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IS 2720-33 (1971): Methods of test for soils, Part 33:Determination of the density in-place by the ring and waterreplacement method [CED 43: Soil and FoundationEngineering]

Gr 3

IS : 2720 ( Part XXXIII ) - 1971( Reaffirmed 2007 )

Indian StandardMETHODS OF TEST FOR SOILS

PART XXXIII DETERMINATION OF THE DENSITYIN-PLACE BY THE RING AND WATER

REPLACEMENT METHOD

( Fifth Reprint SEPTEMBER 2004 )

UDC 624.131.431.5

© Copyright 1972

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

February 1972

IS : 2720 ( Parf XXXlll ) - 1971

Indian StandardMETHODS OF TEST FOR SOILS

PART XXXIII DETERMINATION OF THE DENSITYIN-PLACE BY THE RING AND WATER

REPLACEMENT METHOD

Soil Engineering Sectional Committee, BDC 23

Chairman

PROP DINESH MOHAN

RepresentingCentral Building Research Institute ( CSIR ),

Roorkt·"

New

Public Works Department, Government of PunjabConcrete Association of India, Bombay

Irrigation and Power Research Institute, AmritsarIn personal capacity (P-820, New Al,port,

Calcutta 53 )The Hindustan Construction Co, BombayBihar Institute of Hydraulic and Allied Research,

Khagaul, PatnaIndian Geotechnical SOliety, New DelhiCentral Water & Power Commission, New Delhi

University of Jodhpur, JodhpurThe Cementauon Co Ltd, Bombay

Central Road Research Institute (CSIR),Delhi

SHRI RAVINDER LAL National Buildings Organisation, New DelhiSHRI S. H. BALACHANDANI (Alternate)

SHRI A. H. DIVANJI ( Alternate)SHIll O. P. MALHOTRASHRI M. A. MEHTA

SHRI T. M. MENON ( Alumau )SHRI T. K. NATARAJAN

SHRI A. G. DA.STIDARSHRI R. L. DEWAN

Members

SHRI D. R. NARAHARI ( A/lernate toProf Dinesh Mohan)

DR ALAM SINGHDR A. BANERJ!!E

Sf/RI S. GUPTA ( Alternate)SHRIB.B.L.BHATNAGARSHRI K. N. DADINA.

DR G. S. DHILLONDlIlltCTOI\. ( CI!NTRAt. SOIL

MECHANICS RESEARCH STATION)DIRECTOR ( DAMS II) (Alternate)

PROF R. N. DOORA Indian Institute of Technology, New DelhiSHRI S. K. GULATI ( Alternat.)

SHRI B. N. GUPTA Irrigation Research Institute, RoorkeeJOINT DIRECTOR, RESEARCH Railway Board ( Ministry of Railways)

(FE), RDSODEPUTY DIRECTOR, RESI!ARCH

( SOIL MECHANICS), RDSO ( Alternate)SHPI S. S. JOSHI Engineer-in-Chief's Branch, Army Headquarters

SHRI S. VARADARAJA ( Alternate)SHRI G. KUECKELMANN Rodio Foundation Engineering Ltd; and Hazarat &

Co, Bombay

( Continued on pagt 2 )

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 pAHADVR SHAH ZAFAR MARG

NEW I:>£",HI 110002

IS: 2720 ( Part XXXIII) • 1971

( ConlinUld from page ) )Members

DR SIIAMsln R PRAKASI/RESI'ARCII OFFICER

j{~SLARCII OFFICERSECRI:1ARYSIIIH S. N. SINIIA

SIIRl A. S. IlISHNOI ( AlImlllte)51'1'1 RINI LNf)lNG EN U I N I' E R

( PLANNING AND DESIGN CIRCLE)LXI'.CUTIVE ENGINEER ( I NCIlARGP..

SOIL MFCHANICS & RLSEARCHDIVISION) (Alt, mate)

SI/RI C. G. SWAMINATIIANSIIRI II. C. VeRMA

RepresentingUmversuy of Roorkee, RoorkecBuilding and Roads Research Laboratory, Public

Works Department, Government of PunjabEng meering Research Laboratoi y, HyderabadCentr"l Board of In igation and Power, New DelhiRoads Wing ( Ministry of Shipping & Transpor t )

Conerl"lc and Soil Research Labor atorv, Pubhc\\'orks Department, Govcunucut of Tamil Nadu

I nst: tution of EnglJll'ers ( I ndi.i ), Call ut t.iAll Inlha Instr uments Manufacturers & Dealers

Assor ia t ron , Ilom ba ySIIRI s; R. TAl PADt. ( AI/ell/at,,)

~'"1<1 II. (;. VLRMA Public \\'orl.s Depar t nn n t , Gov er nmcut of UllarPr"u",h

SIIRI D. C. CIIA1URHDI i Alternate )SURI D. AJITUA SIMIIA Director Gene: "I, BlS ( /;\-01/1"0 /\I'II/ber)

Dlr"llol (C:'v Lngg )Sec retaty

SI/RI G. RAMANDeputy Drrer tnr (Civ E"gg ), BlS

Soil 'J'l',lllll{ Procedures and Equipment Sulxomnunr-c. BI>C :,n : 3

Associated Instrument Manufacturers (India) PvtLtd, New Delhi

United Technical Consulrant s PVI Ltd, New Delhi

Bihar Insutute 01 l/),h,lUlll and Allied RcSt.1ICh,Khagaul, Parna

Ccn tr al \V",lel & POW( r Cornun-vron , New Delhi

Central BUilding Research Institute (CSIR),Roorkce

University of Jodhpur, jo,!I'I'ur

C, n t i a l Road Rc scarch Invu tutc (CSIR), NewD, Ill!

Roads WlIlg ( Mmisu Yof ~llll'l'lllg & Tl.1llsl'0rt )

SIIIU M. N, DALIOA ( .lltemale)

SIllU O. 1'. 1\IALIIOTRA

SJlRI G. S . .lAIN i Altemate }DR V. V. S. RAO

SIII<[ K. K. GUPTA (,Il/emate)SIIRI II. C. VERMA

Comw, rDI{ ;\1 AM SI1'GII

Membrr«DR R. K. BIIANUARI

SIIRI T. N /lIlARGAVASIIIlI 1\. S. BI\IINOI ( Alternate}

SHiU R. L. IlLWAN

/)R I. S. UPPAl. ( Alternate )SUR) D. R. NARAIIARI

DIR) ( luI< ( CI NTRAL SOfT.1\1, (If\NIl s RHIoAl<('1f STATION)

/)11<1 , IOI{ ( DAM~ II) (Al/emate)SIIIU H, K. GUllA Gcologivts Syndu au- 1'11\ ale Ltd, C.d, uua

SIIHI N. N. llJlATTACIIARVYA (Alternate)Sill" S. S . .105111 Eng;nt'l·l-in·Chll f\ HI an' h, A: my I 1c,ldqu,lJ leI S~llHI I\IAIIAIIIR 1'RMAD Public \Vork~ )kl'o.llllliellt, Government of Uttar

Pr-adeshBuildings and Ro.•d Rr-veru cli Labor alai y. Pubhe

''''arks Vcr.1I t/llent, GO\ ernment of Punjab

2

IS : 2720 ( Part XXXIII) - 1')71

Indian StandardMETHODS OF TEST FOR SOILS

PART XXXIII DETERMINATION OF THE DENSITYIN-PLACE BY THE RING AND WATER

REPLACEMENT METHOD

o. FOREWO RD

0.1 This Indian Standard (Part XXXIII) was adopted by the IndianStandards Institution on 24 September 1971, after the draft finalized bythe Soil Engineering Sectional Committee had been approved by theCivil I 'nginecring Division Council.

0.2 With a view to establish uniform procedures for the deter ruination ofdifferent characteri\lirs of soils and abo to facilitate com pal ative -tudics ofresults, the Indian Standards Institution i~ hrinRin~ out thi\ IndianStandard methods of test for soils ( IS : 2720 ) which will be published inparts. Thirty-one parts of this stanrl.u d have been published ,0 Clr.

0.3 This part ( Part XXXIII) deals with the determination of dry dcnsityof soil in-place by the water replacement method using a ring. The ill­place density of natural soil is needed for the determination of bearingcapacity of soils, for the purpm{' of stability analysis of natural slopes,for the determination of pressures on under Iying strata for calculationof settlement, de. In compacted soil, the in-place density is neededto check the amount of compaction that the soil has undergonefor comparison with design data. The correct estimation of the in-placedensity of both natural and compacted soils is therefore of importance.

0.4 In reporting the results of a test or analysis made in accordance withthis standard, if the final value, observed or calculated, is to be roundedoff, it shall be done in accordance with IS: 2-1960·.

1. SCOPE1.1 This standard (Part XXXIII) covers the method for determining thein-place density of a coarse grained soil including gravels, cobbles, bouldersand rock by the water replacement method using a circular ring on thesurface and a plastics film to retain the water (see Notes 1 and 2).

NOTE I - If desired, successive density tests may be performed as the hole is pro­gressively deepened to dete~mine th~ v~ior~ of de.n.ity with depth, for exa rnple,when placing and compacting material m relatively thick layers.

-Rules for rounding offnumerical values (repised ).

3

IS I 2720 ( Part XXXDI ) • 1971

NOTE 2- A field grading of the excavated soil, may, if desired, be done while thetest hole 15 being excavated.

1.1.1 The field dry density is determined either for the total materialor for the material smaller than a specified or given size.

2. APPARATUS

2.1 Density Ring and Steel Spikes (if required) - The ring diametershall be at least 3 to 4 times the size of the largest particle. The diameterusually ranges between 0'5 and 2'5 m in multiples of 0'5 m. The ringsmay be made of 4 to 8 rnrn mild steel sheet, either ill one unit (whensmaller) or in segments (when Ligger) with suitable provisions forassembling in the field. The rings may be of any construction providedthe inner surface is that of a right cylinder approximately 10 to 20 emhigh and horizontal flanges of IOta 25 em suitably varying with thediameter of the ring. Stiffening flanges shall be provided to resistdistortion.

2.2 Straightedge

2.3 Plastics FilDla) 0·1 mm thick, 2 to 4 m square ( for small diameter rings); and

b) 0'2 mm thick, 4 to 8 m square ( for large diameter rings).

2.4 Pointer Gauge Assembly and Supports - Horizontal bar withsupports resting on or outside the ring, fitted with an adjustable verticalpointer and lock nut.

2.5 Quick-Setting Plaster or Sand Filled Gunny Bags

2.6 Apparatus for Delivering into the Hole, Measuring and Remov­ing the Volume of Water Required

2.6.1 For small test holes, and fill" test holes located in sites which arenot readily accessible, the most convenient and economical method ofdelivering and measuring water may be by hand or by syphon hose from asmall calibrated container ( water can).

2.6.2 For larger test holes in readily accessible sites, it is usuallyadvantageous to use one or more calibrated water tanks for measuringthe water when filling- the hole covered with plastics film, and to providea portable, power driven, self priming pump for removing the water aftereach filling. Each calibrated tank should be provided with an outletvalve and an attached volume measuring gauge. Delivery holes fromsuch tanks shall be fitted with a valve at the delivery end so that the flowof water into the hole covered with the plastics film can be suitably con­trolled when the water level approaches the level of the pointer gauge.

IS: 2720 ( Part XXXnl)· 1971

2.6.2.1 The area of each calibrated tank should be such that thegraduations on its volume measuring gauge can be easily read. Tanksused for filling holes of large capacity should have volume gauges graduat­ed at 10 and I litre intervals; gauges on tanks used for filling holes ofsmaller capacity should be graduated at 2 and 0'2 litre intervals.

2.6.2.2 The graduations on the volume measuring gauges of calibratedtanks shall be verified. To verify the graduations proceed as [ollows:

a) Fill each tank with water to the top graduation on the- gauge anddraw off successive volumes so that the water level drops to eachgraduation in turn.

b) Calculate the volumes drawn ofT from the weight of each with-drawal and compare with the volumes read on the gauge.

2.7 A Balance- capable of weighing up to 20 kg (cia.,., C type) ofIS: 1433-1965*, sensitiveness at no load and at full load 10 g, greatesterror allowed when fully loaded 20 g ( see Note under 2.9).

2.8 Apparatus for Moisture Content Determination - shall be III

accordance with IS: 2720 (Part II )-19G9t.

2.9 Platform. Weighing Machine - capable of weighing up 10 100 kg( dial type) in accordance with IS: 1435-19GOt, scnsi tivcncss when fullyloaded 20 g, greatest error when fully loaded 40 g ( see Note).

NOTE - Other types of weighing scales of similar accuracy may be met!.

2.10 Containers

2.11 Suitable Hand Tools - for excavating and cleaning holt's In

coarse soils and rocky materials, such as pick, shovel, crowbar, broom andscoop.

2.12 IS Sieves - 100-mm, 80-mm, 40-mm, 25-mm, 20-rnm, lO-mm and4'75-mm, 30 em in diameter, as required.

2.13 Syphon Can and Measuring Cylinders

3. PROCEDURE

3.1 Approximatt"ly level the ground at the site of the test. Place the ringon the levelled ground and secure it to the surface to prevent any move­ment during the performance of the test.

3.2 Fill the voids between the underside of the ring and the surface withquick-setting plaster. As the plaster is setting, clean the surplus from the

.Speeification for beam scales ( reviud).

tMethods of test for soils: Part II Determination of rnoisttare content (first revision).

~Specification for platform weighing machines.

5

Remove the waterfor indications of

IS: 2720 (Part XXXIII) -1971

inside of the ring. Remove all loose material and sharp projections fromthe test surface.

3.'2.1 If required, sand-filled gunny bags may also be placed on theflang-e of the ring to prevent the movement of the ring.

3.3 Set lip the pointer gauge assembly so that the pointer can be removedand returned to a fixed position below the top of the ring (see Note).Remove the pointer gauge bar to a safe povition,

NOTE -loor small rings the pointer is often mounted on a datum bar supported onle~' driven into the ground outside the ring. The datum should be made so that itcan he removed between readings, and replaced with the pointer in precisely the sameposition, For large rinKs, which an' usually more stable, it is usual to lay a small datumbar On the rim of ihe ring ifit is a flat flange, marking the position so that the bar canbe returned accurately to the same position, or the bar may be suitably clamped 10 thering.

3.• After checking for punctures, spread the plastics film over the testsurface and the ring taking care to remove all the wrinkles. Replace thepointer gauge bar.

3.5 Fill the plastics film-ring assembly with water to the precise level of thepointer (see Note I ). While filling, ensure the film makes full contact withthe test surface and the inside surface of the ring. Check for leaks (seeNote 2). The measured volume of water used is the initial reading V,for the test.

NOTE I - The required accuracy of volume measurement depends on the volume ofthe test hole and the diameter of the ring used. For srnallr-r test holes and rings, recordthe volume to the nearest 0'2 litre. For larger test holes and rin~s, a lesser accuracymay suffice. Since the test cannot be easily repeated, all observations and recordingsshould be independently checked.

NOTE 2- Observe the water level at the pointer gauge tip for several minutes to deter­mine whether water is leaking through the plastic film. If leakage is occurring, repeatthe volume measurement with a sound film. Do not walk upon the piastici film ordrag it across the ground or sharp projections.

3.6 Remove the pointer gauge bar to a safe position.and the plastics film, checking the ground surfaceleakage.

3.7 Excavate, as nearly as practicable, a cylindrical cavity within the ringusing the digg-ing- tools. When excavating very coarse materials, it may benecessary to employ a mechanical device, such as a tripod with either ablock and tackle or a chain hoist, for lifting large rocks from the cavity.Make the wall of the cavity as near vertical as possible; but avoid under­cutting the ring- and deformation of the cavity. The movement of heavyequipment in the immediate test area should not he permitted. Leave inplace any large rocks near the cavity boundary. Keep the floor and wallof the cavity as even as possible and free from sharp protrusions which

6

IS : 2720 ( Part xxxm )- 1971

may puncture the plastics film. When the desired depth (see Note I under1.1 ) has been reached, clean all loose material from the cavity. Carefullycollect all the excavated material in containers (see Note I ) and weigheach to the nearest 0'1 kg. Sum the individual weights of the material inthe containers to obtain the total weight ( WID) of the excavated material(see Note 2).

NOTE I - Use containers with close fitting lids when testing soils and absorbentrocks holding significant amounts of water. To avoid undue loss of moisture, the covershall be kept on the container at all times when the soil is not being placed in it. Inhot and dry climate, shade for the test area and a damp cloth over the container shallbe provided. When the material consists predominantly of hard, non absorbent rockof negligible moisture content, open containers arc satisfactory.

NOTE 2 - If practicable. large rocks in excess of scale capacity may be broken intosmaller pieces. Alternatively, their volume may be determined by water displacementand their weight computed using the specific gravity of the stone. If larger rocka arebroken, it shall be ensured that all fragments from each rock are weighed.

3.7.1 The gradation of particles in the excavated material may bedetermined, if desired by sieving it through sieves specified in 2.12.

3.8 When the moisture content of all or part of the material will have asignificant effect on the field dry density, determine the moisture contentof the soil in accordance with IS: 2720 ( Part II )-1969*.

3.8.1 The sample for moisture content shall be representative of thewhole of the soil excavated except that, if only the density of the materialsmaller than a ~iven size is required, any stone coarser than this size shallfirst be removed. The moisture sample should be as large as is practicableand convenient. It should be collected in an airtight moisture contentcontainer by incrementally sampling the excavated soil during the courseof the di~ging' operations and after the increments of WID (see 3.7)have been weighed, In taking moisture content sub-samples of soil contain­ing coarse rock fragments, neglect rocks larger than 80 mm if these arepredominantly non-absorbent and in surface dry condition.

3.9 After checking for punctures, and taking care to remove all wrinkles,spread the plastics film properly into the cavi ty thus formed. Replace thepointer gauge bar.

3.10 Fill the cavity covered with plastics film with water to the preciselevel of the pointer as set for the initial volume measurement i see Note Iunder 3.5). When delivering water to larger test cavities from calibratedtanks, run an exact number of Iitrcs of water rapidly into the film-coveredcavities, from a larger tank equipped with a delivery hose capable of supply­ing the bulk of the water in a relatively few minutes. A smaller tank maythen be used for slowly bringing the water level to the tip of thepointer gauge and for obtaining the required accuracy of the volume

-Methods of test for soils: Part II Determination of moisture content (first revision ).

7

IS J 2720 ( Part xxxm )• 1971

measurement. While filling, loosely support the sheet away from the wallof the cavity and allow the rising water to form the film to the shape of thecavity and the ring. Check for leaks (Set Note 2 under 3.5). Themeasured volume of water used is the final reading ( V,) for the test.

3.11 The steps given in 3.1 to 3.10 complete the work specifically requiredat the test site to determine the in-place density.

3.12 If a soil contains particles larger than a given size and only thedensity of the material smaller than this size is required, proceed asin 3.12.1 to 3.12.3.

3.12.1 Sieve the material excavated from the cavity. Determine theweight Wr and volume Vr of stones retained on the sieve.

3.12.2 The volume Vr of the stones in the sample may be determineddirectly by displacement of water from a graduated flask or syphon canfrom which the overflow can be accurately measured or by weighing thestones, or by weighing the stones in air and water, calculating theirspecific gravity (see Note) and determining their volume by dividing theirweight by their specific gravity.

NOTE - For construction control, -th e volume of stones need not be measured everytime a test is made. From the experience gained after a number of successive tests, Ifit is found that the specific gravity of stones from particular source is constant, a SUIt­able value for the specific gravity may be assumed and the volume computed byobtaining the weight of stones in a wet surface-dry condition and dividing the weightby the assumed specific gravity of the stone.

3.12.3 Calculate the dry density 'Y of the soil from the formula:II

W",- Wr"(II = -------- - w

(V-Vr)(1+ 100)

where

Ww = total weight of the material excavated to form thecavity,

Wr = total weight of the portion (stones) of the excavatedmaterial retained on a given sieve,

V = volume of the cavity,

Vr = volume of the stones in the excavated material retainedon the given sieve, and

w = moisture content of material finer than the given sievedetermined in accordance with IS: 2720 (Part 11)­1969· .

• Methods of lest for soils: Part II Determination of moisture content (first rtvisiOIl).

8

IS : 2720 ( Part XXXIII) • 1971

If there is a large proportion of stone in the sample, the calculateddensity value for the fraction pa~sing the given sieve may lack physicalsignificance.

4. CALCULATIONS

4.1 Calculate the volume of the cavity V from the formula:

V = V,- Vi

where

4.2

4.3

V, = final volume reading (sec 3.10), and

Vi =-.0 initial volume reading ( see 3.5).

Calculate the wet density of the ~oil y from the formula:

W'"" -=- --I V

where

W", = weight of the wet material from the cavity (sec 3.7 ),and

V = volume of the cavity (see 4.1 ).

Calculate the dry density of the soil y from the formula:d

_ yx 100Yd - (IOO-tw)

where

y = wet density of the soil (sec 4.2), and

tv = the moisture content in percent of tlw soil determined inaccordance with IS: 2720 (ParI TI )-I%l)· (seealso 3.8.1 and 3.12).

5. REPORTING OF RESULTS

5.1 The results of the test shall be suitably reported and the report shallspecifically mention ~bo':t th~ following: A recommended proforma for therecord of test results IS given III Appendix A:

a) The date of the test,

b) The test location,c) The elevation of the test,

d) The soil description,

('J TIlt" method used,

*:\l p thods uf trst for soils: Part rI Determination of moisture content ( lirs/ reuision ];

9

Test No.:

Elevation of test location:

IS: 2720 (Part XXXIII) -1971

f) The fraction of the soil for which the density has beendetermined, and

g) The dry density in kg/m3 to the nearest 10 kg/m3 or in g/cm3 tothe second place of decimals.

APPENDIX A( Clause 5.1 )

DETERMINATION OF DENSITY OF SOIL IN-PLACE BYRING AND WATER REPLACEMENT METHOD

Project:

Date:Test location:Soil description:

Fraction of soil for which density is determined:

DETERMINATION OF VOLUME OF CAVITY

Initial volume reading ( with ring Final volume reading ( with ringonly) Vi and cavity) VI

IInitial Final

IDifference Initial Final Difference

reading reading V, reading reading V,

Volume of cavity V = VI - Vi

] )ENSITY OF OVERALL MATERIAL

No. of container

--~--- - ---

Weight of container + wetmaterial

._----- ------ -Weight of container

-~_.~---' 1----~--- - ------ -----

Weight of wet materialI

10

Total weight of wet material = Ww

IS: 2720 ( Part XXXIII) 1971

Moisture content of portionfor which density is deter­mined, IV pcrcen t

Volume of cavity - I'

Wet density

Dry density

y= H'.,V

I no y

( IUU-i-u')

GRADATION OF FXC:AVATEll :'Il.l\ll'RIAL

IS Sieve Size (mm )

Perccn t retained

100

Size

no

(;ladatioll of stoneslargr-r than 100 mill

Percent oftor.i! mater i.d

11

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