-018
+0-028
+(H)27
(6)
~
+0-033
+G-OSS
+0.fJ29
+0-020
...
..".
0
+0-015
+0-032
,
1-0-034
+O~
+0-070
+0-0&1
(+)
M.
•
=- M• • •
+0-030
0
<'l
M.
At
IJlOIDeIll
.,-0
+0-028
+O-0t9
+o-ot6
•
Vertical
Horizontal moment - M. waI
• - cleasity or the liquid
• - width of the wall
• .. heilht 01 the wall
•
0
(7)
M.
~
..i(2
-0-025
-0-017
0
-~O30
-0-027
-0·017
-(H)Jf
•
A
-().I69
-0-151
-0-1!6
-O-o&f
-0-196
-0-170
-0-137
-(HJ87
(8)
M.
~-~
A
(a-. 2.2.2)
,
+0..02!
+0-029
~0-009
0
+0-054
+O.cm
+O·()lS
0
(9)
M.
M.
0
+0.022
+0·041
+0-040
+0·014
+0-017
+0-014
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+0-008
+0-009
+O.aoc
+0'008
+(HU6
+0-020
(9)
M.
(10)
M.
..
(11)
M•
+O'02!
+0-'"
-0·009
-0·014
-0-008
-0-003
-0-00t
-0,000
+0-001
+0-003
+0-005
(12)
M.
-0·006
-0-007
-·0-001
-0·004
-0·005
-0·001
•
(C."'~)
+0-002
+0-005
+0-008
+0-014
+0-014-
+0-008
+0-016
+0-012
+0-019
+0-013
+0-021
+0-017
....I...
&=-0
-0,001
+0.001
+O.()()6
+0·003
+0-008
+0-014
+0-009
+0-018
+0-008
+O.cJ04
+0-030
+0-015
+0-028
t
AT TOP
+0-007
+0-011
+0-011
As
, ..,/4
-0-049
-0-029
-0-048
-0-052
-0-032
(8)
•'4.
f
-0-006
-0-010
-0,009
-0-006
-0-010
-0-010
(7)
Mil
...
:1=6/2
A
6/_==1-5
,
wrra WALU BINGBD
AND 1I01TOM - CoIIIII
MOMENT COBFrlClDln POll TANKS
1/2
3/.
9/4
1}2
./-
e/_
TAaI: I
I
I
•
~
~
-...
i
,...
-81
IS
I~
.75
lit
l/t
112
l~
+0007
+0-015
+0-0'1
+0-017
+,.
+0-011
+H05
+0-011
+1-016
I~
140
Ilf
(3)
AI"
(4)
~
AI.
(5)
~r
rA
M.
(6)
.1-614
"
(7)
II.
-4
(8)
~l.
J ra 6/2
vA
,/.-=1-0
+0-008
+CHUO
+CHJ09
+0-011 +0-005
+0-018 +0-010
+0-016 +0-012
+0-017
+M16
"
+0-002
(9)
M.
""'"
+0·003
(10)
M.
z-,/4
(11)
M.
-0-006
-0-006
-0-016
-0-029
-0-031
-0-035
+0-006 -0-002 -0-010
+(M)IO -O-OOf -0-021
+0-010 -0-005 -0-026
+CHJ08
+0-008
-0·007
+OeOOl -o-OOS
+0·007
-0-002
-0-003
-0-001
+0-004
+0-000
+0-001
+0-009
-o-oM
-0-005
-0-007
-0-003
-0-003
-0-000
+~008
+0-016
-0-002
+O.QOI
-0-002
+0-010
+0-015
+0-016
+O.aoo +0-001 +0-005
+0-005 +CHJ09
+0-001
+0-005
+0-007
(12)
M.
4,
z-O'
+0-005 +0.009
,.
+G-006 +0-006 -0-007 -0-035 +0-006 +0-006 +0-011
+0-010 +HOS
+&016
+0-015
+CHJ09 +1-002 +CHJOS -0-004 -0-020
,-0
••
(2)
,
(I)
,,. -/-
.50
.a.
....... IIOIIDIT COUlaaaNn
TANKS wrra WALLIIIINGBD AT TOP
AND IIOTfOM - C~
..
!
•
~
~
l...
,...
~
II
w
~
I
+0·311 3 a,,1
+0·3153 wei
+0·1736wat
+0·1919 ".'at
0-0000 IDa"
0·0480 w.~b
+0-390 4 UNJ2
0-053 8 _16
0-0052 rDtl l 6
0·1818 U/tl 16
0·096 0 ".•26
+0·402 3 IDdI
+0·3604 wert
+0·2582 ua l
lDdl
+().128 0
+0·3290 u:(J2
-0·583 3 Ulfl~
Cl
-
+0·411 6 ",.1
-
T~t all four edaes
0-226 0 a",16
0-500 0 wII16
-="
G-275 ...•
0-5000 ...,
+0·3980 fHl
0·166 7 WGIb
0·5333 "",..
+0·391 2 W(I'J
+0·3333 lta l
-0·600 0 UJa2
InfiallV
(7)
-
-
-
10
(6)
0·1203,..' 0·143 5 ",.16
0·2715,..' 0·302 3 ".16
-
-
--
5
(5)
(4)
I
~y
2
..L
6/4
f----1
+0·2419 wa2
-0·4397 werl
x
I
.!.
+0-1407 ua!
-0·2575 UlQI
(2)
1
(3)
,
0·199 .. &WIt,
0·132 2 UNlt6 0·0541,.1. 0·O'L7 I
0·500 0 ,.16
00500 0 ,.16 0·500 0 rvc'6 0·500 0 IIMI6
NOTa 1 - NeptiYe sip iDdicata that reKtioa acts in direction of load.
Non 2 - . - Deasity otdle liquid.
·Bltimated.
Mid-point or fixed side
edge
Lower third-point of
side edge
Lower quarter-point
ofside edge
Total at top edge
T ota1 of bottom edge
Total at one fixed side
Comer at bottom edge
ed~e
Mid-point of bottom
(I)
--IWQ ~
i
t-f
'rPaslJ 2.3.1, 2.3.3, 2.3.3.2, 2.3.4. 2.3.4.1 ... 2.3.6 )
AT TOP AND aoTTOM
TABLE 7 IIIEAIl AT EDGES OP WALL PANEL HINGED
...•
!
~
....,
r
""'"
CI
t:
...
•..
.,.
CIt
z
1H
0·226 . .t~
o-soo aN26
Oe048 IIIc*6
+0-192
x
w.
+0·315 waS
0-096 26
0-202 UNil6
0-500 w.:b
UJ(j2
0·148 wri
0-500 111~6
0-204 ",.:J
+0-390
+0..100 II1CZS
+0-375.411
+0-406"'02
+O-o10:Nt
+0-258 INZ
+0-311 UNl2
-Negative lip iDdicata that reacticD aell in clireetion oCload_
tThi! value could DOt be atimaicd u;cura.tcly beyoacl two decimal places_
0-107,.'6
Qe500 ana6
6-286 ~6
+0·398 ...
+0-165 aN'
+CH06'"
+0-416,..
+0-45 watt
-0-590 ".s
+().S8 w"'t
-0-583 ,..
+0-242 was
-0-+40 IIItlt
3·
(5)
2
(4)
(S)
1
II,.
¥
111 S& Density of the liquid.
Nam 2 - Data are derived by modifying values computed for walls hing,ad at top and bottom.
NOTE 1 -
ToW at all four edges
Lower quarter·poinl ot,ide cdee
Total at bottom edge
Total at one fixed side edge
w.rl
:+-0-128 JNI
+0-17411:41'
Top ofDzed side cdp
Mid-point orbed ride edge
Lowerthird.pointolsideedge
(2)
I
+0-141 ".z
-0-258 lIJtIJ.
~
'REf
r--l=t -l---,
Mid-point of bottom edp
Comer or bottom edF
(1)
(a--
TAB1B' IIIEAtl AT BDGa 01' WALL PA.NBL PaEB A.T TOP AND SINGED AT BOTrOM·
2.3.2. 2.S.4, 2.3.4.1. 2.. It 5 41tJ 2.3.6 )
..
!
~
..,
•
I
."
~
o
s
II
UI
to
H2
kr/m
0·000
16·0
+0·098
+0-097
+0-098
+0·099
+0-208
+0-202
+0-200
+6-199
+0-323
+0-312
+0·506
+0·304
NOTE 1 - _-Deruity oCtile liquid.
Narz 2 - Positive lip iDclicatCi te:Dlioo.
1.·0
-0·001
-0-005
-0-002
10-0
J2.()
+0-137
+0-119
+0-104
+0-437
+0-429
+0-420
+0-412
+0-357
+0-403
+0-428
+0-441
+0-4+3
+~322
+0-339
+0·346
+0-344
+0-335
+0·267
+0-256
+0-245
+0·234+0-218
+0-203
+0'164
+0·154
+0-067
+0-025
+0-018
-00001
4-0
5-0
600
8·0
3·0
+0·082
+0-160
+0-209
+0·250
+0-285
+0-101
+0·109
+0-234
+0·266
+0·285
+0·120
+0-215
+0-254
+0·268
+0-273
(6)
(5)
(4)
(3)
(2)
+0·134
+0-239
+0-271
+0·268
+0-251
().4H
0·3H
().2H
0-IH
0-08
A
+0·539
+0-531
+0-542
+0·543
+0-53"-
+0-362
+0·429
+0-477
+0-504-
+0·066
+0·130
+0'180
+0·226
+0-274
(7)
0-5H
COE~FrCIENTS AT POINT
Q>eJlicicnt X IIJHR
+0-149
+0·263
+0-283
+0-265
+0·234
,
CI:
0·8
1·2
1-6
2-0
0·+
(1)
Iii
T
+0-608
+0-628
+0-639
+0·641
+0-330
+0·409
+0·469
+0·514+0·575
+0·049
+0·096
+0·142
+0185
+0-232
(8)
0-6H
+0-589
+0·633
+0-666
+0-687
+0-262
+0-334+0'398
+0-447
+0·530
+0'494+0-541
+0·582
+O·~O
+0·210
+0·259
+0-301
+0·381
+().157
+0·014
+0·034
+0·054
+0·075
+0·104
(10)
(9)
+0-029
+0·063
+0-099
+0-134+0·172
O-SH
O·1H
TABLE 9 TENSION IN ClaCOLAll JUNG WALL, IIXED BASE, nmE TOP AND
SUBJECT TO TIlLUIOULAa LOAD
(Clau 3.1.1 )
+0-179
+0·211
+0'241
+0·265
+0·052
+0-073
+0·092
+0-112
+0'151
+0-004
+0·010
+0-016
+0-023
+0'031
(11)
0·9H
~
w
....,
:a
.•..
II
~
:l
~
Cl
w
m
..
eft
c.
0·‫סס‬OO
0-‫סס‬OO
0-‫סס‬OO
0·‫סס‬OO
u-eeoo
+0·0001
+0·0006
+0·0003
+0·0002
+0·0005
+0-0011
+0·0012
+0·0011
+0·0010
o-oeeo
-0·0001
o.oceo
ooooe
+0·0001
+o·OOO~
+0·0011)
+0·0008
+00024-
0-‫סס‬OO
-0-0001
+0-0001
+0·0001
+0-0008
+0·0002
+0·0047
..£..O·()()28
+0·0016
+0·0021
+0·0063
+Q'OO77
+0'0075
+0·0068
(4)
(3)
+0·0014
+0·0037
+0·0042
+O·()(H.l
+0·003:>
OeSH
0e2H
0-‫סס‬OO
-0-0002
+0'0002
+0·0004
+0·0007
+0-0003
+0-0001
-0·0001
+0·0090
+0'0066
+0·0046
+0·0032
+0·0016
+0'0071
+0·0047
+0·0029
+0·0019
+0·0008
I
+0·0019
+0'0013
+0-0008
+0·0004
{9}
0-8H
+0·0029
+0·0023
+0·0019
+0·0013
-0·0816
-0·0465
-0,0311
-0·0232
-0,0185
(lO)
Q.9H
+0·0028
+0·0026
+0·0023
+0-0019
-0-0005
-0-0001
+0·0001
-0·0012
+0·0012 -0·0119
+0·0023 -0-0080
+0'0028 -0·0058
+0·0029 -0·0041
+0·0029 -0·0022
-0,0529
-0,0024+0·0022 -0,0108
+0·0058 -0,0051
+0·00'5- -0,0021
-0·0302
-0·0068
(8)
0-7H
~1
+0·0097 +0·0077
+0·0077 +0·0069
+0·0059 +0·0059
+O·0Ck6 +0·0051
+0·0028 +0·0038
-0,0150
+0·0023
+0·0090
+0·0111
+0·0115
(7)
(6)
-0·0042
+0·0070
+0·0112
+0·0121
+0·0120
0e6H
.4""
Ponrr
lla
OeSH
+0·0007
+0·0080
+0·0103
+0·0107
+0·0099
(5)
O·4H
~
COUPICDtNTI AT
x wHI kgm/m
NOTa 1 - ID== Density of the liquid.
Non 2 - POIitive sign indicatC'Stension on the outside.
16-0
14-0
12·0
)0-0
3·0
4·0
5·0
6·0
8·0
2·0
1-6
1·2
0·8
0-4
(2)
(I)
O·IH
r-
HI
]5;
~Ioment-Coellicient
TAaLB.I MOIIBNTIIN ClUNDlUCAL WALL, IDBD IWIBJ JIlEB TOP AND
ItmjBOT TO 'I'IUANGUIAIl LOAD
(a. . 3.1.1)
-0·0079
-0-0090
-0·0 UK
-0,0122
-0·0146
-0,0333
-0·0268
-0·0222
-0·0187
-0·1205
-0·0795
-0·0602
-0·0505
-0,0436
(11)
leON
..•
I-a
~
-e
~
-II
i
I...
lSI S370(Put 1V)-IN7
TAIILB 11 III&AIt AT BAlE OP CYLINDRICAL WALL
(Cla.ru 3.1.1, 3.1.21U1t13.1.3)
.HI kg ( triangular )
• - ~fficient X
III
Di
TalANOULAa
LoADFIUD
BAI&
{
18 ks ( rectangular )
MIN'q (moment at bue)
MOIONT
RItCTA.'tfOULAll
TRIANGULAR OR
LoAD PlxaD
B.ua
RECTANOULAa LoAD
AT
HINoan B.u&
Eoo.&
0·4
+().436
+0·755
+0'245
-)·58
0-8
+0·374
+0-552
+0-234
-1-75
1·2
+0·339
+0-460
+0·220
-2·00
1-6
+0·317
+0-407
+0-204
-2·28
2eO
+0'299
+0·370
+0'189
-2-57
S-o
+0·262
+0·310
+0·158
"'0
5·0
+0·236
+0-271
+0-137
-9-18
-3,68
+0·213
+0'243
+0·121
-4-10
6-0
+0·197
+0'222
+0-110
-4-+9
8-0
+0·174
+0·193
+0·096
-5·18
10-0
+0·158
+0·172
+0·087
-5-81
12·0
+0·145
+0-158
+0-079
-6-38
14-0
+0-135
+0-147
+0'073
-6-88
16-0
+0·127
+0-137
+0·068
-7-36
NOTa 1 - • - Denaity
or the liquid.
Noft 2 - Positive lip indicates shear acting inward.
37
~
(5)
+0-352
+0-358
+fl.362
+0-369
+0-373
o-'H
+0-096
AT PoDIT
+0·552
+0-541
+0-531
+0-521
+0.. 506
+0·545
+0-562
+0-566
+0-564
&4H .... O-SH
(6)
(7)
+0·308
+0-264
+O·3SO
+0-291
+0·358
+0·342
+0-385
+0-385
+0·411
+0-434
+0-428
+0-417
+0-408
+0-403
-0-011
-0-en5
-0-008
+0-179
+0-137
+O-H4
+0-103
+0-281
+&253
+0-235
+0-223
+0-208
+0-341
+0·321
0-2H
(4)
+()e395
+0-38J
+0-361
-0-008
+0·095
+0-200
+0-311
10-0
12-0
-0-002
+0-097
+0-197
+0-302
14-0
(H)()()
+0-098
+0·197
+0-299
+0-002
+0-100
+0-198
+0-299
16-0
NOft 1 - . :II: Density of the liquid_
Non 2 - Politive siga indicates tension.
+0-074
+O-G17
3·0
4-0
5-0
6-0
8-0
+0-440
+0-402
+0·355
+0·303
+0-260
0-IH
(3)
+0-449
+0-469
+0-469
+0-463
+0-443
(2)
+0-474
+0-423
+0-350
+0-271
+0-205
(I)
0-4
0-8
1·2
1-6
2-0
CoameJDm
(
+0-375
+0-367
+0-356
+0-343
+0-524
'o-OH
III
Iii
T- Coef6cieDt X wHR q/m
TAJILa 11
+0-666
+0-664
+0-659
+0-650
+0-519
+0·579
+0-617
+0-639
+0-661
+0-249
+0-309
+0-362
+0-419
0-6H
(8)
+0'215
+O·i30
+0-750
+0-761
+0-764
+0·479
+0-553
+0·606
+0-643
+0-697
+0·256
4-0-314
+0·369
0-7H
(9)
+0-165
+0'202
+0·678
+0-720
+0-752
+0-776
+0-375
+0-447
+0-503
+().5f7
+0-621
0-8H
(10)
+0-111
+0·145
+0·186
+0-233
+0-280
+0-433
+0-477
+0-513
+0-536
+0-210
+0-256
+0-291
+0-327
+0-386
0-9H '
(11)
+0-057
+0-076
+0-098
+0-124
+0-151
r
-..
...I•
'wi'
=!
~
..I
B
.:J
t".)
f
O-IH
(2)
0-3H
0-4H
(5)
(of)
+0·007 2 +0·015 1 +0-0230
+0·006 .. +0·0133 +0·020 7
+0-0058 +0·011 I +0'017 7
+0·004 4 +0·009 I +0-0145
+0·003 3 +0-007 3 +0·0114
+0·001 8 +0-004 0 +0'006 3
+00000 7 +0-001 6 +0·003 3
+0·000 1 +0·000 6 +0·001 6
+0·000 0 +0·000 2 +0-000 8
(3)
0-2H
~6)
O-SH
.A-
+O-()(\57
+0·003 9
+0·0020
+O-Ql,ll
·+0·000 5
0·0000
-0·000 4
+0·034 8
+0-031 9
+0·028 0
-f-0·0236
+0'0199
+0·0127
+0'008 3
0-68
(7)
+0·0357
+0·0329
+0-029 6
+0·0255
+0·021 9
+0·0152
+1)·0109
+0·008 0
..,.0-006 2
f-0'0038
+0·0025
+0-001 7
-t 0·001 J.
+0-000 8
(8)
0·7H
..Jt'PI-.wH--I (
L~,
fr
I
~R~
COEFFICIENTS AT POINT
+ pH" ) kgm/m
3.1.2 cand 3_I.3 )
+0-002 0
+0-030 1
0·8
+0·001 9
+0-027 J
1-2
10·023 7
+0·001 6
1-6
+0·0195
+0·001 2
2·0
+0·000 9
+00158
3·0
+0·0092
+0·000 4
4·0
+0·000 I
+0-003 7
5·0
-+ 0-0034
0·000 0
+0-0019
6'0
0·000 0
80
0-000 0 +0·000 0 -0·000 2 +0·0000 -+-0·000 7
10·0
0·0000
0'000 0 -0,000 2 -0-000 1 +0·000 2
12-0
0·0000
0-0000
0-000 0 -0-000 1 -0·0002
14·0
0·0000
0-000 0 -0·000 J -0-000 1 -0-000 I
16·0
0-0000
0·0000
0·000 0 -0·000 1 -0,000 2
NOTE I - ", -= Density of the liquid,
NOTE 2 - Positive sign indicates tension on the OUt51d~.
(1)
0-4
Jl1
DI
Moment = Coefficient X ( IIJHa
( CUVSIS
,
-+
(10)
0-9H
+0·004 5
+0-0039
+0·003 3
+0-002 !I
-+'0-004 3
+00032
+0 0026
+0·0022
+0·0197
+0-0187
+0·011 J
+0·0155
-J-O-Ot45
+0·011 I
+0·009 2
+0-009 4
0-007 8
+0·007 8 +v·OO6 8
+0·005 7 +0·0054
+0·031 2
+0·0292
1-0·0263
+0,0232'
+0·0205
4-0'0153
+')·011 8
(9)
0-8H
L.....===_l_ 1:_;
T.ABl& IS IIOIIENTIIN CYUNDlUCAL WALL, lONGED BASE, 'REE TOP AND SUBJECT
TO TRAPEZOmAL LOAD
0
0
0
0
0
0
0
0
0
0
°
0
0
0
(11)
I·OH
I--a
...•
...,;
--=
...
;l
:
0
,.....
~
..
;
tl
..--
t
(4)
(3)
-1,32
-2,55
-3,11
-3'54
-3'83
-4,37
-1,57
-3-09
-3-95
-4-57
-5·12
(2)
O·2H
O·IH
(5~
O·3H
Coefficient X JlRIH kgim
O·OH
r:::
\6)
O·4H
-A.
(7~
O·SH
COEFFICIENTS A r POINT.
t
I
(8)
O·6H
(9)
0·7H
~
, .~
0·40·8
,
-0-02
+0·06
+0·01
+0·01
0·00
0·00
-0,01
+0·04
+0-06
-0,01
+0·01
-0-02
-0·02
-0-03
(11)
0·9H
wall aDd I-ON iI the
-0,02
-0,03
-0·05
+0'13
+0·19
+0·20
+0·17
+0·09
+0'02
+().Ol
-0·08
-0-13
-0·10
-0-05
(10)
0·8H
TO. WITH SIIEAIl 'f"
-1,08
-0,18
--086
-047
-0·65
-0·31
-1,15
-0,51
-2·04
-157
-0,28
-0·80
-2,44-1,79
-1,25
-o-ei
-0·48
1'2
-0'25
-)-80
-0,36
-260
J6
-}·Ii
-0,16
-0-69
-1,14-2·68
-1,02
-0,05
-0,21
2·0
-0-52
- ),43
-6,32
-0,58
-2·70
3·0
-0'02
+0·15
+0·19
-1,10
-0,19
4·0
-7·34
-4·73
-2·60
+0·26
+0·38
+0·33
-2,45
5·0
-079
-8·22
-4·99
-+0·11
+0'41
+0·50
+0·37
-2,27
-9·02
C'O
-5'17
-0'50
+0·34
+0·5 Q
-'-0·53
+0·35
8·0
-1·85
..LO·63
-10·42
-5·36
-0·01
+0'66
+0·46
+0·24
-1,43
-5,43
..J...O·62
10·0
-11·67
+0·78
+0·36
+0·33
+0·12
-1,03
+0,21
J2·0
-12.75
TO·63
+052
-1-0·83
-5'41
+0·04
-5,34
14-0
-:-0·42
-13·77
+0·81
-0·68
+0·80
+0 13
0·00
-0,04
.J-O·05
160
-0-33
-14·74
+0·32
-5·22
+0·96
+O·i6
NOTa -- POSIti\"e sign indicates tension.
-\\'ben this table is UIed for shear applied at the buea while the top is fixefi t O'OB is the bottom of the
top. Shear acting inward is positive, outward is nqative~
(J)
IJI
H!.
t
---
v
TABLE 15 TENSION IN CIRCULAR lUNG, nxED BASE, FREE
PEa METRE APPLIED AT TOP
(Clau'~J 3. J_4 and 3.1.5)
II
...•
~
...,
~
II
-g
i
~
..
-1-04
-0-24
-)·87
-}·54
-1-00
-le03
-0-86
-().S3
-0·23
-0-05
-0·71
-0-59
-0·73
-0-64
-0-46
-0-42
-0-08
(4r)
+2·90
+2·JO
+1-79
+1-43
+1-10
+0·43
(3)
+2·50
+2-06
+1·42
+0-79
+0·22
0-2H
O'IH
+0-45
-0·05
-0·67
-0·94
0-3H
(5)
+2-12
+2-14
+2-03
+2-04
+2-02
+1-60
+1'04-
f,IR~
...
-'-0
[j
M
+2·95
+2-47
+1-86
-t- 1-2J
-0·02
-0-73
-1-15
-1·29
-1·28
+2·90
+2-72
+2·46
O·4H
(6)
+1·91
+2·10
A
+3-93
+3-34
+2·05
+0-82
-0·18
-0-87
-1-30
++29
++31
+1-69
+2·02
+2.a5
+9·25
+3-69
(7)
0-5H
eoaft1Cl&NTl AT POINT-
H2 ks/m
+5·87
+6·54-
+4-30
+5·66
+6·34
+6-60
+3·56
0-6H
(8)
+1-41
+1-95
+2-80
+11-32
+10-28
9·41
+ 0-80
+ 1·39
+ 2-22
+ 3·13
++08
+ 6-58
+ 1·13
+ 1·75
+ 2-60
+ 5·59
+ +54
+ 6·58
+ 8·19
+1&-52
+13-08
+11-03
+8-82
(10)
0-88
(9)
+
0-7H
+11-41
+16·06
- +20-87
+25-73
+ +73
+ 6-81
+ 9·02
+ 2·75
+H4
+ 0·80
+ I-S7
+ 2-01
(11)
&9N
wrra MOIIDIT . . .
10-0
12·0
+0-21
++-79 +11·63 +99.48
-1)-96
+0-32
+3·52
+11-27
-.+-21.80
+O-(M
-0·76
1+0
+0-26
-0.28
+2-29
+10·55
+23·50
+SG-Sf
16-0
-0·64
+0·22
-0·08
+1·12
+0·07
+ 9-67 +24·53 +Sf.65
NOD - POIiuve sip indicates teosiOil.
·Whea this table is used Cor moment ~ at the top, while the top is hinged, &OH illhe bottom or the wall mad 1-08
iI the top. Moment applied at aD edge is pclitivc wIaea it causes outward rotation at that edge.
6-0
8-0
5-0
3-0
+0
2-0
0-8
)-2
1-6
+2·70
+2-02
+1·06
+0-12
-0·68
-1·78
(H
o-OH
(2)
,
(I)
D'
HI
, _ Coeilic:ie:a _ X
(a.. 3.1.6)
TAaLB I' 'tBNIIOII1N aaClJUll--ltINa. HINGED IIAIB, ,..-toP
METIlB, •• .AftUBD AT lIAR
!
••
~
~
I
~
•I"-
w
...
r
0-IH
(2)
+0·013
+0-009
+0-006
+0·003
-0-002
-0-007
-0-008
-0,007
-0,005
-6·001
+O.Q51
+0-040
+0-027
+0-011
-0-002
-0·022
-0-026
-0·024-0·018
(3)
&2H
+0-109
+0-090
+0-063
+0-0.35
+0-012
-0-030
-O-OM
-0·045
-0-040
-0·022
(4)
0-5H
+0-034
-0-029
-0,051
-0·06)
-0-058
-0-044
+0·196
+0-164
+0·125
+0-078
0-4H
(5)
PODft*
+().316
+0-255
+0-193
+0-087
+0-023
-0-015
-0-037
-0-062
-0-067
+0-206
+0-152
+0·096
+0-010
-0-034-0-057
-0-065
-0-068
-0·053
-0-040
-().029
+0-414
+0·375
0-6H
(7)
AT
+0·296
+0-253
0-5H
(6)
A
CouncIurn
Coefticient x M ksm/m
+0-547
+0-503
+0-45+
+0-393
+0-340
+0-227
+0-150
+0-095
+0-057
+0-002
-O-OSI
-0-049
0-7H
(8)
+0-692
+().659
+0-616
+0-570
+0-519
+()'426
+0-354
+0-296
+0-252
+0·178
+0*123
(9)
0-8B
+0-748
+0-692
+0-645
+0-606
+0-572
+0-515
+H67
{}9H
(10)
+0-8+3
+0-824
+0-802
+0-775
To., WITH
1-08
(11)
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
+1-000
,...
-0·009
-0-009
0-000 -0-002
-0*028
0-000
-0-016
0·000
-0·003
-0-064
+1.(JOO
+O-oBJ
+0-424
0-000 -0-008
0·000
-0-059
0·000
+()e387 +1-000
-0-060
+O-otB
-0,021
0-000
-0-051
0·000
-0-066
+0·002
-0·003
+0-354
+0-025
+1-000
Non. - POIibve aign indicates teDlion in oul8icle.
.Whcr: chis table is used for IDOIIleDt applied at the ~, while the top it hiDpdJ o-OH is the bottom fI the waD aad leON
it the top. Moment applied at aD edBe is poIitive wh_ it cau.. outward rotatioD at that edp.
2·0
3-0
4-0
5-0
6·0
8-0
10·0
12-0
14-0
16-0
1~
0...
0-8
1-2
(1)
D'
II'
~Ioment c:a
TABLE 17 IIOMENrlIN CYLINDIUCAL WAIL, IIINCED auB, nta
MOMENT . . . IIBTBE, . , APPLIED AT IIAIB
(a.... 2.5.5 al 3.1.6)
!
.-•
~
!:a
~
..FJ
I
<.n
.
r
(2)
O-IH
(3)
0-2H
(4)
0-3H
(5)
0-4H
(6)
O'5H
A
(7)
0-68
-
-0·002
,
-0·002
-0·002
-0,001
-0-001
00{)()()
+0-448
+0-223
+0-127
+0·081
+0·056
+0·025
+0·010
+0-003
(8)
0-7H
.
+0·492
+0-219
+0-106
+0·056
+0·031"
+0·006
-0·110
-0·003
-0-003
-0,003
-0-002
-0,001
-0-001
0·000
(9)
0'8H
.
...,
(10)
+0·535
+0·214+0-084
+0·030
+O-()()h
-0-010
-0-010
-0,007
-0-005
-0,002
-0-001
0·000
0·000
0-000
0-9H
~
(11)
+0-578
+0·208
+0-062
+0-004
-0-019
-0-024-0-019
-0-011
-0-006
-0-001
0·000
0·000
0·000
0·000
l-OH
O·OH is the bottom of the wall and 1-0H is the
COE.FFICIENTS AT POINT·
...
+0-093
+0-172
+0-402
+0-240
+0-300
+0-354-0-8
+0-085
+0·145
+0-224
+0-185
+0-220
+0-208
)·2
+0-082
+0-132
+0-145
+0-159
+0·157
+0·164)-6
+0-079
+0'122
+0-139
+0·105
+0-138
+0-125
2-0
+0-077
+0·115
+0·080
+0·119
+0·126
+0·103
3-0
+0-072
+0·103
+0-086
+0-044
+0·100
+0-066
4-0
+0-025
+0·068
+0·088
+0-081
+0-063
+0-043
5-0
+0-078
+0·OJ3
+0-067
+0-064
+0-047
+0·028
6-0
+0-070
+6-062
+0-056
+0-006
+0-036
+0-018
8-0
+0-057
0-000
+0·058
+0-041
+0-021
+0·007
-0,002
10-0
·to·049
+0-029
+0'053
+0-012
+0'002
-0,002
+0-049
11·0
+0·042
+0-022
+0·007
0·000
14-0
+0·017
-0·002
+0'046
+0'036
-0·001
+0·004
16-0
+0-012
+0·00]
+0·031
-0·002
+0'044
-0·002
NOTE - Positive sign indicates tension on outside.
·When this table is used for shear applied at the base, while the top i\ fixed,
iop. Shear acting inward is positive, outward is negative,
~·4
(1 )
Dl
H~
Moment = Coefficient X YH kgm/m
V
TAIILE I' MOMENTS IN CYLINDRICAL WALL, PIXED BASE, FREE TOP WITH SHEAR PER METRE,
V APPLIED AT TOP
( Clast 3 _I. 7 )
......
"'-"
...-e
...•
:I
'"
':
:I
~
w
w
fIJ
..
O-OOR
-f-0-015
+0-015
O-IOR
+0-013
+0·074
f
r
NOTa -
0-05
0-10
0·15
0-20
0'25
0-05
0·10
0·15
0·20
0-2S
C/D
O·40R
+0-043
+0-059
O-gOR
+0·057
+0-066
t
I-- R---4
O'20R
-
~
-
-0,0700
-0,0287
--
-
-0-0729
-0-1433
-
-0·0541
-0·0421
-0·0218
--
-0-0275
-0'0624
-0,1089
O-15R
-
-0'0381
-0-0354-0·0284
-0·0172
-
-0-002 6
-0-0239
-0'0521
-0'0862
0'20R
-0-0251
-0-0258
-0-024-3
-0·0203
-0·0140
+0-0133
-0-0011
-0·0200
-0'0429
-0·0698
O'25R
Moment ==- Codficient X /JR2 kgmJm
POIitive lip indica~ comp..e.ion in surface loaded.
---
-0-0417
-
--
-0,2100
l__
J
O'50R
+0'02.5
+0·050
0-60R
+0-003
+0-039
0-70R
-0-023
+0-026
o-soa
-0'053
+0-011
0-90R
-0-087
-0·006
'JI(
-0-0145
-0-0168
-0-0177
-0·0171
-0-0150
-O·QO!) I
-0·0070
-0·0083
-0-002 ,
+0·0085
+0-0059
+0·0031
+0·0013
-O-QQ05
",",--.~
+0-0002
47
0-5011
+0-0347
+0-0326
+0-0293
+0-024'9
+0·0194
Mr
Me.........., Nt
+0·0220
+0·0133
+0'0029
+0'0342
+O-02!fO
TAJIIO&NTlAL
+0-0238
+0-0136
+0-0002
-0,0161
-0-0351
RADIAL M:»II&HD,
t
(Clause 3.2 )
+0·0118
+0·0099
+0-0080
+0·0063
t+0~004 6
0-70R
+0-0109
+0·0098
+().0086
+0-0075
+0·0064
+0'0142
+0-0158
+0-0169
+0-0176
+0-0177
-----
+0-0271
+0-0276
+0-0269
+0·0254
+0·023 J
-~
0-60R
+0-006 5
+0-0061
+0-0057
+0-0052
+0'0048
-0-0049
-0,0021
+0·0006
+0-0029
+0-0049
O·ooR
-0·0003
0-0000
~'OOO6
-0·0009
~-OOO3
-0-0294
-0,0255
-0·0216
-0-0178
-0-01+3
MOMENTS IN CIRCULAR SLAB WITH CENTRE SUPPORT, ftXED EDGE, AND SUBJECT TO 'UNIFORM LOAD
O-JOR
TABLE 21
3.2 )
+0·061
+0-011
NOTa - Positiv» sign ;ndicalt"s compression in surface Ioaded,
Coefficlenra at Point
Radial Momcnts~ M r
Tangential Mom~nts. }'~t
Moment -- ~fficif'nt X fJR" kgmJm
CltlUs~
~-/-;}.!._~""'ot
. ......·..!."I""'If'....../-+-,!T"T!.L.....o~.~
(
TABLE 20 MOMENTS IN CIIlCULAR SLAB WITHOUT CENTRE suPPoRT. I'IXED EDGE, AND SUBJECT TO VNU'ORM LOAD
~'0078
-0-011 8
-0·0108
-0·0098
-0-0088
-0~O589---'
-0-0541
-0-0490
-0-0441
-0·0393
l'OOR
--01·025
i'OR
--O-'l.')
IS I 3370 ( Part rv) • 1967
~25
0020
-
-
-
-
-CJ-OS74
-
-
-0-0768
-001010
-O-0f98
-0-127 7
•-0-0751
-
-
-().1869
-
-
-0-1180
-0'06+0
0·15R
-00248 7
-0·1388
-
-
-
-0-3658
-~O:If)R-
-
,
"--O:OSR
0 SOR
AT
O·4GR
CounaaJrn
x pRllqpD/m
-00046 7
-OoOS67
-000234
-
-0'CK70
-000559
-CHI569
-0·1172
-0,0800
-()o012 1
-0-00.5 .5
+0-0109
+0·0258
+OoOS9J
-000184
-0'0184
-0-017.5
-OeOJ5.9
48
--
-0-0263
-000353
-0-0375
-0-0394
-000391
t
+0·0245
+0.0352
+0·()4.51
+0-0539
+0-0614-
O-SOR
-0-00&2
-0-0012
-O-CMU 4
+O.()020
+0-0061
T AIIO&NTIAL MoIaurn, MI
"
.
-000645
-0:0381
-&0135
+0"008 I
A
Mr
Pcmn
R.ADlAL MOIImftI,
--+00050 I
+0.0255
-0'OJ7'6
+0-00.5
0·25R
-000295
-0-0516
-0-0684
-CMr186
-
-001465
-0-0977
-00055 7
-000221
0·20R
Newa - PGlidft ,MiPa iadica&a ~ ia IUI'fiKe ao.ded.
0-1'
0-10
0-05
.25
0020
0-15
0-10
~
C/D
MOIDeDt - Coe8ideat
(a.u.3.2 )
+0-0038
+000065
+000097
+0-0134
+0'017~
+0·0381
+0·0452
+0·0518
+0'0578
+0·0629
0·6QR
+000103
+0-0132
+0-0165
+000197
+0.0234
+0·0404
+0·0451
+0·0494
+0·05S2
+0·0566
a-70B
+000132
+000158
+0-0186
+O-Q218
+Qe0251
+0-0340
+0-0368
+o-O!93
+O.of16
+0·0437
O-SOB
+000122
+0-0148
+000172
+000199
+000228
+Q00200
+0-0215
+&-022 6
+0'0257
+0·0247
0090R
TAaIS II IIOIIBNn IN aacI1LAIl &All wmt c.NTIm ...-oaT.............. AND SVII,JZaI' TO UNIftJIlII LOAD
·.117I( ...... ).1117
+000085
+0-0103
+()o()12S
+OoOJf5
rOOl68
°
°
0
0
0
I·OOR"
-
-
.. -&530
-
-
-00388
-0-980
-
PoDft
-
-0·272
-0·259
-0·305
-0·259
49
-00261
-0·368
-0.312
+0-007
-0-020
-()o123
-0-145
+0·035
-0·100
-0-251
-0·404
-0-463
-(H72
-0·319
+0.066
+0-095
-0-012
-()02~S
-0·419
-0-518
-O-6fl
-0·608
All
+00099
+0-129
-r0a151
+0-185
+0-212
+0·624
+0-577
+0-451
+0-665
+00692
+0-718
0·70B
+o-,~
+().SIO
+0-558
+0·596
O·6GR
-00041
TAN'JENTIAL ~
+0·236
-0· ISO
-0.057
-()e216
+0·'23
+0-394-
+0e450
-0·499
+0-078
+0-187
"
+0-268
-00765
-()e280
-0-103
+0·029
O-SOB
-0.211
-0·688
-0·M7
-
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•• _
_:
BUREAU OFINDIAN STANDARDS
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