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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
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IS 2974-2 (1980): Code of practice for design andconstruction of
machine foundations, Part 2: Foundationsfor impact type machines
(hammer foundations) [CED 43: Soiland Foundation Engineering]
-
IS : 2974 (Part II) - 1980(Reaffirmed 2008)
Indian StandardCODE OF PRACrrICE FOR
DESIGN AND CONSTRUCTION OFMACHINE FOUNDATIONS
PART II FOUNDATIONS FOR IMPACT TYPE MACHINES(HAMMER
FOUNDATIONS)
( First Revision)Fourth Reprint JUNE 2008(Including Amendment
No. 1)
UDC 624.159.11 : 621.974.2 : 006.76
Copyright 1981BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR
SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 March 1981
-
IS I 2974 (Part D) 1980
Indian StandardCODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF~1AClIINE FOUNDATIONS
PART II FOUNDATION"S FOR IMPACT TYPE MACHINES(HAMMER
FOUNDATIONS)
(First Revision)Foundation Engineering Sectional Committee, BDC
43CMirmtnl
Paop DINESH MOJIAN
Representing
Central Building Research Institute (CSIR),Roorkee
Memb",
Central Building Research Institute: (CSIR),Roorkee
Calcutta Port Trust, Calcutta
DR R. K. BHANDARI
SUR.f I. G. CHACKOSHRJ S. GUKA (A/t~'tlak)
SHRI K. N. DADINA In personal capacity (P-820, Block P, New
Alipn,GolculltJ)
SURI M. G. DANDAVATE Concrete Association of India, BombaySJlRI
N. C. DUOG...L (Alternate)
SUIU H.. K. DAS GUPTA Simplex Concrete Piles (I) 1-". Ltd,
CalcuuaSHRI 1-1. GUHA BrsWAI (Allm,atl)
SUR1 A. G. D.unoAR In personal capacity (5" ~"iuJTgnford Caurt,
1tlHungerford Strut. Calwtta)
SHRJ V. C. DUHPANDIt Pressure Piling Co (India) Pvt Ltd,
BombayIllRECTOR (CSMRS) Central Water Commission, New Delhi
DEPUTY DluaroR (CSMRS) (AltmuJlt)SHRI A. H. DlvANJI Asia
Foundation & Construction Pvt IoItd,
BombaySIIRI A. N. J AHOLa (A/temtl'e) .
SIIRI A. GHOSHAL Braithwaite Bum & Jessop Construction Co
Ltd,Calcutta
. SHRI N. E. A. RAQHAVAN (AllmItlu)DR GOPAL RANJAN Univenity of
Roorkee, RoorkeeDR SHAlHI K. GULHAn Indian Institute of
T~nolorYlNew Delhi
SHal A. VARADARA)AN (AIImHIIt)(~ /J"I' ')
.,.... _---,--.. ,---------
,--:-,.-,------._-------:-::-----:---:--: '--':-.-"'-._. _..C
Copyright J981
BUREAU OF INDIAN STANDARDSThis publication is protected under
the India" Copy","t Art (XIV of 1957) aDdreproduction fn whole or
in part by any m~an. except with written permission of thepublisher
shall be deemed to be an in(rinaemmt of copyriaht under tbe
saiclltl;,t.
-
18 I 2974 (Part D) 1980(CMIiItwtl fnma /MIll)
MnnHrs
College of Engineering, Guindy, Madra.
SHU A. P. MATHUIt.SHaJ V. B. MATHURSHU Y. V. NARASIUHA RAO
Building & Roads Branch, Public Works Depart..ment,
Government of :PunJab, Chandigarh
Central Warehousing Corporation, New DelhiMckenzie. Limited,
BombayBokaro Steel Plant (Steel Authority of India),
Bokaro Steel CityBilla OMBIR SINOII Engineer-in-Chief's Branch,
Army Headquarters
MAJ H. K. BHUTANI (Altem4")SHill B. K. PANTHAKY Hindusran
Construction Co Ltd, Bombay
SHU V. M. MADO& (Altmulll)PaulDItNT Indian Geotechnical
Society, New Delhi
SECRETARY (Altmaall)PaOPBISOR (CML ENOO)
AssIsTANT PaOPI!.ISOR (CMLENoa) (Altmral6)
SHU M. R. PUNJA Cementation Co Ltd, BombaySHIU A. A. RAJU Steel
Authority of India, New DelhiDa V. V. S. RAo Nagadi Conlultantl Pvt
Ltd. New DelhiSRlU AIlJUM RIJIUINOHANI Cement Corporation of India,
New Delhi
SHRt (). S. SRIVASTAVA (Altn1l4ll)SHU K. R, SAX&NA
Engineering Research Laboratories, Government of
Andhra Pradesh, Hydc-.rabadUnited Technical Consultants Pvt Ltd,
New DelhiDa S. P. SJUVAITAVA
Da R. KApUR (AllmUJl6)SHill N. SlVAouau Roadl Wing, Ministry of
Shippinl at Tranaport
SHJU S. SU.THAIlAMAN (AltmuJ")SHill T. N. SUBBA RAO Gammon India
Ltd, Bombay
SBJU S. A. RWDI (AllmuJ")SuPBRlNTENDINO ENOINU.R (DUlON) Central
Public Works Department, New Delhi
ExEOUTIVS ENOINBBR (DutON V) (~) ".8HJu M. D. TAMB&1tAIl
Bombay Port Tl'Ult, BombaySHRI D. AjlTHA SOIKA, Director GenuaI,
IiI (&4n. M,m"er)
Director (Civ Eng)
SHRI M. IYENGAR Engineers India Ltd, New DelhiDa R. K. M.
BHANDAJU (Altlrul,)
SHill G. R. S. JAIN G. S. Jain & Associates, RoorkeeJOINT
DIRECTOR RUB.AllcII (8M) Ministry of Railways
(RDSO)JOINT DtJlEaroa RasARCR (BatS).
RDSa (Altmulll)Da. R. K. KATrJ Indian Institute of Technology,
BombaySHat K. K. KHANNA National Buildings Organisation, New
Delhi
SUR! SUNIL BaRRY (AIImuI")SHlU S. R. KULKARNI M. N. Dastur &
Company Pvt Ltd, Calcutta
SHSY S. Roy (Altlmall)SHRI O. P. MALHOTRA
SlmIMy
SHU K. M~ MAnlUa.Deputy Director (Civ Eng). lSI
(CMlittwtl ". ,." 15)
2
-
AMENDMENT NO. 1 MAY 1984TO
IS : 2974(part 2) -1980 CODE OF PRACfICE FOR DESIGNAND
CONS'fRUCfION OF MACHINE FOUNDATIONS
PART 2 FOUNDATIONS FOR IMPACT lYPE MACHINES(HAMMER
FOUNDATIONS)
( First Revision)
Alterations( Page 4, clause 1.1 ) - Substitute the following for
the existing:
'1.1 This standard (Part 2) covers the design and construction
of hammerfoundation subject t.o repeated impacts.'
(Page 6, clause 2.4 ):a) Line 1 - Add tbe words '( see Fig. 1 )'
after 'support'.b) Line 2 - Substitute the word 'soil' for
'ground'.[Pages 7 and 8, clause 4.l(c) ]- Delete.
(BDC43 )
-
IS I 2974 (Pan R) 1_
Indian StandardCODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OFMACHINE FOUNDATIONS
PART II FOUNDATIONS FOR IMPACT TYPE MACHINES(HAMMER
FOUNDATIONS)
(First Revision)o. FOREWORD
0.1 This Indian Standard (Part II) (First Revision) was adopted
by theIndian Standards Institution on 31 July 1980, after the draft
finalizedby the Foundation Engineering Sectional Committee had been
approvedby the Civil Engineering Division Council.0.2 The
installation of heavy machinery involves careful design of
theirfoundations taking into consideration the impact and vibration
charac-teristics of the load and the condition of the soil on which
the foundationrests. While many of the special features relating to
the design and con-struction of such machine foundations will have
to be as advised by themanufacturers of these machines, still most
of the details will have to beaccording to general principles of
design. This part (Part II) of thestandard lays dO\VD the general
principles with regard to foundations forimpact type machines
(hammer foundations). This standard was fintpublished in 1966. This
revision has been prepared based on experiencegained in the
implementation of this standard. .0.3 This standard on machine
foundations is published in five parts. Otherparts are:
Part I Foundations for reciprocating type machines.Part III
Foundations for rotary ,type machines (medium and high
frequency).Part IV Foundations for rotary type machines of low
frequency.Part V Foundations for impact type machines other than
hammer
(forging and stamping press, pig breaker, elevator and
houttowers).
0.4 For the pu~ of deciding whether a particular requirement 01
thisstandard is complied with, the final value. observed or
calculated, expresaingthe result of a test, shall be rounded off in
accordance with IS : 2-1~ .
-Rules Cor roundinl off numerical "alues ('tl'ill4).
3
-
IS : 2974 (Part U) 1980The number of significant places retained
in the' rounded off value shouldbe the same as that of the
specified value in this standard.
1. SCOPE1.1 This standard (Part II) covers design and
construction of hammerfoundation subject to stray and repeated
impacts and where the ratioof mass of anvil to foundation is
high.
2. TERMINOLOGY2.0 For the purpose of this standard, the
following and the relevant defi-nitions in IS : 2974 (Part I)
..1964*, shall apply.2.1 Aavil- A base-block for a hammer on which
material iCl forged intoshape by repeated striking of the tup (see
Fig. J).
, ~~ ,--- .,---".:-';:'I:~;:/(,:~::.-:',.. ,~~:~.":"~~~.
~.'''~.~:..~~.~~~~'~;- 'I :\~~,.~.~. ~~,:"~, ,/~'.~.(~~~:
'~~~/.(~~'\... - ,." ~'--' ,
JOINT J2 J SOLE PLATEIA With Elastic Support
Fla. 1 DIFFf:REST TYPES OF FOU~DA1'IO='l SUPPORT---Conld2.2
Capaelty of Hammer -- It is expressed as the mass of the, fallin~
tup.
-
-
IS : 2974 (Part U) 1_
I B Resting on Plios
JOINT J,
TUP
VFRAME
\ rANVIL
Ie Rest;"1 on SoliFlo. 1 DIPFERENr "rVX'ES OF FOUNDATION
SUPPORT
2.3 Foundation Block ...- t\ mass of reinforced concrete on
which theanvil rests (.ree Fig, 1).
5
-
U I 297f (Part D) 1_2.4 Foaa.cladoa Support - A support for
resting the foundation block.The block may rest directly on ground
or on a resilient mounting, such astimber sleepers, springs, cork
layer, etc. The block may also be supportedon pile foundations.
2.5 Impact Force (F) - The force produced when the falling tup
strikesthe material being forged on the anvil.
2.6 Coe81cleat of Re.dtadoD (Ie) - A coefficient used to
determine thevelocity of the anvil and the foundation block after
the tup strikes. Thiscoefficient is governed by the condition O
-
IS : 2974 (Part R) 1_3.3 Details of Ca.b1oalDI Betweea
FouaclatioD Block aDd Soil, ItProvided
a) If resilient pad is used:I) Material,2) Elastic modulus,3)
Maximum allowable deformation, and4) Allowable stress
intensity.
b) If springs and dampers are used:1) Maximum allowable spring
deflections for normal working as
well as for extreme conditions and also for static loads as
wellas for dynamic loads,
2) Details of springs, and3) Details of dampers.
'.4: Soli Data3.4.1 The sub-soil properties shall be determined
according to IS : 1892-
1979,3.4.2 The dynamic elastic properties of the soil shall be
ascertained
according to IS : 5249.1977t.1.5 Information about the location
of the hammer in the shop with respectto adjacent foundations; the
dimensions, elevations and depth 'of thesebundations as well as
their tolerable amplitudes, shall be provided.
-~ DESIGN CRITERIA-~l GeDeral Coasiderado - The hammer
foundation shall satisfy thefollowing requirements:
a) The design of the entire foundation system shall be such that
thecentres of gravity of the anvil and of the foundation block, as
well asthe resultants of the forces in the elastic pad and the
foundationsupport, act as far as practicable so as to coincide with
the line offall of the hammer tup, While determining the centre of
gravityof the foundation block the weight of the frame and of the
tup shallalso be considered,
b) The foundation shall be so designed that the induced
vibrations inthe structures nearby are within the safe limits fixed
for them.
e) In case of hammers having continuous impacts, the design
shall besuch that the natural frequency of the foundation system
will not bea whole number multiple of the operating frequency of
impact. Anatural frequency of the foundation system of
two-and-a-half timesthe frequency of- impact or more may be
considered satisfactory.When the natural frequency is designed to
be less than the frequency
-Code of practice Cor ,ublurace invea.tions forCoundationa
(first ,lVision).tMethod of teat (or determination of dynamic
properties of lOils (fi,sI ',f.isio,,).
7
-
IS : 2974 (Part D) 1980of impact) it shall be 30 percent or more
below than the frequencof impact. For design, the combined natural
frequency of tilltwo-mass-spring system shall be considered.
4.2 Permissible Stresses4.2.1 TIle total force acting on the pad
and OJ! "he foundation suppor
(SII Fig. 1) shall be such that the deformation of the clastic
material in therare within the allowable limits.
4.2.2 The load intensity .on the soil below the foundation shall
not 1:more than 80 percent of the allowable bearing pressure of the
soil or materiaas the case rnay be.
~More than
3 tonnes2mm3 to 4 rnrn
Mass oj TupA
15 mm21nm
1 to 3 tonnesr---
Up to1 tonne1 mm1 mm
For foundation blockFor anvil
4.3 Permissible AmpUtudes4.3.1 The permissible amplitudes which
depend upon the mass of th
tup sha11 be as follows:
4.3.2 In case any important structure exists near the
foundation, thamplitude of the foundation should be adjusted so
that the velocity of t~vibrations at the structure dQCS not exceed
03 emfs.4.4 Dimeasional Criteria
4.4.1 Ar,a - The area of the foundation block at the base shall
l:such that the safe loading intensity of soil is never exceeded
during tl'operation of the Hammer.
4.4.2 Depth- The depth of the foundation block shall be so
designethat the block is safe both in punching shear and bending.
For the calcilations the inertia forces developed shall also be
included. Howevc;the following minimum thickness of foundation
block below 'the anvil shabe provided:
Mass of rupTonnes
Up to 1-01-0 " 2-02-0 " 4940 " 60Over 6-0
Thickness (Dlpth) ojFoundation Block, Min
m
1-00125175225250
8
-
IS : 2974 (Part U) 19804.4.3 MlJSs - The mass of the anvil is
generally 20 times the mass of
the tup, The mass of the foundation block (f1?b) shall he at
least 3 timesthat of the anvil.
For foundations resting 011 stiff clays or compact sandy
deposits, themass of block should be from 4 to 5 times the mass of
the anvil.
For moderately firm to soft clays and for medium dense to loose
sandydeposits, the mass of the block should be from 5 to 6 times
the mass ofthe anvil.
5. VIBRATION ANALYSIS5.1 Drop and Forge Hammers - The machine
foundation system shallbe analysed as a 2-mass system, with anvil
forming one mass and the founda-tion block as the second mass. The
analysis of a two-mass system is suggestedin Appendix A. For
analysis the dynamic force is calculated on the basisof momentum
equation. In case of stray or random impact hammers(when the
operating frequency is less than 150 strokes per minute) thenatural
frequencies need not be calculated. The deflection of the
founda-tion under a single impact should be calculated. This
deflection shouldbe within permissible amplitudes, In case of high
speed hammers (whoseoperating frequency is more than 150 strokes
per minute) the detailedanalysis will have to be conducted to
determine the natural frequenciesas well as the amplitudes.
5.2 Counter-Blow Hammers - In these hammers as no dynamic
forceis transmitted to the foundation, detailed vibration analysis
is unnecessary.Only the natural frequencies should be determined to
avoid resonanceof the system. .
6. CONSTRUCTION6.1 The foundation block should be made of
reinforced concrete. Theconcrete used shall be of grade not less
than ~/I 15 conforming to IS : 45G-1978*.
6.2 It is desirable to cast the j entire foundation block in one
operation.If a construction joint is unavoidable, the plane of
joint shalt be horizon taland Measures shall be taken to provide a
propel' joint. The followingmeasures are recommended.
6.2.1 Dowels of 12 to 16 mm diameter at 60 mm centres should
beembedded to a depth of at least 30 em on both sides of the joint.
Beforeplacing the new layer of concrete, the previously laid
surface should .bcroughened, thoroughly cleaned, washed by a jet of
water and then covered
Code of practice for plain and reinforced concrete (third
"vision).
9
-
IS : 2974 (Part D) .1980by a layer of rich 1 : 2 cement grout, 2
em thick. Concrete should be placednot later than 2 hours after the
grout is laid.
6.3 Reinforcement shall be arranged along the three axis and
also dia-gonally to prevent shear (s" Fig. 2). More reinforcement
shall be provided
. at the topside of the foundation block than at the other
sides. Reinforce-ment at the top may be provided in the form of
layers of grills made of 16 mmdiameter bars suitably spaced to
allow easy pouring of concrete. Thetopmost layers of reinforcement
shall be' provided with a cover of at least5 em. The. reinforcement
provided shall be at least 25 kg/rna of concrete.
6.4 Special care shall be taken to provide accurate location of
holes foranchor holts (if any) cut out for anvil, frame, etc. The
bearing surfacefor anvil shall be strictly horizontal and no
additional corrective pouringof concrete shall be permitted.
6.5 The protective layer between anvil and foundation block
shall besafeguarded against water, oil scales, etc, and the
material selected shouldwithstand temperatures up to 1000.
6.6 Air-gaps and spring elements provided (01 the purpose of
dampingvibrations shall be accessible in order to remove sea1~ and
enable inspectionof springs and their replacement, if
necessary.
6.7 Hammer foundations which are 'cut-in' by the anvil pits
shall bemade so deep that the parts which arc weakened by the
indent of 'cut-in'are of sufficien t strength.
10
-
IS z 2974 (Part U) -1980APPENDIX A
(Clause 5.1)V'mRATION ANALYSIS OF A 2-MASS SYSTEM AND ITS
APPLICATION TO DESIGN OF HAMMER FOUNDATIONS
A-I. ANALYSIS OF 2MASS SYSTEMA-I.I The 2-mass system is
represented by the model given in Fig. 3. Themass mt is subjected
to a velocity of vibration of Vt. The two natural.requencies Jnl
and fni of the system are given by the positive roots of
thefollowing expressions:
where1 ITfna=-V __1,27T m1
fnb= 21 J k+1 ,and." mt ma
m1fJ=-maThe amplitude of vibrations are given by:
A-2. APPLICATION TO ANALYSIS OF HAMMER FOUNDATIONS
A-2.1 Notation.Mass of the tuph1ass of the anvilMass of the
frameHeight of fall of tu pFrequency of impactArea of pistonArea of
anvil baseElastic modulus of the pad between
anvil and foundation
11
W,kgW.kgWrkghemNblowsfminA em'A. ~m2E1 kg/cm2
-
IS : 2974 (Part D) 1980Thickness of pad
Ma5~ of foundation blockArea of foundation blockEquivalent
radius of the base of foundationDynamic shear modulus
ofsoilCoefficient of uniform elastic compression of soilSpring
coefficient of pile foundationsElastic modulus of pile
materialCross-sectional area of pileLength of pile
..--k2 ..,
?/$UHh
11 emU'h kgAb cn12, LInG kg/cnl~(;'u kg/cm3s, kg/tmJ~'p
kg/cm2.Ap CJ11~I (;111
1"10. 3 MODEL SHO\VINO 'l\\"o-MASS SYS~rMA-2.2 In a hammer
foundation the first mass of the model corresponds tothe anvil and
the second mass to the foundation block, The mass of theframe will
have to be added either to that of the anvil or to that of
thefoundation block depending upon whether the frame is attached to
theanvil or to the block. The spring k1 of the model corresponds to
the elasticpad between the anvil and the block, while spring k2
corresponds to 'hefoundation support. The velocity Vi is calculated
on the basis ofmomentum equation.
A-2.2.1 These parameters can be calculated as below:JlIa
~11h
n'l .;...-:: --'; m;:, z.: -g l:
12
-
IS : 2974 (Part II) 198UWr will have to be added to either UTa
or to ~Vb depending upon whether
the frame is attached to anvil or to foundation block:
k E'l' A. k I"1 =-::-- -- aem,t 1 :").
When the block il) directly rext ing on soil:k'l ~-:= 76 ,.C or
Ab . Cu kg/em,
When the block is supported on short bearing piles:
s> ;: ~ ~:,k~ :.-. jG rl.; or Ab CUt andk __ n I F:p Ap
P -- l
For loose soils kt rna}' be taken frorn settlement tests.\Vhcn
springs are provided between the block and soil:
k . :-: ksp . k s kulclll- kbP-l,ki4 ~
WhCI"eksp is the spring- coefficient of springs,1"1 ~.~~ VAll
Velocity of the anvil after impact, and
V:\j. --.- '9t 1t . __~:~__J1 t .,.l' _.-.:- JV
t
Jr t b -:- y2 gh for a freely [lolling tup type ha.umer , and-
06:-) 12C1Tf~~psA) J~ for double acting steam
V ~ II't hammer.A-2.2.2 Chick 011 Design
a) Stability of tilt pad betuern anril and block .. Total
dctlection of padunder irnpact vS, ;' ()IS'! 5(d
where~ II ".I}-'- -- rln
ID *1~t)TE - If, will have to he added to Ir", if the frame is
attached to the anvil,
d ~~\.an 81d ":'::: --'27T!nD.
13
-
IS I 2974 (Part D) 1980The loading intensity on the pad
k1 81 k 20'1 = -.:4;- g em
81 and 0'1 should be less than the allowable values for the
pad.b) Stability of the soil below the foundation:
f...". -I- Wbt- W, +kz J.,~Loading intensity O'a= -.Abwhere
~. l+kJ.,J,.:211'!Db;V"a=V.... 1+ Wb
W.(Wr will have to be added to J1'b or to W. depending upon
whetherthe frame is attarhed to the block or to the anvil.)
0'2 should be less than the allowable bearing pressure for the
soilspecified in 4.2.2.
c) Maximum deflection of the foundation under a single
impact:Assuming the anvil and the foundation block to be a
single
monolithic unit, the velocity after the impact:I-t-kV'&~::
Vtb J1'.+Wb+W, em/s
1;t- W,The natural frequency of the syste~=fDb. lIz
I V'The deflection of the block 8 =~ 2 ;
7rJnb
should be less than the permissible amplitude for the block.
14
-
IS I 2974 (Part 0) 1980(Con/inUld from JHl.1' 2)
Foundations Subject to Dynamic Loads Subcommittee, HI)C 43:
1M,mh"s Rtpresenting
SUR.1 N. K. RASUSHR.1 R. D. CHOUDtlURY
Cernindia Company Limited, CalcuttaMetallurgical &
Engineering Cousultants (India)
Ltd, Ranchi
DR P. SR1NlVASULU
8HRJ A. P. MUXHY.RJKE (A/lerna'e)DlllECTOR (TOO) Central
Electricity Authority, New Delhi
DEPUTY DIRECTOR (l'CD) (Altermllt)SHRI M. IYltNOAR Engineers
India Ltd, New Delhi
SHill J. K. BAOCHI (A/ttrnf2tt)DR A. K. MUKHERJEE Development
Consultants Limited, Calcuua
SHRJ S. K. RAY (Alte,,,atr)SHRJ M. V. PANDIT Bharat Heavy
Electricals Limited, Bhopal
SHIll E. C, H. C. REDDY (Alttrnate) .SHRI D. H, PATEL Fertilizer
India Limited, Dhanbad
SHSU N. S. DANI (Alttrn4t~)Silill R. PURlDR V. V. S. RAODa B.
SHIVARAW
University of Roorkee, RoorkceNagadi Consultants Pvt Ltd, New
DelhiCentral Building Research Institute (CSIR),
RoorkeeStructural' Engineering Research Centre (CSIR),
RoorkeeSIIR.I O. S. SIUVAITAVA Cement Corporation of India, New
Delhi
SHill S. K. CUATTERJEI (Altnnale)
..
MGIPF---174 Deptt. of B1S/200R,-100 Books.
15
-
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800013PlotNos.657-660, MarketYard, Gultkdi,PUNE411037Sahajanand
House-3rd Floor, BhaktinagarCircle, 80 FeetRoad,
RAJKOT 360002T.C. No.2/275(1 &2), NearFood Corporation of
India,Kesavadasapuram-Ulloor Road,
Kesavadasapuram, THIRUVANANTHAPURAM 69500411' Floor,
UdyogBhavan, VUDA, Sirlpuram Junction, VISHAKHAPATNAM-03
SalesOfficeIsat 5 Chowringhee Approach, ~O.
PrincepStreet,KOLKATA 700072tSales Office (WRc)
PlotNo.E-9,MIDC,RdNo.8, BehindTelephone Exchange,
Andheri (East),Mumbai-400 0093
Printed by the Manager, Govt. of India Press, Faridabad
Telephone277 0002
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