,
IS 6403:1981 ( Reaffirmed 1997)
i
Indian Standard
CODE OF PRACTICE FOR
DETERMINATION OF BREAKING CAPACITY OF SHALLOW FOUNDATIONS
( First Revision)
Sixth Reprint FEBRUARY 1998
UK 624.151.5:624.131.52 :006.76
o C’O’oyr;ghf 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 110002
Gr 4 November 1981
●
IS 6403:1981
Indian Standard
CODE OF PRACTICE FOR
DETERMINATION OF BREAKING CAPACITY OF SHALLOW FOUNDATIONS
( First Revision)
$
Foundation
Chairman PnoF DXNESH MOHAN
Members DE R. IL BHAND~RI
Engineering Sectional Committee, BDC 43
Reprinting
Central Building Research Insti! ute ( CSIR ), Roorkee
Central Building Research Institute ( CSIR ) Roorkec
CEXXF EN QXNEER Calcutta PortTrust, Calcutta S rim S. GUHA ( .Mmrndt )
SHRI M. G. DLNDAVATE The Concrete Association of India, Bombay SIiRI N. C. DUGQAL ( Alfematc )
DB R. K. DA8 GUPTA Simplex concrete Piles ( India ) Pvt Ltd, Calcutta ADDITIONAL CBIEr ENOINEEE ( Af@mat# )
SHIU A. G. DAETIDMZ In personal capacity ( 5Hungerfard Road, 121 Hunger- ford Stwrt, Calcutta )
SERX V. C. DEBEPANDE The Pressure Piling Co ( I ) Pvt Ltd, Bombay DIRECTOR (CSMRS ) Central Water Commission, New Delhi
DLCPUTY131 RECTOB( CSMRS ) ( Afhrndt )
SHRI A. H. DIVANJI Asia Foundations and Construction Co Pvt Ltd, Bombay
Srm~A. N. JANQLE ( Alternate)
DR JAIJDItUI NARAm Indian Gcotechnic Society, New Delhi Prtor SWAMI SARAN ( Akmafc )
SHRI G. S. JLIN G. S. Jain & Associates, Roorkee SHIt~ ASROX KUmAR JAIN ( Alt.rrrate )
JOINT DIRECTOR ( D ) National Buildings Organisatio,n, New Delbf SHRI SUNIL BEEY ( Alternate )
JO~STM ~DIREOTOR REBEAXCH Ministry of Railways ( RDSO )
‘ JOINT DIRTCCTOBRWIEAROE ( B & S ) ( Altwnatt )
( Con#inucd m Page 2 )
@ Zopyright 1981
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cop~ight Act ( XIV of 1957 ) and reproduction in whole or in part by any means except with written permission of the publisher shall be deemed to be an infringement of copyright under the said Act.
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5. Contlnutd,i4tmbersJrom piJAI~ I ) Represmlin~I}R R. K. KA’r’I’1 Indian Irrstitutc of Tec}mokrgy, Bombay -+Nc1]S. R. KIILKAR~r M, N. Dastur & Co Pvt Ltd, Calcutta
St(Rt S. ROY ( Altcnrate )
>I!lii O, P. MA LHOTRA Public Works Department, Chandigarh Administr*- -tion, Charv+!garh
-), IJtf,4 P. M~,rllust Central Warchous,ng Corporation, New Dclhi
<,,,<! \’. 1+,,MATHCR Machcnzics Limited, Bombay
>IIEI ‘~. ~. D. k[UNSr Engineers India Limited, New Delhi St+N1 ,M. lYENo Ai2 ( Alternate )
]+11[, ohlBIR Sl~OK lingincer-in-Chief ’s Branch, Army Headquarters, New Delhi
MAJ H. K. BRUTANI (A!t.rnate )
SIII~[ f{. K, PANTHAKY The Hindustan Construction Company Limited, Bombay
SHrzI V. M. MLDQm ( Af(crnatc )
:iHR] M. R. PUXJA Ccmindia Co i.tri, Bombay SR~l S. MUKIIRRJEE ( Afftrrratt )
S}{R] ~. E. V. ~A13HVAN The Braithwaite Burn & Jcswp Construction Co Ltd, Calcutta
%I,i[ A. .A.IIAJw Vijayanagar Steel Plant ( St.rl Authority of India ), New Delhi
p!c, >F(;,,P,4L ~ANJAN Clniv=rsityO( R.oorkee,Roorkee Slit+[ 1’. Y. !Y!:5BAFiAo Gammon India Limited, Bombay
>t{tt’1 S. A, RrJnul ( ,4/twmrtc )
\ u RTY. V. NArtASISS~A RACI Bok.ar~ka~~el Plant ( Steel Authority of India ),
!)11 \’. V. S. RAO iNagadi Consultants Pvt Ltd, Nrw Delhi siIni AHJUN RJJHSI~,; NANI Cement Corporation of India. New Delhi
SHR[ ~. S, SItIVA9TAVA ( Affernate )
1)R A.SAKGLTNAN College of Engineering, Guindy S!{BL S. BOrIMtNATnAN ( Af/trrrate I
S,IRI K, R. SAXENA Public Works Department, Government of Andhra Pradesh, Hydcrabad
I)R S. P SHRIVASTAVA [Jnitcd Technical Consultants Pvt Ltd, Ncw Delhi r)~ R KAPUR ( ,4ffernafe )
S[{]{l .~. slVA. >UltU ?vLnistry of Shipping and Transport, New Delhi
>11Rr 1). V. SIKKA [ Aftwnate )
<.7r’~[tl,N,rk:~ul~r3 ENGINEER Central Public Works Department, New Delhi ( DWIIJNS )
EXECIITIVW I?NoIN1713R DIVJTONS )V ( Af/wnaft )
.HI{I hf D. TAM DEKAFt Bombay Port Trust, Bombay
[)R ,4. VA HADARAJAN Indian Institute of Technology, Ncw Delhi [)({ R. KANIBAJ ( Alternate )
~Hi{l G. RAMAN, Director General, 1S1 ( Ex-ofi/io Member ) Director ( Civ Engg )
Secretnry S~Rt K. M. MATIII-R Deputy Dlrcc!or ( Civ Engg ), 1s1
( Confinad on page 16)
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,
Indian Standard
IS 6403:1981
CODE OF PMCTICE FOR
DETERhf~ATION OF BREAKING CAPACITY OF SHALLOW FOUNDATIONS
( First Revision)
O. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian Standards Institution on 30 January 1981, after the draft finalized by the Foundation Engineering Sectional Committee had been approved by the Civil Engineering Division Covncil.
0.2 The bearing capacity of foundations is needed for dimensioning the foundation for any structure. Several methods are available for the determination of bearing capacity of shallow foundations anti this standard gives some of the methods which are commonly used for the purpose. Comparison of the results shows that when each of the various methods is applied to different problems no one method consistently gives higher or lower values of allowable bearing pressure. The designer must therefore regard the methods as aids to design which cannot replace the critical role of engineering judgement.
0.2.1 This standard was first published in 1971. The principal modi- fications ‘made in this revision are: (a) keeping its terminology in line with that of other related Indian Standards, (b) giving’ generalized equations for calculation of ultimate bearing capacity, (c) including cone penetra- tion methods and (d) deleting adjustment for fine sand and silt.
0.3 For the purpose of <irciding whether a particular requirement of this stmdard is complied with, the final value, observed or calculated, expressing the result of a test or anaiysis, shall be rounded off in accordance with IS: 2-1960*. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.
●Rules for rounding off numerical values ( reci$td ).
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,.‘sIS 6403:1981 1. SCOPE
1.1 This standard covers the procedure for determining the ultimate bearing capacity and allowable bearing pressure of shallow foundations based on shear and allowable settlement criteria.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Tersrss Relating to Bearing Capacity
2.1.1 Net Loadinx Intensity — The net loading intensity on the foundation is the gross inttnsity of loading minus the weight of displaced soil above the foundation b:tse.
2.1.2 lrltimatc Bearing Capacity — The irltensity of loading at the base of the foundation which would cause sitear failure of the soil support.
2.1.3 Safe Bra ring Capacity — Maxirnunl intensity of loading that the foundation will safely carry without the risk of shear failure of soil irrespective of any sert!ement that may occur.
2.1.4 Safe B~aring Preswre or Net Soil Pressure for spectjird settlement - The iiltensity of )oading that will cause a permissible settlement or speci- fied settlement of the structure.
2.1.5 Allowable Bearin~ Capactty — The net intensity of loading which the found ati{~rl will carry without undergoing settlement in excess of rhe permissible value for the structure under consideration but not exceeding net safe bearing capacity.
2.2 General Terms
2.2.1 Dmsip Index ( Relative Density ) — The ratio of the difference between the void ratios of cohesionless soil in the loosest state and any given state to the difference between its void ratios at the loosest and densest states.
2.2.2 Efective Surcharge at the Base Level of Foundation — The intensity of vertical pressure at the base level of foundation, computed assuming total unit weight for the portion of soil above the water table and sub- merged unit weight for the portion below the water table.
2.2.3 Footing — A structure constructed in brickwork, masonry or concrete under the base of a wall or column for the purpose of distribut- ing the load over a larger area.
2.2.4 Foundation — That part of a structure which is in direct contact with so”il and transmits loads into it.
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IS 6403:1981 2.2.5 Shallow Foundation — A foundation whose width is greater than its depth. The shearing resistance of the soil in the sides of the found- ation is generally neglected.
3. SYMBOLS
3.1 For the purpose of this code and unless otherwise defined in the text, the following letter symbols shall have the meaning indicated against each:
A = Area of footing in cms A’ =
B =
B’ = b=
c=
q -
c% =
D1 = Dw = d=
dc, da, dy = e=
en =
CL =
H=
ic, ia,iy = Xa =
L . L’ =
N-
Effective area of footing in cmz
Width of strip footing, width of footing, side of square footing, diameter of circular foot-
ing in cm
Effective width of footing in cm Half ‘of B
Cohesion in kgf/cms
Undrained cohesion of the top layer in kgf/cm*
Undrained cohesion of the lower clay layer in kg f/cm3
Depth of foundation in cm Depth to water table in cm
Depth of top clay layer with undrained cohesion Cl
Depth factors
Eccentricity of loading in cm
Eccentricity of loading along the width in cm
Eccentricity of loading along the length in cm
Horizontal component of loading in kgf Inclination factors
Depth factor ( varies linearly from 1 for depth Dt = O to 133 for depth Dr = B ) Length of footing in cm
Effective length of footing in cm Corrected standard penetration value X., ~’., Na, .iV’a, .Ny, N’y = Bearing capacity factors
IS 6403:1981
N~ =- tan’ ( tr14 i- d]2 )
g = Effective surcharge at the base level of foundation in kgf/cms
qa e Net soil pressure for a specified settlement of 25 mm in kg f/cm*
90 = Static cone penetration resistance in kgf/
Cms
qu = Net ultimate bearing capacity general shear failure in kgf/cmz q’~ = Net ultimate bearing capacity
local shear failure in kgf/cms R u Relative density of soil W = ~a~l;ection factor for location
fc, $a, $y = Shape factors
based on
based on
of water
a = Inclination of the load to the vertical in degrees
# == Angle of shearing resistance of soil in degrees
-f = Bulk unit weight of foundation soil kgf/cms
4. GENERAL
4.1 Sufficient number of undisturbed samples, about 40 to 100 mm in diameter or more or block samples should be obtained, where possible.
These samples are for the determination of field density of soil and conducting tests for determining the relevant shear and consolidation parameters of the soil. Tests on soils shouId be conducted in accordance with relevant parts of IS : 2720*.
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4.z Position and fluctuation of water table should be ascertained.Reference may be made to 1S : 1892-1979t and 1S :2132-1972$ for guidance regarding investigations and collection of data.
5. ULTIMATE NET BEARING CAPACITY
5.0 General — Three types of faihtre of soil support beneath the foundations have been recognized, depending upon the deformations associated with the load and the extent of development of failure surface.
.—.
*Me[hod. of test for soils.
Kbdc of practice for subsurface investigations for foundations ( ,fi,II r.oi~ion ).
~Code of practice for chin-walled tube sampling of soih ( fird rmision ).
6
IS 6403:1981 They are: a) general shear failure, b) local shear failure and c) punch- ing shear. The choice of which method of analysis is best suited in a given situation is difficult to make, because only limited test data are available on full sized tlxmdations to verify the reliability of the computed bearing capacity. However, guidelines given in relevant clauses may be used for guidance. Wherever possible bearing capacity calculations shall be made on the basis of shear strengtk parameters # and c obtained from appropriate shear tests [ sw IS :2720 ( Parts XI and XIII)*] or from plate load test results as given in
IS: M@N81t
Oi from staticcone peuetratiou resistance ge obtained from static cone penetration test as given in IS : 4968( Part 111 )-1976$.
5.0.1 Effect of Eccentricity a)
b)
SingleEccentricity — If the load hasan eccentricity e, with respect to the centroid of the foundation in only one direction, then the dimension of the footing in the direction of eccentricity ehall be reduced by a length equal to 2 t. The modi%d dimension shall be used in the bearing capacity equation and m determining the effective area of the footing in resisting the load.
Double ficentrici~ — If the load has double eccentricity m and en ) with respect to the centroid of the footing then the effective dimensions of the fating to be used in determining the bearing capacity as well as in computing the effective area of the footing in resisting the load shall be determined as given below:
L’=L-2u=
B’=B-2e, A’ =L’x B’
5.1 Soils with Cohesion and Angle of Shemissg Reeistatmce
5.1.1 The folIowing formulz shall be used for calculating ultimate net bearing capacity in the case of strip footings:
a) In case of general shear failure qa = cJVe + q ( .Na — 1 ) + +BY ~y
b) In case of local shear failure g’a = # c~e + g ( N’a – 1 ) -i- j ByWy
The values of No, Nc, Na, Ng, WY and My may be obtained from Table 1.
●Methods of testfor soils: Part X1 Determination of shearstrength parametersof
● speciroen tested in unconsolidated undrained triaxiat comprcmion without the mcuuremeot of pore water pressure, and Part XIII Directshear test ( Jrrt rmi~n ).
tMcthod of load test on soils ( Jaond rwijwn 1.
$Method for subsurface sounding for soiix Part III Static aone penetration test (Jr$l rm”,ion).
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IS 6403: 1981
TABLE 1 BEARING CAPACITT FACTORS ( CLIIA$85.1. I )
BSARIHO CAFAOITY FAOTOBa
~. —.—.—-—-.~ .. ——.— — .. —-
Nc (Dc~ees)
Nq NY
0 5“14 1“00 0’00
5 649 1“57 0,45
10 8.35 2’47 1,22
15 10”98 394 2.65
20 14:83 640 5.39
25 2072 10”66 1088
30 3014 1840 2240
35 4612 !W30 4803
40 75.31 64”20 109’41
45 13888 13488 271-76
50 266.89 319”07 76F89
NOTIt — For obtaining valuet of N’e, N’q and N’y, calculate # - tan+
(0671 an+j. Read Nc, Nq, and NY. from the Tahlc eorrrspnnding to the value of +’ 1nwcad Of + which are values of N’c, N’q, N’y respectively.
5.1.2 The ultimate net bearing capacity obtained in 5.1.1 for strip footing shall be modified to take into account, the shape of the footing, inclinatiori of loading, depth of embedment and effect of water table.
The modified bearing capacity formula are given as under:
a) [n case of general shear }
= c,VC ~edcic + g( .Ng — 1 ) ~adaia
failure qd + ~ BYNy~ydyiy W’
b) In case of local shear ~ = # tNc ICdcic + q( N’a - 1 ) Jadaia
failure g’d ~ + ~ ByN’ysydyiy W’
5.1.2.1 Tbe shape factors shall be as given in Table 2.
%
O ii) iii) iv)
TABLE 2 SHAPE FACTORS
sKAPlr Or ~ABE SHAPB FAOTOB
~——.A.—A — t
#c $q JY
Continuous strip I’00 I.00 1“00
Rcctanr,lc I +02 B/L l+ O”2B/L 1-0-4 B/L
Square 1“3 I “2 0“8
Circle 1“3 1.2 06
Uie L?as the diameter in the bearing capacity formula.
5.1.2.2 The depth factors shall be as under:
ii. ===1 + 0-2 Dt/B q~
dq=dy=lfor~<l OO
dq = dy = 1 + 0“1 D1/B~~+ for ~ > 10°
NOTIt —The correction is to be applied only when back filIing is the with propar compaction.
5.1.2.3 The inclination factor shall be as under:
‘C= ’”=(’-%J
“=(l--;Y
5.1.2.4 E/Jbct of water tabla
a) If the water table .is likely to permanently remain at or below a depth of ( Dr + B ) beneath the ground level surrounding the footing then W’ == 1.
b) If the water table is located at a depth D! or likely to rise to the base of the footing or above then the value of W’ shall be taken as 0“5.
c) If the water table is likely to permanently got located at depth D! < Dw < ( Dr -!-B ), then the value of W’ be obtained by llnear interpolation.
5.2 Cohesionless Soil ( c = O ) — The u] timate net bearing capacity shall be calculated as given in 5.2.1 and 5.2.2.
5.2.1 Ba~cd on Relative Density — The formukz given in %1.1 and 5.1.2 shall be used, together with relevant shear strength parameter.
5.2.1.1 The relative density as given in Table 3 shall be used as aguide to de[crrnine the method of analysis.
TABLE 3 METHOD OF ANALYSIS BASED ON RELATJVE DENSITY
SL ILE.LATIVEDENSITY VOID CONDXT]ON M~TSSOD ox AX?ALYOIS
No. ( DEXa[TY IxTmE ) RATLO
i) C.:eater than 70 percent Less Deasc General shear than
0“55
ii) Less than 20 pcrccnt Greater Lowe Local chear ( as well u than
0.75
punching shear )
iii) 20 to 70 percent 0’55 to Medium Interpolate between
0.75 i) and ii)
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IS 6403: 1981
5.2.2 Bated an S[andard Penetration Resistance Value — The standard :.:. penetration resistance shall be determined as per IS : 213! -1981● at a
number of selected points at intervals of 75 cm in the vertical direction c;r change of strata if it takes place earlier and the average value beneath each point shall be determined between the level of the base of the foot- ing and the de~th equal to 1“5 to 2 times the width of foundation. In computing the average any individual value more than 50 percent greater than the average shall be neglected, but the values for all loose seams shall be included.
5.2.2.1 The ultimate net bearing capacity shall be calculated from fo]lowing formula ( covering effect of other factors as mentioned in 5.1.2 ):
gd=$’(~q– 1 ) ~Qdqia + ~ ByNyqdyiy W’
Where # may be read from Fig. 1, Ny, ,Vq may be read from Table 1, Sa, dQ, iq, syj dy, iy, and W’ may be obtained as in 5.1.
5.2.3 Method Based on Static Cone Penetration Test — The static cone point resistance ‘gc’ shall be determined as per IS : 4968 ( Part 111 )- 1976t at number of selected points at intervals of 10 to 15 cm. The observed values shall be corrected for the dead weight of sounding rods. Then the average value at each one of the location shall be determined between the level of the base of the footing and the depth equal to 1~ to 2 times the width of the footing. The average of the static cone point resistance values shall be determined for each one of the location and minimum of the average values shall be used in the design. The uitimate bearing capacity of shallow strip footings on cohesionless soil deposits shall be determined from Fig. 2.
[ 5.3 Cohesive Soil ( when + = O )
5.3.1.1 The net ultimate bearing capacity immediately after cons- t~ii..tl(;,, on fairly saturated homogeneous cohesive soils shall be calculated kmn following formula:
qd = cNe SCdc i=
where
Afc == 5“14.
. ..—.—-— ...-— —
*fite~ho~(u;sundard penetration testfor soils ( jrJf rmijim ).
~kfet}i(,d for subsurface sounding for soilw Part 111 Static cone penetration test : firuxruriltin ).
. ,. .. ..
IS 6403:1981
I
.
0q
\ >0
N om
“ uo
_-— — \
z
F--— -i 0
a 0
\ m
_____ 0
- a ,1
——~+
i 1
__.._]
I ‘ 1-
–..+. -.. ~. _
I , 1 7
28 30 32 3fi 36 38 60 L’2 bb (+6
ANGLE OF INTERNLL FRICTION, C$ (DEGREES) u uz
; i%
:
FIG. 1 RELATIONSHIP BETWEEN ~ AND N
11
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IS 6403: 1981
1
,’,.8 tj c-m
FIG. 2 CHART FOR STATIC CONE TEST
The value c,f c shall be rrbtainet! from unetrnfil]wl compressive strength test. Alternatively, it can also be de] ivecl from stalic cone test ( JCg5.3.1.2). The values of JC, dc and ie ma:; be obtaint+ as it! 5.1 If the shear strength for a depth of ~i3 beneath the founciatioll does not depart from the average by more tl-san 50 percent, the average may be used in the calculation.
5.3.1.2 Alternately, cohesion c shall be determined from the static cone point resistance qe using the empirical relaticmship shown below:
Soil Typ PoiniResiltcmct Vahscs Rarrgt of Undraintd ( q. ) kgf/cm$, Cohesion { kg f/cm: ) Normally consol\- q. <20
dated clays
q,/’:8 to gC/15
Over consolidated q. >
20
clays
5.3.2 Two Lir~ertd Sjstem — In the case of two layered cohesive stril system ~’hich do not exhibit marked anisotropy the ultimate net bearing capacity of a strip footing can be calculated by using the formula given be[,~w:
qa - c1 N.
where N= may be obtained from Fig. 3,
IS 6403:1981 5.3.3 Dcsiccatcd Soil — In the case of desiccated cohesive soils, the un- drained cohesion is likely to decrease along with depth and is likely to getstabilized atsomedeptll below grrJl]nd kvel, usually 3“5m, if other factors do not influence. If u plot of undrained cohesion, values as shown ir] Fig. 4 is obtained, anti where the pressure bulb falls within the desiccated top soil the ultimate net bearing capacity shall be obtained f]om Table 4.
c1
p c,.
u
‘:~. ~____i ;~~~/ f ;———. +- ‘ -- ~--. ~ ~ i
.1 ---~--~-–-1 ;n~o ,
!p.~
1“ i: ~P
.—..- . . ..— <. ... . . ...!. —.l.— .’
,, . .. . . . 1’
., i ‘“- ‘—’”-‘~’””––-;- ~ ,. ... L....—-..
1’
~/ ~
--- ~–+--- +.–.;-.–-.;---~..-, / 06
— .——. ..-. —,—..—
‘/
6 ---i---i--<--l- ---+-l- --::’!i
l---:VET/’-TT--l---TT----!i
‘t
‘bflm”ttt--l
FIG. 3 BEARING CAPACITY FACTORS FOR LAYERED COHESIVE SOIL DEPOSITS
13
IS 6403:1981 .
--
A- DECREASE IN COHESION, C IN kgf/cm2 PER UNIT DEPTH OF FOUNDATION SOIL IN cm
FXG. 4 BEARING CAPACITY FACTORS FOR DESICCATED COHESIVE SOIL
TABLE 4 DATA FOR DETERMINING ULTIMATE NET BEARING CAPACITY
—qd c1
0’0 97
0“2 so
0“4 +5
0’6 40
0“8 “ !+6
1’0 3“2
A, c1 shall be obtained from the borehole data, and for a known value of the width of the strip footing ‘B’, by trial and error qa can be estimated by matching ————8AB with -f$.
qd
6. ALLOWABLE BEARING CAPACITY
6.1 The allowable bearing capacity shall be taken as either of the following, whichever is less:
a) Net ultimate bearing capacity as obtained in 5 divided by suit- able factor of safety, that is, net safe bearing capacity.
14
.,,-.. .
IS 6403: 1981 b; ~he net soil pressure (~ec6.1.l ) that can beimposedon the base
wi[t~out the settlement exceeding the permissible values as given iri IS : 1904- 1978* to be determined for each structure and type of soil, that is, safe bearing pressure.
6.1.1 Safe Bearing Prersure — The permissible settlements for different types of soil formations are specified’in IS : 1904- ~978*. The methods for calculations of settlements for assumed pressure are specified in IS :8009 ( Part i )- 1976t; by calculating the settlements for two or three probable soil pressures and interpolating, the net soil pressure for per- missible settlement may be estimated.
*Code of practice for structural safety of buildings: Shallow foundation ( swofid revision ).
tCode of practice for calculation of foundations: Part I Shallow foundations subjcctcd tosymmetrical static vertical loads.
IS 6403: 1981 (Continuedfrom )dgr2 )
Ikaririg Capacitv of I?oundaiiorl Subctxnmittec, 13DC 43:4
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*
AMENDMENT NO, 1 MAY 1984 TO
1S:6403-1981 CODE OF PRACTICE FOR DETERMINATION OF BEARING CAPACITY OF SHALL(W FOUNDATIONS
(First /?0vi8ion)
Alterations ---- -.
(Page 10, eb8e S.2,2, I.aetaentince)
Substitute the folloving for the exhtlng sentence:
‘In computing the value, any individual value more than
50
percent of the average calculated shall be neglected end average re-calculated (the values for all loose seams shall however be included). t(Page 13,
cliwe
5.3.3):a) Mte 3 - Substitute ‘around*
for
‘usually’b) Lhe 6 - Add the words ‘with the assumption Of cylindrical failure surfacef after
‘obtained’
(Page 13, Fig. 3) - Substitute ‘c2/clt
for ‘cl/c2’.
(Page 14, Fig. 4, capt~m) - Substitute the following for the existing caption:
‘Decreasing Cohesion vith Depth
in
Caseof Kh?siccated Cohesive Soil’
(Page 14,
Table
4andctuaa
5.3.3) -Substitute
‘4AB’ for ‘6AEI’
‘d ~
1
,
(Page
25,chuse Cl. 1, line 3) -
‘from standard
penetration resistance’
(Page
15, cl.uuee 6.1.1) -Add thesentence in the end:
Add the words after ‘pressure’.
follouing
‘TMs safe bearing pressure cm also be calculated based on plate load test (See 1S:1888-1982s).”
(Page 25, foot-note
With ‘*’nmk) .-Add the
words ‘of
settlement’ after ‘calculation’.
(Page 15, foot-note) - Add the following additional foot-note:
‘sMethod of load
test on soils(second
ZWV~8~~)t.(73DC
