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IS 9451 (1994): Guidelines for lining of canals inexpansive soils [WRD 13: Canals and Cross Drainage Works]

REAF;:IRM(O~OO ~",. .. -AI

IS 9451 : 1994

~m~ if~~ arrnr~ efi if11Tm f~T;a­

(~~T Tf~T~)

Indian StandardGUIDELINES FOR LINING OF CANALS

IN EXPANSIVE SOILS

( Second Revision )

"'It

© DIS 1994

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO

NEW DELHI 110002

February 1,994 Prle. Groa, 3

AM-ENDMENT NO.1 SEPTEMBER 2000TO

IS 9451: 1994 GUIDELINES FOR LINING OF CANALSIN EXPANSIVE SOILS

(Second Revision)

(Page 2, clause 5.2, Table lA ) - substitute 'swelling pressure' for 'swellpressure'.

( Page 3, clause 6.5, line 7) - Substitute 'Low density polyethylene(LDPE)' for -WPH' .

(Page 3, clause 6.s, line 11 ) - Substitute 'High molecular mass highdensity polyethylene (HDPB-HM)' for-·HDPB-HM·.

(Page 4, Fig. 2) - Substitute 'Cast-in-situ' for 'CIS'.

(Page 4, Annex A ) - Insert C( second revision )' at the end of the title ofIS 3873 : 1993.

(Page 5, Anna A ) - Insert C( fIrSt revision)' at the end of the title of IS4515 : 1993. '

( Page 5, Annex A ) - Substitute the title of IS 11809 : 1993 by thefollowing:

'Lining for canals by stone masonry - Code of practice'.

(WRDt3)

~,Unit, BlS, New Delhi, India

AMENDMENT NO. 2 NOVEBMER 2011TO

IS 9451 : 1994 GUIDELINES FOR LINING OF CANALSIN EXPANSIVE SOILS

( Second Revision )

(Page 1, clause 4.1, para 1, second sentence) –– Substitute ‘Thischaracteristic of swelling and the swelling pressures of expansive soils isattributed to the presence of montmorillonite or combination of montmorilloniteand illite clay minerals in such soils.’ for ‘This characteristic of swelling and theswelling pressures of black cotton soils is attributed to the pressure ofmontmorinolite or combination of montmorinolite and illite clay minerals.’

(Page 1, clause 4.1, para 2, first sentence) –– Substitute ‘The free swellindex and swelling pressure tests should be done in accordance with IS 2720(Part 40) and IS 2720 (Part 41) respectively.’ for ‘The swelling pressure and freeswell index tests should be done in accordance with IS 2720 (Part 40) : 1977 andIS 2720 (Part 41) : 1977.’

(Page 1, clause 4.2.1, line 1) –– Substitute ‘Cohesive non-swelling soil’ for‘They’.

(Page 2, clause 5.2, line 4) –– Substitute ‘IS 10430’ for ‘IS 10430 : 1982’.

(Page 2, Table 1A, Title) –– Substitute ‘Table 1A Thickness of CNSLayer for Canal Carrying Capacity of Less Than 2 Cumecs’ for the existing.

(Page 2, Table 1B, Title) –– Substitute ‘Table 1B Thickness of CNS Layerfor Canal Carrying Capacity of 2 Cumecs and More’ for the existing.

(Page 2, Table 1B) –– Substitute ‘Thickness of CNS Layer in cm (Min)’ for‘Thickness of CNS Materials, cm (Min)’.

[Page 4, clause 7.1] –– Substitute ‘IS 3872, for ‘IS 3872 : 1966’, ‘IS 4515’for ‘IS 4515 : 1993’, and ‘IS 11809’ for ‘IS 11809 : 1993’.

(Page 4, Annex A) –– Substitute ‘IS 2720 (Part 41) : 1977 Methods of testfor soils : Part 41 Measurement of swelling pressure of soils’ for the existing.

(Page 4, Annex A) –– Substitute ‘IS 3872 : 2002’ for ‘IS 3872 : 1966’ and

Reprography Unit, BIS, New Delhi, India

(WRD 13)

type of lining (first revision)’‘IS 10430 : 2000 Criteria for design of lined canals and guidance for selection of

and substitute the following for the existing title:(Page 5, Annex A) –– Substitute ‘IS 10430 : 2000’ for ‘IS 10430 : 1982’

‘Lining of canals by stone masonry — Code of practice (first revision)’.

and substitute the following for the existing title:(Page 5, Annex A) –– Substitute ‘IS 11809 : 1994’ for ‘IS 11809 : 1993’

‘Stone pitched lining for canals — Code of practice (second revision)’.

substitute the following for the existing title:(Page 5, Annex A) –– Substitute ‘IS 4515 : 2002’ for ‘IS 4515 : 1993’ and

‘Lining of canals with burnt clay tiles — Code of practice (first revision)’.

substitute the following for the existing title:

Amend No. 2 to IS 9451 : 1994

1 2

Irrigation Canals and Canal Lining. Sectional Committee, RVD 13

FOREWORD

Thi. Indian Standard ( Second Revision) was adopted by the Bureau of Indian Standards, afterthe draft finalized by the Irrigation Canals and Canal Linings Sectional Committee had beeDapproved by the River Valley Division Council.

Canals excavated in elpansive soils, such as black cotten soil, pose several problems involving.stability of slopes and shape or section. To have economical sections and prevent erosion due todesign velocities, it is necessary to line the canal bed and slopes. Precast cement concrete slabsfor side slopes and in-situ concrete for bed are common types of lining adopted for canals incutting and embankment. However, it is often experienced that the lining materials directly placedagainst the expansive soils undergo deformation by heaving, disturbing the lining and throwingthe canal out of commission. This deformation is traced to the characteristics .or swelling andswelling pressure developed by expansive soils, when they imbibe water in their intra-layers. Adequatethickness of cohesive non-swelling soil ( eNS) material is found to resist swelling pressure andprevent the heaving of underlying soil. From experiments in laboratory and field it is concludedthat deformations may be correlated to the thickness of eNS layer and swelling pressure charac­teristics or expansive soil. This standard Jays down guidelines for the treatment 0(­expansive soil. by introduction of a cohesive non-swelling soil layer of suitable thickness betweenthe expansive soil mass and the linin. material to counteract the swelling pressure and resultantdeformation of the lining material on a scientific basil.

This standard was first published in 1980 and the first revision was taken up in 1985. The secondrevision has been taken up in view of the experience gained during the course of these years in theuse of this standard. The following major changes have been incorporated in this revision:

1) Identification and properties of expansive soil have been referred to the relevant IndianStandard.

2) Instead of three types of treatment only one type of treatment has been provided.3) Modifications have been incorporated in Table 1.

4) Construction procedure for canal in cutting and embankment has been added in detail.

S) Clauses on under-drainage arrangements and joints in lining have been elaborated.

6) Fig. 1 and 2 have been incorporated.

For the purpose of deciding whether a particular requirement of this standard is complied with;the final value, observed or calculated, expressing the result of a test or analysis, shall be roundedoft' in accordance with IS 2: 1960 'Rules for rounding off numerical values (revI8~d)'. Thenumber of significant places retained in the rounded off value should be the lame al that of the­specified value in this standard.

IS 9451 : 1"4

Indian Standard

GUIDELINES FOR LINING OF CANALSIN EXPANSIVE SOILS

( Second Revision)

1 SCOPE

:1.1 This standard lays down guidelines for,lining of canals in expansive soils.

NOTE - Black cotton soils are a type of expan­sive soil.

2 REFERENCES

.2.1 The Indian Standards listed in Annex A arenecessary adjuncts to this standard.

3 TERM INOLOGY

.For the purpose of this standard the definitionof terms given in IS 1498 : 1970 shall apply.

4 GENERAL

4.1 Expansive soils in side slopes and bed ofcanal in cutting or embankment when in contactwith water swell, exerting a swelling pressurewhich may range from 50 to 300 kN/m2 ormore. This characteristic of swelling and theswelling pressures of black cotton soils is attri­buted to the pressure of montmorinolite orcombination of montmorinolite and illite clayminerals. A wide range of properties of expan­sive soils are found in India ( see IS 1498: 1970for identification and properties).

The swelling pressure and free swell index testsshould be done in accordance with IS 2720,( Part 40 ) : 1971 and IS 2720 ( Part 41 ) : 1977.Expansive soil met within the locality has to beanalysed for swelling pressure before decidingthe type of treatment.

.For testing the expansive soil for determinationof swelling pressure the expansive soil specimenshould be remoulded at zero moisture contentto the density obtainable at any time in the yearin the field at a depth beyond 1·0 m (in expan­sive soil). The swelling pressure should bedetermined under no volume change conditionwhen moisture content is increased from zeroto full saturati on level.

4.2 Cobesi,e Non-swelling SolIs (eNS) forTreatment

·4.2.1 They are soils possessing the property ofcohesion of varying degree and non-expanding

.type clay minerals such as illite and kaolinite

and their combination with low plasticity withliquid limit not exceeding SO percent.

4.1.2 Some of the soils which may be consideredas cohesive non-swelling soils are all adequatelycompacted clayey soils, silty clays, sandy clays,gravelly sandy clays) etc, exhibiting cohesiveproperties and containing predominantly non­expanding type clay minerals .

4.2.3 eNS material should be non-swelling witha maximum swelling pressure of 10 kN/m2 whentested in accordance with IS 2720 (Part 41 ) : 1977at optimum moisture content and minimum co­hesion (unconfined compression strength onsaturated compacted soil, remoulded at OMCand compacted to standard proctor density)should be 10 kN/ml when tested according toIS 2720 ( Part 10) : 1991.

4.2.4 If given eNS material is not available,designed mix to produce blended eNS maybe used. The artificial eNS should satisfy allthe requirements of eNS. If stabilized materialis to be used, special mix design needs to beevolved.

4.2.5 Most murums of laterite, laterite type andsiliceous sandy clays exhibit eNS characteris­tics, however some murums may be of swellingtype. Unlike swelling soils, they do not exhibitcracking during summer, nor heaving and sticki­ness during rainy season. Structures constructedon such soil do not exhibit heave though they maysometimes settle. The eNS are generally red,reddish yellow, brown, yellow, white, whitishgrey, whitish yellow, green and greenish greyin colour. Although, several soils containingnon-expanding type clay mineral exhibit eNSproperties, the following range helps in locatingsuch types:

Percent

Clay ( less than 2 microns) 15 to 20

Silt (0·06 mm-O·002 rom ) 30 to 40

Sand ( 2 mm-O'06 mrn ) 30 to 40

Gravel ( Greater than 2 mm ) 0 to 10

Liquid limit Greater than 30, butless than SO

Plasticity index Greater than IS butless than 30

1

6 CONSTRUCTION PROCEDURE

Table 18 Thickness or CNS Layer, CarryingCapacity of 2 Comecs and More

1SH511 JJJ4

S CRITERIA POR FIXING THE THICKNESSOFCNSLAYER

To counteract the swelling pressure and preventdeformation of the rigid lining materials, a eNSmaterial of required thickness depending on theswelling pressure of expansive soil, is sandwichedbetween the soil and the rigid lining material.The thickness of eNS layer should be measuredperpendicular to the surface of expansive soil.

Tbe construction should be carried out in thofoUowina'st.ps:

a) While excavating prevision should bemade for accommodating required thick­ness of eNS layer OD bed and sides. Thesubgradl on which eNS layer is to be laid­should generally not be kept exposed.for more than four days, prior to theplacement of the eNS layer.

b) Serrations should be provided in expan-·sive soil to prevent contact slides betweeneNS materials and expansive soil.

c) Proper moisture should be added to eNSmaterials.

d) eNS materials should be compacted inlayers by appropriate equipment to ensureproper density.

e) eNS on side slopes should be trimmedto the required thickness. The thicknessis measured perpendicular to the surfaceof expansive soil.

f) Suitable canal lining over eNS materiatshould be provided depending on the siteand economy condition.

g) To avoid slipping and rain cuts during therainy season, it is advisable to provideeNS right up to the ground level.

h) In deep cuts eNS material should beprovided not only behind the lining of thecanal but also above the canal prism,all along the excavated surface, so as toprevent large scale heaving above thecanal level. The eNS material abovethe canal prism may be of lesser thick­ness, say IS to 20 em, However, full \design thickness behind the lining shouldbe continued at least 100 em above thetop level of the lin ing (illustratoryarrangement shown in Fig. 1 ).

j) The stability of the slopes, particularly in .the case of cuts, is very adversely affectedby rain water finding its way into thetension cracks and exerting hydrostaticforce on the slipping mass of the soil.Covering the surface of the slopes by­eNS materials and proper surface drai­nage will reduce the chances of rain waterfinding its way into the cracks.

k) It is necessary to stack the excavated soilaway from the cuts to prevent it inducing.slips by surcharge.

6.2 Canal In Embankment

The construction should be carried out in thefollowing steps:

a) Proper moisture should be added to eNS ·material and expansive solI.

ThlckDel1 of eNS Layer 10em ( Min),..-__- J.... __

Swell Pressure Swell Pressure MoreSO·IS0 kN/m' Than ISO kN/ml

60 7550 60

40 SO30 40

1'4·20'7-1°4

0'3·0'70°03-0'3

DischarleIn Camec.

Swelling Pressure Thickaess 01 eNSof Soil Materia Is

kN/nl l em ( Min)

SO to 150 7S

J50 to 300 8S300 to SOO 100

NOTE - However, optimum thickness of eNSmaterials needs to be determined for differentswelling pressures by actual experiments both infield and laboratory; if required.

5.1 Thickness of eNS materials is related toswelling pressure and the resultant deformation,the permissible deformation being 2 em.

5.2 Guidelines for choosing the thickness ofeNS materials required for balancing thedifferent swelling pressures is given in Table 1.Slopes should be in accordance withIS 10430 : 1982.

Table JA TblckDessor eNS Layer, CarrylDICapacity Less Tban 2 Camees

6.1 Canal in CuttlDI

6.1.1 Long deep cuts in expansive soils shouldbe avoided and where possible a detour shouldbe considered.

In cutting special care will be necessary tocompact the eNS materials against the excavatedsurface of the cuts. The material should bespread uniformly in their horizontal layers ofspecified thickness ( IS em thick). Care also isnecessary in obtaining a good joint between thetwo materials. by thoroughly wetting tho excavat­ed surface, 10 as to avoid slips at the junctionplane.

2

C tUNING

seC'nON IN FULL CUITING

SECTION IN FULL EMBANKMENT

C C LINING lSERVICE ROAD--!

BLACK C01'TON SOIL

eNS

eNS

FlO.

b) Expansive soil and eNS material aboveground level should be compacted simul­taneously, in layers, with appropriateequipment to ensure proper density.

c) The eNS materials in embankment shouldbe laid and compacted in layers simul­taneously with the body of the banks,so as to obtain good compaction and toavoid any slippage plane being developedbetween the two materials. The com­paction of eNS materials should also beto the standard proctor density withoptimum moisture content. It may bedone either with sheep foot rollersor 8 to 10 ton ordinary rollers.

d) Provision of surface drain and internaldrainage filter should be made to minimizeexternal/internal erosion. A rock toewith inverted filter may be provided ateither end of canal bank.

e) Special care is required to be taken toprovide internal drainage for the banks,having bed filling of 2 metres or more. Asand blanket is spread on the base of thebank and rockfills with regular invertedfilters are also necessary at the outer toes.

f) For both the cuts and banks, pavedsurface drains should be provided at theberms, etc, to avoid erosion of the finishedsurface. As far as possible, water fromthese drains should be drained away fromthe canal.

g) The drainage properties of the eNSmaterial itself need to be given dueconsideration as water locked up in thissaturated layer is likely to cause porepressures on the lining during canal draw­down conditions.

h) Murum ( gravelly soil) material on outerslopes of canal embankment should betrimmed to the required thickness. '

3

j) To protect outer slopes from erosion,proper turfing should be used.

6.3 Similar procedure should be followed forcanals in partial cutting and embankment.

6.4 Pride

6.4.1 The problem of effectively compacting thesubgrade for side lining on slopes is very impor­tant in case of black cotton expansive soil zone incutting or embankments, where backfill of eNS·material is required to be placed for the sidesand bed, in addition to design thickness. Twentyem or so ( perpendicular to side slope) of extrapride may be provided and compacted inhorizontal layers to the required density. Thispride should be removed only just prior to theplacement of lining, thus making a fresh andwell compacted surface available for bedding.

6.4.2 For cutting in soft material where theeNS backfilling is not required the best methodis to leave the cutting 20 em or so undercut( perpendicular to the canal .slope ) and removethis undercut only just prior to the placementof concrete lining. Similar procedure may beadopted in case of cutting in hard strata.

6.5 Use of Polyethylene Sheets Below ConcreteLiDlo,

The use of polyethylene sheet below concretelining could be either for achieving better ulti­mate imperviousness of the lining as a whole orit may be used only for limited purpose as anassistance, during construction, for avoiding thecement slurry from concrete escaping in thesubgrade below. Use of LDPE sheets 200,gauge ( 50 micron) is to achieve only the latter'limited purpose. If overall imperviousness isproposed to be achieved, it would be necessaryto use HDPE-HM sheet of sufficient thickness.streDlth, toughness and durability.

'IS '451 : ItH

7 LINING

7.1 The lining may be cement concrete( IS 3873 : 1993), burnt clay tile (IS 3872:1966), stone pitched ( IS 4515: 1993), stonemasonry (IS 11809: 1993) or lime concrete-( IS 7873 : 1975 ).

:8 UNDER DRAINAGE ARRANGEMENTSAND JOINTS IN LINING

-8.1 The drainage properties of eNS materialitself need to be given due consideration aswater locked up in this saturated layer is likelyto cause pore pressure on the lining during-canal draw down conditions. To release the,same if holes are provided for drainage in-concrete lining, care will have to be taken toprovide inverted filters at the back of the holes-so as to avoid the eNS material being washedaway by fluctuating water levels in the canal.

G I PIPE

CANAL BED

c ,s. C C LINING

C N SLAYER

Suchdrainage holes are, however. not advocatedfor general adoption,

8.2 It is recommended to provide regular drainagearrangements using porous concrete sleepers,7·7 em x 20 em with SO mm perforated 0.1.pipes at 3 m centre to centre comins out throughthe sides of the lining. Two porous concretesleepers on either side of the bed. below the sidemay be provided. 'A 50 to 7S mm thick sand matbelow the bed and side cast in-situ lining ( belowthe polyethylene sheet) should be provided.

Where the sand mat is not economically feasibleadditional porous concrete sleepers may insteadbe provided at right angles to the longitudinalrails ( along the cross section of the canal) at3 m centre to centre. The porous concretesleepers have to be encased in filter material.

An illustratory arrangement is shown in Fig. 2.

BOTTOM POROUS CONCRETE SLEEPERCAST IN SITU ON EITHER StOES OFCANAL BED G I PIPE RESTED ovsn'RAILS

d THICKNESS OF CIS C C LINING

d 1 THICKNESS OF eNS SOlc-BEtOW'OS LINING1NEXPANSIVE SOl L

FIG.2 ILLUSTRATORY DSTAIL OP BOTTOM RAILS

ANNEX A( Clause 2·1 )

IS No.

1498 : 1970

2720( Part 10 ) : 1991

2720( Part 40 ) : 1977

Title

Classification and identifica­tion of soils for generalengineering purposes (firstrevision)

Methods of test for soils :Part 10 Determination ofunconfined compressivestrength ( reviled)

Methods of test for soils:Part 40 Determination offree swell index of soils

IS No.

2720( Part 41 ) : 1977

3872 : 1966

3873 : 1993

4

Title

Methods of test foro soils:Part 41 Determination ofswelling pressure of soils

Code of practice for liningof canals with burnt claytiles

Laying cement concrete!stone slab lining on canals ­Code of practice

IS Ni'.

4515 , 1993

'873: 1975

Title

Code of practice tor stonepitched linins for canals

Code of practice for limeconcrete lining for canals

5

IS No.

11809 :1993

10430 : 1982

IS 9451 : IH.t.

Tit/_

Code of practice for liningof canals by masonry

Criteria for design of linedcanals and guidelines for­selection of type of lininl

Bareaaof ladl•• Sta.gra

BIS is a statutory .institution established under' the Bur,au o/llIdla" Bfa_rill .Act', 19M topromote harmonious development' of the activities of stan~rdizatioD. markinl and qualitycertification of goods and attending to connected matters in the country.

COPJrlaht

DIS has a copyright of all its publications. No part of these publications may be reproduced inany form without the prior permission in writing of DIS. This does.not preclude, the free UIe, inthe course of implementing the standard, of necessary details, such as symbols and sizes, type orgrade designations. Enquiries relating to copyright be addressed to the Director ( Publications ). 81S.

Review of Indian Standards

AmeD~ents are !f.s~ed .to standards as the nee~ arises OD the b~sis of comments. Standards ~re

also reviewed perIodIcally; a standard along wIth amendments IS reaffirmed when such a reviewindicates that no changes are needed; if the review indicates that cbanges are needed, it is tAkeDup for revision. Users of Indian Standards should ascertain that they are in possession of tholatest amendments or edition by referring to the latest issue of 'BIS Handbook' and 'StandardsMonthly Addition'.

This Indian Standard has been developed from Doc: No. RVD 13 ( 49 )

Am,admeDtl laaed Slnee PabUeatioD

Amend No. Date of Issue

BURBAU OF INDIAN STANDARDS

Text Affected

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