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.

इंटरनेट मानक

“!ान $ एक न' भारत का +नम-ण”Satyanarayan Gangaram Pitroda

“Invent a New India Using Knowledge”

“प0रा1 को छोड न' 5 तरफ”Jawaharlal Nehru

“Step Out From the Old to the New”

“जान1 का अ+धकार, जी1 का अ+धकार”Mazdoor Kisan Shakti Sangathan

“The Right to Information, The Right to Live”

“!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता है”Bhartṛhari—Nītiśatakam

“Knowledge is such a treasure which cannot be stolen”

“Invent a New India Using Knowledge”

है”ह”ह

IS 12070 (1987): Code of Practice for Design andConstruction of Shallow Foundations on Rocks [CED 48: RockMechanics]

IS : 12070 - 1987

Indian Standard

Reaffirmed 2010

CODE OF PRACTICE FORDESIGN AND CONSTRUCTlON OF SHALLOW

FOUNDATIONS ON ROCKS

UDC 621.121 388 : 621.151.5.04 : 006.76

© Copyright 1987

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

Gr 4 December 1987

18 I 120'0 • 1987

Indian StandardCODE OF PRACTICE FOR

DESIGN AND CONSTRUCTION OF SHALLOWFOUNDATIONS ON ROCKS

Rock Mechanics Sectional Committee, BDO 73

R'F,s,rdin,Univeraity of Roorkee, Roorkee

Central Mining R esearcb Slation ( CSIR ), Dhan­bad ( Bihar)

Irriaadon and Powcr Department, Amritsar,( Punjab)

HiDduatan CODstruction Co Ltd, BombayCentral Building Research Institute (CSIR),

Roorkee

DIBBCTOR ( CBIlIl' ENQINB.B~)

SUBI R. NAKA SIMUA IYJI1fQAB( Alt,rntJt, )

DB A. K. DUBB

CIad;rmtlnDB BUAWANI SINGH

M,mlJ'rsASSISTANT RBSHABOD OOloBa Irrigation Department, Government of Uttar

(IRI) Pradelh, RoorkeeDIBBCTOB (CW & PRS ) Central Water and Power Research Station,

PuneSKRI S. L. MOXBASBI ( .41'""." )

DIRBoToB CeD tral Soil and Materials Research Station,New Delhi

Karnataka Engineering Research Station,Krishnarajalasara

8aSI P. S. G08AL

Dff, UDAY V. KULKAnNIDB G. S. MJlBKOTRA

SSKl A. GHOSH ( AI,,,,,.,, )SaBI M. D. NAIR A.oelated Instrument ManuCacturen (India)

Pvt Ltd, New DelbiPROW T. S. NAGARAJ ( Al"'nal,)

SJUU P. L. NABCLA Geological Survey of ]ndia, CalcuttaSOl T. K. NAT.AlA. Centr.l R.oad R.esearcb IDititute (aSIll). New

DelhiSWlI P. J. 1\.\0 ( AI,,,,,.,,)

Paol' T. RAKAKURTBIDB G. V. RAO ( AI",.." )

IDdiaa IDititute or Technology, New Delhi

( c.ntinu,don /Jag' 2 )

C CO/J",I,M 1987BUR.EAU OF INDIAN STANDARDS

Tbll public.dOD II protected uDder the India Co/JJri,h' At' ( XIV of 1957 ) andreproductloD in whole or in part by aDy means except with written permission of thepubllther ,hall be deemed to be all iaCriDlemeDt or copyright under the laid Act.

IS I i2070 • 1987

( Continu,d from /Jog' 1 )

MembersDR Y. V. RAMANA

DR G. V. RAORESBAROH OFII'ICEl\ ( MERI )

SECRBTARYDlltECTOU. ( Alternat« )

SHRI U. D. rfHATTESURI G. RAMAN,

Director ( Civ Engg )

R,pres,ntingNational Geophysical Research Institute (CSIR),

HyderabadIndian Geotechnical Society, DelhiIrrigation Department, Government of Mahara-. shtra, NasikCentral Board of Irrigation & Power, New Delhi

I rrigarion Department, Government of GujaratDirector General, DIS ( Ex-officio M,mb,r )

S,cr"tJrySHuI K. M. MATllUR.

Joint Director ( Civ Engg ), DIS

Rock Slope Engineering, Foundation on Rock and Rock MassImprovement Subcommittee, BDC 73 : 4

( CSIR ),

jaiprakash Associates Pvt Ltd, New Delhi

Central Road Research Institute (CSIR), NewDelhi

University of Roorkee, Roorkee

Central Building Research Institute (aSIR),Roorkee

Con",n',PRO. L. S. SRIVASTAVA

M,mh,rs

DR It. K. BUANI)ARI

SnRI A. GHOSH ( Aluruat« )8118] B. D. BA1..I0A Central Mining Research Institute

DhanbadSnnr A. P. BANJ4~ItJRE Ccmindia Company Limited, Bombay

SHRI D. J. KI£TK AK ( Alternat« )Snnr D. G. KADKAHE

SURI R. K. J AJN ( Alt"ntl.t, )SURI T. K. NA'rARAJAN

SHIH P. J. RAO ( Altern." )DR T. RAJIAKURTllY Indian Institute of Technology, New Delhi

DR K. G. SHARMA ( Altlrnat, )DR YUDBBJR Indian Institute of 'fechnology J Kanpur

~"

2

AMENDMENT NO.1 NOVEMBER 2008TO

IS 12070 : 1987 CODE OF PRACTICE FOR DESIGNAND CONSTRUCTION OF SHALLOW

FOUNDATIONS ON ROCKS

(Page 6, Table 2) - Substitute '30' for '40' for value of 'quI(t1m2) ' against

'Soft shale' .

(Page 6, Table 3) - Substitute the following for the existing values of'qnl (t1m2

) ' :

600-448 440-288 280·141 135-48 45-30

(CEO 48)

Reprography Units DIS,New Delhi,India

18 I 12070 • 1987

Indian Standard

CODE OF PRACTICE FORDESIGN AND CONSTRUCTION OF SHALLOW

FOUNDATIONS ON ROCKS

o. FOR E WaR })

0.1 This Indian Standard was adopted by the Bureau of Indian Standardson 30 April 1987, after the draft finalized by the Rock MechanicsSectional Committee had been approved by the Civil EngineeringDivision Council.

0.2 Shallow foundation cover such type of foundation in which loadtransfering is through direct bearing pressure of bearing strata and isnormally up to 3 m from natural ground level. Rock is usually recognisedas the best foundation material. However, design engineers should beaware of the dangers associated with hetrogeneity and unfavourable rockconditions since over stressing a rock foundation may result in largedifferential settlements or perhaps sudden failure. Therefore, a separatecode covering shallow foundation on rock has been formulated.

0.3 For the purpose of deciding whether a particular requirement of thisstandard is complied with, the final value, observed or calculated, express­ing the result of a test of analysis, shall be rounded off in accordance withIS : 2-1960*. The number of significant places retained in the rounded offvalue should be the same as that of the specified value in this standard.

1. SCOPE1.1 This standard covers the design, construction and methods of estimat­ing the safe bearing pressures of rocks for shallow foundations based onstrength, allowable settlement and classification criteria.

2. TERMINOLOGY

2.0 For the purpose of this standard, the definitions of terms given inIS : 2809-1972t and IS : 11358-1986t shall apply.

-Rules for rounding off numerical values (rlVisttl).tGlolsary of terms and symbols r elating to soil enzineeeing (first reoision ).~Gloslary of term. and Iymbols relating to rock mechanics•

.3

IS I 12070 • 1987

3. GENERAL

3. t The design of a foundation unit normally requires that both bearingcapacity and settlement are checked. While either bearing capacity orsettlement criteria may provide the limiting condition, it is normal forsettlement to govern. Structural distress from settlement as evidenced bysuch occurrences as cracking and distortion of doors and window frames)is common experience in hills,

3.2 The calculation of bearing capacity, the distribution of stresses, andthe prediction of settlement and the choice of allowable load will dependon the following factors, which should be fully considered during design:

i) Occurrmces Dun11g Excavationa) Undulating rock surface below a level ground;b) Hetrogeneity of rock mass ( the bearing capacity may vary

up to 10 times in apparently the same rock mass because ofpresence of localized fracturesjshear zonesjclay gauge/clayweatherlngjaltemate hard and soft beds, etc.

c) Solution and gas cavities;

d) Wetting, swelling and softening of shales/phyllite and expan­sive clays;

e) Bottom heave;f) Potential unstable conditions of the slope; and

g) High in situ horizontal stresses.ii) AdjaclntConstruction Activities

a) Blasting ( Controlled blasting techniques such as line drilling,cushion blasting and prespJitting are available if it is necess­ary to protect the integrity of the work just outside theexcavation );

b) Excavation: andc) Ground water lowering ( excepting in highly pervious sedi­

mentary rock, this phenomenon is rare in most of igneousand metamorphic rocks) j and

d) Undesirable seismic response of the foundation.jji) Oth" Effiets

a) Scour and erosion ( in case of abutments and piers );b) Frost action;c) Flooding ( only erodible rocks like sale and phyllite ); andd) Undesirable seismic response of the foundation.

4

IS I 12070 • 1987

3.3 The permissible settlement for calculation of safe bearing pressurefrom plate load test should be taken as 12 rom even for large loaded areas.The low value for settlement of foundation is due to hetrogeneity of rocks.In case of rigid structures like R.C.C. silos, the permissible settlementmay be increased judiciously, if required.

3.4 Where site is covered partly by rocks and partly by talus deposits orsoil, care should be taken to account for hetrogeneity in deformability ofsoil and rocks. It is recommended that plate load tests be conducted ontalus or soil and bearing pressure be recommended considering 12 mmsettlement, as is for rock.

4. APPLICABILITY OF METHODS FOR THE DETERMINATIONOF SAFE BEARING PRESSURE ON ROCK

f.J The methods proposed in this standard for the determination of thesafe bearing pressure on rock apply for various ranges of rock quality,guidance on the applicability of the proposed methods is outlined inTable 1.

TABLE 1 APPLICABILITY OF METHODS FOR THE DETERMINATIONOF SAFE BEARING PRESSURE ON ROCK

BASTS OJ' DB81GN MBTBOD

Rock mal. clallification

Core Itrength

Preslure meter

Plate load telt

ROCK QUALITY CLAUSE No.

Good rock with wide ( I m to 3 m ) 5or v~ry wide ( >3 m ) spacing ordilcontinuities

Rock mass with closed d isconti- 6nuitles at moderatel y close ( 0·3to 1 m ) spacing

Rock of low to very low .tr~ngtb 7( <500 kg/em' ): rock mau withdiscontinuities at close (5 toso em ) or v~ry close «5 em )Ipacing, fragmented or weatheredrock

Rock of very low streDgth 9( <250 kg/em' ): rock mau withdiscontinuities at very closeIpacing; fragmented or weatheredrock

NOTJD - Altbough specific approaches have been outlined Cor varioul qualitieaof rock maSlel but each approach may be used for all qualities of rock, if required.

s

IS : 12070 • 1987

5. ESTIMATES OF SAFE BEARING PRESSURES FROMCLASSIFICATION TABLES

5.1 Universally applicable values of safe bearing pressure cannot be given,Many factors influence the safe bearing pressure and it will frequently becontrolled by settlement criteria. Nevertheless, it is often useful to estimatethe safe bearing pressure for preliminary design on the basis of the classifi­cation although such values should be checked or treated with caution forfinal design.

5.2 The classification of rock mass for assessing safe bearing pressure islisted in Table 2.

TABLE 2 NET SAFE BEARING PRESSURE ( qDI ) BASEDON CLASSIFICATION

MATERIAL

Massive crystalline bedrock including granite, diorite, gneiss,trap rock

Foliated rocks such as schist or slate in sound conditionBedded Iimestone in sound condition

Sedimentary rock, including hard shal~s and sandstonesSoft or broken bedrock ( excluding shale ), and soft limestoneSoft shale

qDB ( t/ml )

1000

400400250

10040

5.:J Rock Ma•• RatiDI (RMR) -may also be used to give net allowablepressure as per Table 3. This wiJl ensure settlement of raft foundation upto 6 m thickness to be less than 12 rom.

5.3.1 The RMR for use in Table 3 should be the average within adepth below foundation level equal to the width of the foundation, provi­ded the RMR is fairly uniform within the depth. If the upper part of therock, within a depth of about one fourth of the width of foundation, is orlower quality the value of this part should be used or the inferior rockshould be removed. Since the values in Table 3 are based on limiting thesettlement, they should not be increased if the foundation is embeddedinto the rock. .

TABLE 3 NET SAFE BEARING PRESSURES BASED ON RMR

CLA88JI'IOATION No.Description of rockRMR '

qnB ( t/ml )

IVery good

100-81

600-448

IIgood

80-61

440·288

6

III IV VFair Poor Very Poor

60-41 40-21 20-0

280-151 145-90-58 55-45·40

IS I 12070 • 1987

6. ESTIMATE OF SAFE BEARING PRESSURE FROM THE CORESTRENGTH

6.1 Where the rock is sound the strength of the foundation rock is gener­ally much in excess of the design requirements, provided the walls of thediscontinuities are closed and they are favourably oriented (see Fig. 1 )with respect to the applied forces. The investigations should, therefore, beconcentrated on:

i) The identification and mapping of all discontinuities in the rockmass within the zone ofinftuence of the foundation including thedetermination of the aperture ( opening ) of discontinuities;

ii) An evaluation of the mechanical properties of these discontinui­ties, frictional resistance, compressibility and strength of infillingmaterial ; and

iii) The identification and evaluation of the strength of the rockmaterial according to relevant Indian Standard.

6.2 In case of rock mass with favourable characteristics that is, rock sur­face is parallel to the base of the foundation, the load has no tangentialcomponent, the rock mass has no open discontinuities). The safe bearingpressure should be estimated from the equation:

where

q. safe bearing pressure ( gross ),qo == average uniaxial compressive strength of rock cores,NJ.m empirical coefficient depending on the spacing of discon­

tinuities ( see Table 4 and Fig. 1 )

3 + SIBf

= lOy'-'--l -+ 300878 '3 = thickness of discontinuities in em,

S = spacing of discontinuities in em) andBt == footing width in em,

NOTB 1 - Equation includes a factor of safety of 3.

The relationship given is valid for a rock mass with a spacing ofdiscontinuities greater than 0'3 m, aperture ( opening ) of discontinuitiesless than 10 mm ( 15 mm iffilled with soil or rock debris) and a founda­tion width of greater than 0·3 m,

1

18 I 12070 • 1987

VERY FAVOURABLEORIENTATION OF JOINT FAVOURABLE

VERY UNFAVOURABLE

~~,~I-- ~ {

\.-. - --~ ~

I-- - l-

..... --..... -

\ ~

~J.~

•

FIG. 1 THEORETICAL PRESSURE BULBS ( 10% INTENSITY)BELOW STRIP LOAD ON A MEDIUM OF ROCK

MAli HAVINQ Low SHEAR MODULtJI

8

IS I 12070 • 1987

TABLE f VALUE OF NJ( Clause6.2 )

SPACING 01' DISCONTINUITIES

em

300

100-300

30-100

7. DETERMINATION OF SAFE BEARING PRESSURE FROMPRESSURE METER TEST

7.1 Conditions are frequently encountered where the rock is of very lowstrength and has discontinuities at a very close spacing, or is weathered orfragmented. It is common practice in such cases to consider the rock as agrannular mass and to design the foundation on the basis of conventionalsoil mechanics.

7.2 The pressure meter allows for a direct determination of the strengthof a rock mass including the effect of discontinuities and weathering forthe design of foundations on poor rock. Using an approximate factor ofsafety of 3 the following equation shall be used:

qQS = ! [vDr + x, ( PL - .o, ) ]where

qns 1:1:: net safe bearing pressure ( tlm I ),

PL = limit pressure determined by the pressure meter ( t/m'

),v = unit weight of soil or rock ( t/m

'),

Dr = depth of foundation ( m ).vDr -= overburden pressure ( t/mB ), and

KcJ II:::: constant given in Table 5.

TABLE 5 VALUE OF Kd

DBP1'H OJ' FOOTING

Load at rock surface ( zero depth)Radius· of foundation unit4 X radius of'foundarion unit10 X radius of foundation unit

.Equivalellt radial dimensions.

9

IS I 12070 • 1987

8. DETERMINATION OF SAFE BEARING PRESSURE FROMPLATE LOAD TEST

8.1 Plate load test is still the most practical and proven test for recommen­ding bearing pressures inspite of many limitations.

8.2 It is recommended that plate load tests be conducted on poor rockswhere safe bearing pressure is suspected to be less than 100 tIm'. Afrequent mistake is committed in ignoring the fact that rock mass is veryhetrogeneous material as compared to soil. So a large number rof observa­tion pits be made at a rate of at least three per important rsucture andtests be conducted in the pit representing poorer rock qualitise, The finaltrimming arrack surface should be done according to IS : 7317-1974*.

8.3 Plate load test should be performed according to IS : 1888-1982t andsafe pressures be obtained for settlements of plate. For a given settlement offooting, the settlement of plate is obtained by using the followingformulae:

i) For massive or sound rocks ::- =- ~:

I-I·) F 1 - d k s, [ s; (Br + 30) J2or aminate or poor roc s S;- -= D,- X (Bp+ 30)-

where

Sp = settlement of plate (mm),Sf -= settlement of footing (mm),Bp == width of plate (em), andBt - width of footing (em).

From pressure-settlement curve, the safe bearing pressure is read forthe calculated settlement of the plate.

8.f It is recommended that three plate load tests on different sizes of platesbe conducted on the rock mass of same quality and the validity of equa­tions be checked when desired.

8.5 From the pressure-settlement curve, if failure point can be obtained,the footing may be checked in shear failure also.

·Code of practice for uniaxial jacking telt for deformation modulus of rock.tMetbod orloa-i telt OD loils (s,cond "vision).

10

8..

! to 1

1 to !I to t

IS : 12070 -1981

9. OTHER FACTORS

9.1 For getting the allowable bearing pressure the safe bearing pressureobtained from the Table 2 or from 6, 7 or a should be multiplied with thecorrection factor(s) given below according to the geological conditions,These corrections are not applicable for the classification of RMR methodgiven in Table 5.

9.2 Allowances should be made for submerged conditions, cavities andslopes as given below:

i) Submerged Condition Under Water Tabl,

a) Rock with discontinuous joints with opening lessthan 1 rom wide ;

b) Rock with continuous joints with opening 1 to 5rom wide and filled with clay; and

c) Limestone/Dolomite deposit with major cavitiesfilled with soil

ii) Cavities

Major cavities inside limestone( core recovery less than 70 percent)

No'rR I - If the solution e avities can be converted into equivalentseams, equation given in 6.2 can be used consideriag SID, as ratio of thick­ness of all solution cavities to the drill hole depth; and

NOTE 2 - All rocks with solution f~at'lft-s are highly pervious, groundwate-r control iCJ essential where excavation below water level, If dewater­ing is impracricsble, under water concrete should be placed only in staticwater by carefully supervised techniques.

iii) SloPia) Fair orientation of continuous joints in the slope

b) Unfavourable orientation of continuous joints inslope

NOTE - Factor of safety of slope should be at least 1'20.

9.3 Safe bearing pressure should be recommended always less than thesafe uniaxial compressive strength of lean concrete levelling course of theindividual foundations, otherwise richer plain concrete layer should be laidto prepare smooth surface for laying R.O.C. foundations. Care should betaken to remove 10000ened pieces of rock from the foundation after blastingand washing and air jetting has been done so that foundation rests onpractically undisturbed rock mass.

11

Is I 120'0 • 1981

9.4 EfI'ect of Orientation of Joints OD Pre.sure Bulb - The orienta­tion of the continuous joints has a profound effect on the pressure bulb.It is seen that normal stresses are transmitted mainly in two directions,parallel to the joints and perpendicular to the major joints (see Fig. 2 ).When the major joints are gently sloping, the extent of the pressure bulbacross major joints is more than that along the joints. The converse istrue for steeply inclined major joints. The practical implications are seri­ous, for example, the elongated stress bulb may act as an imaginaryimpervious curtain below a concrete dam founded on stratified rocks.Further the rock mass rating will be reduced considerably in case ofunfavourably orientation of continuous joints. Accordingly the bearingpressure will also be reduced.

0·5

0-4

.-zu, 0·30

L&J:;).... 0·2<[>

0·1 0'080

o 0·2 0·' 0·6 0-8 1·0 '·2 '·4 '·6 1-8 2·0

RATIO SIs

N.:& 3 + s IeJ 1oJ,.. 300 &/ 5

FIG.2 BEARING PRESSURE COEPPICIENT NJ9.5 Horizontal stiffness of foundations on rock is too small compared toits vertical stiffness. Due consideration should be given in selecting mini­mum size of footings.9.6 In case rock is available in small area of the raft, Inverted-T -beam ofraft foundation be allowed to rest on the rock and soil, as the confinementeffect of Tvbeams will improve the stiffness of soil, thereby reducing thehetrogcneity in deCormability of soil and rock.

12

IS J 12070 • 1987

9.7 In case of R C.C. strip foundation on hetrogeneous soil and rockdeposit, longitudinal reinforcement ( along wall) should also be providedto take care possible bending moments.

9.8 For similar reasons, circumferential reinforcement should be providedin ring foundation on hetrogeneous soil and rock deposit.

10. TREATMENT OF FOUNDATIONS

10.1 If at the time of actual excavation, major solution cavities have beenfound which have rendered the ground surface uneven, the depth of foun­dation should be taken to a level such that 80 percent rock area is avail­able. It must be ensured that the raft does not over hang at any corner.

10.2 Otherwise excavate the filled up soil up to 80 percent area level andbackfill it by lean concrete of required strength. However, the rock has tobe excavated up to the pre-selected foundation level.

10.3 If after excavation, loose pockets of talus deposit are found out at afew places, the same should be cleaned and backfilled with lean concrete.

10.4 If very deep observation pits have been made at the site, the sameshould be backfilled by lean concrete up to the foundation level.

10.5 Due attention should be paid to problems of foundation on herro­geneous rocks particularly foundations on rock slopes and neces aryremedial measures should be taken.

11. REPORTING OF RESULTS

These should include the following:

a) Geology of the site;b) Table giving unaxial compressive strength, RMR, various geolo-

gical parameters and unit weights;

c) Safe bearing pressure from various methods;

d) Correction factors;e) Recommended net allowable bearing pressure; andf) Recommended gross allowable bearing pressure.

13

INTERNATIONAL SYSTEM OF UNITS ( 81 UNITS)

8 ••• Unit.

Quantity UnII Symbol

Length metre mMass kilogram kgTime second 8

Electric current ampere AThermodynamic kelvin K

temperatureLuminous Intensity candela cdAmount of substance mole mol

Supplementary UnitsQuantity Unit Symbol

Plane angle radian radSolid angle steradian 81

Derived Unit.

Quantlll Unit Symbol Definition

Force newton N N -= 1 kg.m/.1

Energy Joule J J .. 1 N.mPower watt W 1 W == 1 J/sFlux webel Wb 1 Wb == 1 v.«Flux dens lty testa T 1 T c= 1 Wb/m

'Frequency hertz Hz 1 Hz == 1 cis (S-I)Electric conductance siemens S 1 S == 1 AIVElectromotive force volt V 1 V .. 1 W/APressure, stress pascal Pa 1 Pa - 1 Him·

BurtEAU OF INDIAN STANDARDS

36 24 99

Headquarters:Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002Telephones: 3 31 01 31.3 31 13 75 Telegrams: Manaksanstha

( Common to all Offices)Telephone

Marol, Andheri East), 6 32 92 95Regional Offices:·Western : Mana~kalaya, E9 M DC.

BOMBAY 400093tEastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road,

Maniktola, CALCUTTA 700054Northern: SeQ 445·446, Sector 35-C. CHANOIGARH 16C036 { 2 18 43

l 3 16 41Southern: C. I. T. Campus. MADRAS 600113 {41 24 42

41 25 1941 29 16

{ 2 63 4~

l 2 634922 48 05

~ 6 34 71l 6 98 32~21 68 76l21 82 92

6 23 05

7 66 37

8ranch Offices:'Pushpak', Nurmohamed Shaikh Maru, Khanpur,

AHI\t1ADABAD 380001

eF' Block, Unity Bldg, Narasimharaja Square,BAN GALORE 560002

Gangotri Complex. 5th Floor, Bhadbhada Road, T. T. Nagar.BHOPAL 462003

Plot No. 82/83, Lewis Road, BHUBANESHWAR 75100253/5, Ward No. 29, R. G. Barua Road. 5th Byelane

GUWAHArl7810035-8-56C L. N, Gupta Marg (Nampally Station Road),

HYDEI~ABAD 500001R14 Yudhister Marg, C Scheme, JAJPUR 302005

117/418 B Sarvodaya Nagar, KANPUR 208005

Pattiputra Industrial Estate, PATr~A 800013Hantex Bldg ( 2nd Floor ). Railway Station Road,

TRIVANDRUM 695001Inspection Offices ( With Sale Point ):Pushpanjali, 205A West High Court Road,

Bharampeth Extension, NAGPUR 440010Institution of Engineers (India) Building, 1332 Shlvaji Nagar.

PUNE 411005

6 67 16

5 36 27

23 10 83

2 51 71

524 35

·Salel Office In Bombay II at Novelty Chambers, Grant Road. 89 8S 28Bombay 400007 '

tSales Office In Calcutta I. at 5 Chowrlnghe. Approach. P. O. Prlncep 278800Street, Calcutta 700072

Printed at New India Prlntlf'\G Pr•••• KhurJa.lndle