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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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