इंटरनेट मानक - Rajasthan · particular canal is given in IS 10430 : 1982...

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”


है”ह”ह

IS 3873 (1993): Laying cement concrete/stone slab lining oncanals - Code of practice [WRD 13: Canals and CrossDrainage Works]

IS 3873 : 1893REAFFIRMED

~/ 1nnl

~ ~ ~G Cfim/~~ ~ m ~ 3ffif~

~T--URr~

( F''U ~~Q( )

Indian Standard

LAYING .CEMENT CONCRETE/STONE SLABLINING ON CANALS - CODE OF PRACTICE

( Second Revision)

UDC 626·823-914: 006

I) DIS 1993

BUREAU OF INDIAN STANDARDSMANAIC BHAVAN, 9 BAHADUR SHAH ZAFAR MARO

NEW DELHI 110002~:? ",'

July 1993 Prlee G....,4

AMENDMENT NO. 1 SEPTEMBER 200~

TOIS 3873: 1993 LAYING OF CEMENT CONCRETFJ

STONE SLAB LINING ON CANALS - CODE OFPRACfICE

( SecorulRnUIon)

( Ptlge 1, cloue 2, References ) - Insert the fol1owill8 It the appmprilteplace:'

CIS 9698: 1995 UniDg of Clnals with polyethyleae film - Code of praclice, (flnl ~ision)'

( P4,e 4, claUM! 5.5, J'GrG 1, lina 26 to 30 ) - Substitute 'For )Iying ofpolyetbyleDC film., lefc~nce may2be made to IS 9698t for 'The fonowingproperties _.••.••••••9.5 N/mm '.

( Page 4, Nole) - Delete.

(WRD13 )

Irrigation Canals and Canal Linings Sectional Committee RVD 13

FOREWORD

This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized bythe Irrigation Canals and Canal Linings Sectional Committee had been approved by the RiverValley Division Council.

This standard was first published in 1966 and subsequently reviled in 1978. This second revisionhas been made in view of the experience gained during the course of these years in use of thisstandard. In this revision the scope of standard has been enlarged so as to cover precast cement'concrete tiles/stone slabs. The text has been updated by making reference to latest version ofstandards.

• J Lining of canals is considered an important feature of irrigation projects as it not onlyminimizes the loss of water due to seepage but also results in achieving considerable economy inthe use of cultivable land which would otherwise be prone to waterlogging due to rise in watertable. Further, the water thus saved can be usefully employed for the extension and improvement of irrigation facilities. Lining of water courses in the area irrigated by tube wells assumesspecial significance as the pumped water supply is relatively more costly.

Lining of canals permits the adoption of high velocities resulting in proportionate savings of thecross-sectional areas of the channel and land width required with corresponding saving in thecost of excavation and masonry work, which may in certain cases offset completely the extra

. cost of lining. Also, the lining ensures stability of channel sections thereby reducing themaintenance cost. Lining of canals in erodible soils helps in maintaining regime. Lining preventsrodents and other burrowing animals from digging holes in the embankments and causing canalbreaches. The benefits that accrue from lining canals generally justify the initial capital cost andbecause of this there is now better appreciation of the need for lining on canals.

Judicious selection of serviceable and economical lining at the first instance and subsequentlyproper execution of the work while laying the canal lining reflects considerably in achievingoverall economy in the project. Guidance with regard to the selection of canal lining for anyparticular canal is given in IS 10430 : 1982 'Criteria for design of lined canals and guidelinesfor selection of type of lining'. However, having once decided to adopt lining in any particularcanal, this standard would give necessary guidance in laying cement concrete ( cast In-situ andprecast) and stone slab lining.

IS 3873 : 1993

Indian Standard

LAYING CEMENT CONCRETE/STONE SLABLINING ON CANALS - CODE OF PRACTICE

( Second Revision)

3384 : 1985

1128 : 1974

3622 : 1977

9451 : 1985

3.2 ConsolidationThe gradual reduction in volume of a soilresulting from an increase in compressivestresses.

3.3 Construction Joint

A joint occurring in a structure composed ofhomogeneous material, such as earth or concrete, along a plane or surface formed bycessation of placing of material for a time, suchas overnight or for several days.

3.4 Expansion Joint

A joint provided in exposed members betweenfixed points to permit vertical movement wheredifferential settlement is anticipated.

3.5 Lip Cutting

Cutting of the extra width provided at the innerface of the bank under compaction to allow forany lapses in compaction due to the inability ofsheep-foot rollers to cover the edge of the bankresulting from the safe limits set by differentoperators of compaction machinery.

3.6 Slip..l.orm

A steel plate provided at the leading edge of theslip-form machine, extending across the bottomand up the slopes of the canals to form thefinished surface of the lining.

3.7 SubgradeSpecially prepared canal profile for placementof lining.

4 PREPARATION OF SUBGRADE4.1 Expansive SoilsThe detailed position in this regard is given inIS 9451 : 1985.4.1.1 If the expansive clay is in thin layers orin small pockets in an otherwise suitablesubgrade it should be over-excavated andreplaced with a suitable non-expansive soil andcompacted suitably.

4.2 Preparation of Subgradc Consisting of RockThe subgrade in rock should be excavatedto the required cross section. Over excavation

10466 : 1991

4558 : 1983

10430 ; 1982

TitleCode of practice for plain andreinforced concrete (thirdrevision)Specification for linestone( slabs and tiles) (first revision)

2720 Methods of test for soils:( Part 7 ) : 1980 Part 7 Determination of water

content--dry density relationusing light compaction ( secondrevision)Specification for bitumenprimer for use in waterproof-ing and damp-proofing (firstrevision)Specification for sandstone(slabs and tiles) (first revision)Code of practice for underdrainage of lined canals (firstrevision)Guidelines for lining of canalsin expansive soils(first revision)Criteria for design of linedcanals and guidelines forselection of liningSpecification for precastcement concrete tiles for canallining (first revision)

3 TERMINOLOGY

3.0 For the purpose of this standard, thefollowing definitions shall apply.

3.1 Compaction

The densification of a soil by means ofmechanical manipulation.

The Indian Standards listed below are necessaryadjuncts to this standard:

IS No.

456 : 1978

1 SCOPE

This standard covers lining on canals usingplain cement concrete in-situ/precast and stoneslabs.

2 REFERENCES

1

IS 3873 : 1993

in rock is generally unavoidable and should beminimized by using wedging and barringmethods, for final dressing.4.2.1 Over-excavation in hard strata havingside slopes more than 1 : 1 beyond the profileline may be backfilled with gravel and aggregate,large aggregate forming the bulk of backfillwith smaller aggregate filling the voids and alayer of pea gravel as binding material. The bedmay then be compacted with road rollers andsides with rammers to form a firm backing forthe lining.For over excavation in hard strata having sideslope less than 1 : 1, beyond the profile, thebackfilling may be suitably done with chipmasonry or lean concrete. However, for bed thebackfilling may be done with properly compacted murum. Over excavation up to 5 em may bebackfilled. If over excavation is up to 10 cmlean concrete may be used. Beyond 10 cmbackfilling with chip masonry is preferable.4.2.2 For slip-form paving, over excavation upto 10 to 15 cm may be required. Such overexcavation may be backfilled with selectedmaterial and compacted at optimum moisture.The material selected should be machinetrimmable and be gravel/stone-free earth.

4.2.3 Tolerance in ExcavationExcavated profile provides the final base for thelining and the tolerance should be comparableto those required for paving.

Departure from established alignment:

± 20 mm on straight section,± 50 mm 011 tangents, and± 100 mm on curves.

Departure from established grade:± 20 mm.

4.3 Preparation of Subgrade Consisting of Soil

The subgrade should be prepared, dressed androlled true to level and according to the required cross-section of the canal to form a firmcompacted subgrade for the lining.

4.3.1 In other than predominantly sandyreaches where the dry bulk density of thenatural soil is not less than 1·8 g/cm8 , initialexcavation should be done up to about 30 emabove the final section and the cutting to finalshape should be done immediately beforelining.4.3.2 For checking the uniformity of side slopes,sample proftles at an interval of about 20 m, instraight reaches and 10 m in curved reachesshould be made. Concrete templates of suitable size should be laid on the sample profiles.To begin with the top and bottom of the sidetemplates should be fixed with reference to the

2

established centre line of the canal and thecorresponding design levels. For verifying theslope of the templates representing the sampleprofiles the diagonals of the cross-section ofcanal, between the two opposite side templatesare checked. After laying the templates to thecorrect profile a cord should be stretched overthe two templates (representing the sameprofiles) and run along the slope till the surfacebetween the two profiles is properly levelledand dressed from top to bottom.4.3.3 [f at any point material of prepared subgrade has been excavated, beyond the neatlines required to receive lining, the excessexcavation should be filled with graded filtermaterial compatible with subgrade material andthoroughly compacted in accordance with 4.3.5and 4.3.6.~.3.3.1 When partial filling of an existing canalIS necessary to adequately reduce the crosssectional area to that required for lined canal,the fill should be placed and suitably compactedto avoid its settlement and rupture of the lining.

4.~.4 To cover up any lapses in the compactionof the inner core of the banks near the edgesand to allow sufficient width for a labourer towork conveniently a lip cutting width of not lessthan SO em horizontally should be provided.Depending upon the nature of soil and the sideslo~es of the canal, the lip cutting width maybe In the range of 50 to 100 em. For canals inembankment it should be ensured that onemonsoon is passed for proper consolidationbefore lining is done.

4.3.5 Compaction of Subgrade PredominantlySandy Reaches4.3.5.1 BedThe compaction of the bed should be done byover-saturating the bed by flooding it with waterbefore lining is laid.

4.3.5.2 SidesThe compaction of sides should be done byover-cutting the subgrade by 15 em andrefilling it with lean mortar with adequatequantities of lime or cement or by vibrocompactors.

4.3.6 Compaction of Subgrade in Other thanPredominantly Sandy ReachesAll compaction should be done at optimummoisture content in layers not more than 15em thick to obtain a dry bulk densi ty of notless than 95 percent of the density at optimummoisture content obtained in accordance withIS 2720 ( Part 7 ) : 1980.

4.3.6.1 Where the dry bulk density of thenatural soil is equal to or more than 1·8 g/ems,

IS 3873 : 1993

NOTE - If surface deterioration in freezing climateis expected, these thick.iesscs may be increased. Thelir.i.1g will not be subjected to external hydrostaticca I th pressures or uplift caused by expansive claysor frost heave,

4.5.1 Before spraying crude oil, subgrade shouldbe perfectly dry, clean and free from dirt. andcrude oil should be allowed to penetrate thesubgrade surface. Bitumen should be heatedto a temperature of 175°Cand appiled to thesubgrade by a suitable sprayer. Immediatelyfollowing the application of bitumen, dry sandshould be uniformly spread. Lining should bestarted 6-12 hours after spraying.

5 LAYING OF IN-SITU CONCRETE LINING

S.O The concrete used for lining should bedesign mlx concrete of grade M 10 or M 15 andshould conform to requirement of IS 456:1978.

• I. • • , ••••

S.1 Slump

For hand-placing and for placing with lightmachines where concrete is screeded frombottom to the top of the slope, the consistencyshould be such that the concrete will barelystay on the slope. A slump of 60 to 70 mmshould be generally allowed. For heavier,longitudinally operating slip-form machines, aslump of 50 mm at the laying point should beused. To have a close control of consistencyand workability of the concrete, the slumps ofconcrete should not vary more than 20 mmwhich would, otherwise, interfere with theprogress and quality of the work.

5.2 Thickness

The thickness of lining should be fixed depending upon the nature of the canal requirement,namely, hydel channel or irrigation channel,full supply depth and channel capacity. Hydelchannel should have a greater thickness thanchannels meant for irrigation because of drawdown effects and where closure for repairsmay not be usual. Deeper channels should havegreater thickness than shallow depth channels.Minimum thickness of canal lining based oncanal capacities are given in Table 1.

Table 1 Thickness of In-Situ Concrete Lining

the procedure described in 4.3.1 should befollowed.

4.3.6.2 BedWhere the dry bulk density of the natural soilis less than 1·8 g/cm 3 and the subsoil water isnear the subgrade, the consolidation should bedone by under cutting the bed by 7·5 em andthen ploughing up to 15 em below the subgrade level. The loosened soil should then berecompacted with sheep foot rollers or othersuitable devices.

Where the subsoil water is low, requiring nodewatering and the dry bulk density of thenatural soil is less than 1·8 g/cm8, the consolidation should be . done by digging the canal upto subgrade level and after loosening the earthbelow subgrade up to 15 em by disc harrows,or ploughing and compacting the same to adepth of 11 em. After that, the second layerof IS em of earth should be laid over thecompacted layer by taking earth from lip cutting and compacting this to a depth of 11 em.The compacted layer of 7 em above the subgrade level should be removed and the subgradebrought to design profile before laying thelining,

4.3.6.3 SidesConsolidation on sides should be done, bymanual labour or suitable compactors to adepth of 30 em to obtain a minimum dry bulkdensity of not less than 90 percent of thedensity at optimum moisture content.

4.4 1JnderdrainaReFor a lined canal where the ground water levelis higher or likely to be higher than water levelinside the canal so as to cause damaging differential pressure on the linings; or where thesubgrade is sufficiently impermeable to preventfree drainage of the underside of lining in caseof rapid draw down, underdrainage should beprovided in accordance with IS 4558 : 1983.

4.5 Anti-salt Treatment

Soil in all reaches should be tested for saltcontent before the lining is started. Wherethe salt content is over 1·00 percent or sodiumsulphate is over 0·36 percent, the subgradeshould be first covered with about 2 mm thicklayer of bitumen obtained by evenly sprayingbitumen at a rate of about 2·35 kg/mi. To geta good bond between bitumen and soil, crudeoil at a rate of 60·5 lit/m" should be sprayedover it in advance of spraying bitumen. Incase such a situation is encountered only insmall packets the replacement of subgrade upto a suitable depth by suitable earth fromadjoining reaches should be considered, ifeconomical.

3

Capacity ofCanal

(I)(cumecs j

0-55-50

50..200200-300300·700

Depth ofWater

(2)m

0-11-2.S

2-5.4'54 5·6·56'5-9-0

Thickneu ofLining

(3)mm

SO~60

60-7575-10090·100

120.150

IS 3873 : 1993

5.3 Tolerance in Concrete Thickness, Alignmentand Grade

a) Departure from estab- ± 20 mm on stra-lished alignment ight reaches

± 50 mm on partial curves ortangents

b) Departure from estab- ± 20 film onlished grade small canals

c) Variation in concrete, ± 10 mm provi-lining thickness ded average

thickness is notless than specified thiokness

5.4 Mimi

Concrete should normally be mixed in a mechanical mixer.

~.5 Placing ,

Placing of concrete should not be started untilall formwork, installation of parts to be embedded and preparation of surfaces upon whichconcrete is to be laid have been completed.All absorptive surfaces against which concreteis to be laid should be moistened thoroughlyso that moisture will not be withdrawnfrom freshly placed concrete. The surfaceshowever, should be free from standing waterand mud and 1: 3 cement slurry shall bespread over the moist subgrade before placingconcrete to prevent absorption of water from'concrete making it spongy. A plastic membrane of low density polythene film of suitablethickness may be used below the concrete lining in sides and in beds where the subgrade ofthe lining is of pervious materials like murumetc so as to prevent absorption of water insUbgrade from green concrete, during placement on the subgrade. The approved film is tobe laid on the neatly w~J1 dressed subgrade, andfixed in the subgrade so as to prevent displacement during the placement of the concrete.The use of polytheue sheets is for achievingbetter ultimate imperviousness of the lining asa whole. The following properties of L. D. P. E.film are given as guidelines with deviation tothe extent of ( plus or minus) 10 percent.

1) Tensile strength 17·5 N/mml

2) Tear resistance 9·5 N/Jnm2

NOTE - Till better materials are developed, use ofLOPE fllm of appropriate strength and resistanceagainst slippage of tunnel may beadopted as a secondline of defence against embankment failure and a~ aseepage barrier parttcularly in high capacitychannels of relatively bigger depth.

In case fil ter material is to be pi ovided oversubgr adc to take care of differential .hydro~ta

tic pressure and draw-down in canals, designsof coarse filter material blanket immediately incontact with lining would be necessary. Tomake such filter blanket effective and to preventingress of concrete into it, before placement ofconcrete, polythene sheet should be placed overthe filter blanket. All concrete should be placeddirectly in its' final position within 20 minutesof mixing, Concrete should not be droppedfr. m excessive height and free fall should bekept to a minimum to avoid segregation.Construction should be continued until satisfactory construction joint is made. Concreteshould not be placed faster than the placingcrew can compact it properly.

5.5.1 Hand Placing

Hand placing of concrete should normally beadopted where cheap labour is available.

5.5. t.l Depending upon the construction methodand arr.mgernent of concreting, the sequence ofplacing concrete either on the sides or the bedshould be decided. It is preferable to placeconcrete on the sides first if the concretingequipment and the construction materialslike aggregate, sand etc, are kept on the ca!1albed. This will prevent the bed from gettingspoiled by the subsequent concreting operations for the sides. Other things being equalplacement for bed first should be preferred.

5 5.1.2 The concreting of the sides and bedshould be done in alternate panels. The panelwidth should vary from 2 to 3 m. In no caseshould the panel width exceed more than 3 mas wider bays require unwieldy vibrators forcompaction. The constru~tionjoints sh.ould. beeither parallel or perpendicular to the directionof flow. In case the full supply depth is high,construction joints along r'ie direction of flowto divide the length of the panel should beprovided. For this purpose wooden raftersshould be used.

The succeeding panels should be laid at aninterval of one day. If the sloping length is lessthan 2·5 to 3 metres, concrete should be placedin one operation over the entire length. In caseof deeper canals where the sloping length ismore it should be suitably divided (say for alength of about 2 metres) in each alternatepanel so as to prevent appreciable downwardflow of concrete.

The bays/panels should be formed by properform-work of M. S. channels laid all around thebay. The channels should be firmly spiked tothe subgrade so that no movement takes place

4

IS 3873 : 1993

. ~- ;::r:r~...._......,...""'1

FIG. 2 BEU CAST FIRST

5.5.2 Mechanical Placing 0.( Concrete

Concrete for slip-form should be air entrainedto provide a m?re workable and slippable mix.Percentage of air should be as follows:

Maximum Aggregate Air, PercentSize, mm by Volume

1~_ ..FlO. 1 SIDES CAST FiRST

at the time of concreting and vibration. Thedepth of the. M. S. channels should correspondto the required thickness of concrete lining.The concrete should be dumped in the bay frombottom to top and the n spread all over thebay uniformly and to the required thicknessguided by the channels. The spread concreteshould then be compacted properly and thoroughly by means of mechanical or screedvibrators. An improvised plate vibratoroperated by high horse power engine and awinch for moving the vibrator up the inclinedslope should be made use of for proper compaction. When width of panel is less i, e. up to2 m manual operation of vibrators is possibleand may be permitted. In no case the concreteshould be compacted by tamping. The compacted surface should be true to the requiredside slope. Before re-using the channel forms,they should be thoroughly cleaned and wello!led .. Care should be taken, while placing andvibrating the concrete that, the sub-grade in theadjacent bays does not get spoiled.

Air entraining agents win always be used inconcrete by means of slip-form paving machinefor entraining air.

5.5.2.1 Subgrade guided slip-form

This should be used for lining small to moderate size canals. The slip-form should besupported directly on the subgrade and operatedlungitudinally along it, concrete should bescrecded on the bed along the canal and on thesides from bottom to top.

5.5.2.2 Rail guided slip-form .

They are adopted for larger canals of considering length. Slip-forms supported on rails placedalong both berms of the canals should be operated longitudinally. Concrete should be spreaduniformly on the bed longitudinally and on thesides from bottom to top.

5.6 Finishing

The SUI face of concrete finished against formsshould be smooth and should be free fromprojections, honeycombing and other objectionable defects. Immediately on the removal offorms, all unsightly t idges or lips should beremoved and uidesirable local bulging onexposed surfaces should be remedied by toolingand rubbing. Repairs to concrete surfaces and

5.5.1.3 For bed lining the procedure for layingthe concrete on the canal beds should be sameas that for sid e lining except the operationsspecifically required on sloping SUI faces. Thecompaction should be done by m ans of aheavy screed vibrator moving on the sidechannels.

5.5.1.4 In order to test the effectiveness ofvibration, permeability and strength of concret.ecores at suitable places from the side as well asfrom the bed concrete should be taken.

5.~.1.5 Tn-situ sleepers in case of bed, and precast in case of sides, should be provided underthe joints. The sleepers should be 20 em wideand 15 ern deep. The sleepers should beplaced centrally below the joint. Concreteused for sleepers should be of the same gradeas for lining. Alternatively brick sleepers 225 x150 mm with 1:4 mortar may be used. Concreting near the joints should be done withutmost care so as to avoid segregation andcollection of loose pieces of aggregate along theformwork which may later result in honeycombing.

5.5.1.7 Concreting near the junction of the sideconcrete and b d concreting should be donesuch that both should rest firmly against eachother to resist any back-kick from external hydrostatic forces ( see Pig. 1 and 2). The sketchesindicate the procedure for formation or junctionof the sides with bed depending upon thesequence laying concrete i.e. sides first andvice-versa.

1012·5202540

8·07·06·05·04·5

5

IS 3873 : 1993

additions, where required, should be made bycutting regular openings into the concreteand placing fresh concrete to the required lines.'The chipped openings should be sharp andshould not be less than 70 mm in depth. Thefresh concrete should be reinforced with wiremesh extending to the full depth of the slab andchipped and trowelled to the surface of theopenings. The mortar should be placed in layersnot more than 20 mm in thickness after beingcompacted and each layer should be compactedthoroughly. All exposed concrete surface shouldbe cleaned of impurities, Jumps of mortar or

ta, grout and unsightly stains.

5.6.1 The concrete should be finished to an evenand smooth surface free from pockets, voids orexposed aggregates. This should be obtainedby careful use of a long-handled steel trowel.Any remaining roughness or rough spots shallbe rendered smooth, without any time intervalafter laying the concrete, with cement mortarof 1 : 3 proportion.

S.7 CuringSubsequent to laying of concrete lining andafter a period of 12 hours, the lining should becured for at least 28 days.

5.7.1 Bed Lining

Twelve hours after laying of concrete, smallbunds longitudinal and cross-wise consisting ofearth materials or lean mortar ( I : 15 ) shouldbe laid for 'U height of 8 em for the purpose ofcuring. Water will be kept always ponded inthese bunds for 28 days continuously.

S.7.2 Side LiningThe panel in which concreting is done the previous day should be covered with burlap orempty cement gunny bags.

For the purpose of curing, water tank of 5 000litres capacity should be placed on a platform atthe edge of service road at the rate of onefor 500 m length of lining, which should be keptfilled with water, with arrangement of outletand flexible hose of at least 300 m length.Water should be continuously sprinkled on the ·gunny bags or hessian cloth keeping them wetfor 28 days. Sprinkling shall be done duringnight time also. The curing of side slopes may bedone by constructing masonry drains with weepboles or perforated pipes on the coping at thetop of lining or by sprinklers.

5.8 Surface Drainage

The top of the side lining concrete should bekeyed into the subgrade both in cutting as wellas banking by taking it horizontally for awidth of about 300 mm, This key would preventdirect entry of surface rain water behind the

lining. The top surface of the key should befinished with a downward slope of 1 in 10 or sotowards the canal. A day after completion ofconcreting of all panels between two templates,concreting of key slab should be done.

Concurrently with the curing operation, surfacedrainage arrangement of the bank such as construction of keys, bank surface slope away fromthe lining and construction of longitudinal drainon the outer wedge shall be completed. This isnecessary to prevent surface and subgradeerosion and consequent damage to lining.

S.' Joints

5.9.1 Expansion Joints

These should not be provided except where astructure intersect is the canal. The detailsare given in relevant Indian Standards coveringsuch structures.

S.9.2 Construction Joints

Construction joints form a weak link in the liningand deterioration is generally noticed at suchjoints. Besides joints are potential seepagepoints for the canal water. As such, number ofjoints should be kept to the minimum and greatcare should be taken to obtain well compactedand smooth concrete surface at joints. Toensure a good surface the shuttering should besmooth, cleaned, well oiled and rigidly fixed atsite. Besides different mechanisms for compaction of concrete in lining, tamping with ironbar near the joint surface gives better results.

To cater for initial shrinkage and cracks, concreting should be done in alternate panelsor bays. The panel size for the bed and slopeof the canal should be adopted as given in 5.5.25 em wide L.D.P.E film of 150 micron thicknessshould be placed on the top of sleepers, provided to support construction joints. The top offilm and side of panel should be applied withprinter conforming to IS 3384 : 1985. This sheetacts as an intercepter for seepage through thejoint. In case lining is laid by mechanical paver,PVC water stops are placed at joints along withthe concreting. The water stops in such a caseshould be provided at a spacing not more than 4metres centre to centre.

6 LAYING OF PRECAST CONCREfE TILES/STONE SLAB LINING

6.1 The tile should conform to IS 10646: 1991and stone slab to IS ) 128 : 1974 or IS 3622 :1977 of length 0·45 to 0 90 em, width 0·45 mand thickness 35 to 50 mm.

6.1 The lining should be started only when atleast 3S m length of canals subgrade is 'properlydressed to receive lining. The arrangement

6

for mortar and availability of sufficient numberof tiles/stone slabs should be ensured beforestarting the work.

6.3 The subgrade should then be uniformlysoaked with water without making it slushy toensure that water penetrates to a depth ofabout 300 mm in sandy soil and about 150 mmin other soils. Wetting of subgrade shouldcontinue in advance of laying of tiles sothat soil does not absorb moisture from themortar laid on the subgrade on laying the layerof tiles.

6.4 Single tiles/stone slab profile of liningparallel to central line of the canal should beprepared at suitable intervals. Mortar ( 1 : 3 )should uniformly be spread over subgrade for aminimum thickness of 12 mm and the tilesshould be properly laid in position quickly. Itshould be ensured that vertical joints are completely filled with mortar. The tiles should belaid in bed with their lengths at right anglesto the central line of the canal while on theother side slopes they should be laid parallel tothe central line.

Tiles should be firmly embedded in mortar.Hollows, jf any, should be rectified by relayingdefective portion with fresh mortar. The tilesshould be laid over a minimum of 12 mm thickcement mortar and having aggregate less than6 rom to bring overall fineness modulus lessthan 2. Hollow the joints should be raked andpointed with the same mortar. The thicknessof joint should be 20 to 25 .mm.

6.5 Stone slabs should be firmly embedded inmortar. Hollows if any should -be rectified byrelaying the defective portions with freshmortar.

7

IS 3873 : 1993

6.6 On completion of laying lining shouldbe kept wet by sprinkling water over it tokeep the mortar wetted. On the next day,the surface should be kept wet and jointsshould be carefully wetted. Hollow jointsshould be raked to a depth of 12 rom, loosemortar removed from sides and top of tiles/stone slabs and the joints properly refilled.Loose tiles/stone slab should be removed andrelaid.

6.8 The complete lining should be checked forlevel with wooden templates and spirit levels.

7 SAFETY LADDERS

7.1 Safety ladders should be constructed incanal lining as directed by the engineer-incharge.

7.1.1 Safety ladders consisting of ladder rungsshould be constructed in canal lining about 30 mupstream of the point where the canal enterssome underground structure. In other reachessafety ladders may be provided at a spacing ofabout 300 m; the ladders being provided alternatively on either side.

7.1.2 Ladder rungs should be smooth, roundmild steel bars, galvanized or coated withcoaltar after installation.

7.2 Typical details of safety ladder areillustrated in Fig. 3.

As an alternative to safety ladders steps of rise150 mm, tread 300 m and 1 500 mm wide may beprovided in plain cement concrete of gradeM-IO at a spacing of 300 m centre to centre( staggered) on either side of canal. Details ofthe steps are illustrated in Fig. 4.

'IS 3873 : 1993

ENLARGED SECTION

All dimensions in millirnetres,

FIG.3 DETAILS OF SAFElY LADDERS

SIDE LrNING

gpANSION JOINT"

CANALBED'

. t. PLPE

RAIL

IIIIII

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है”ह”ह

IS 7112 (2002): Criteria for Design of Cross-Section forUnlined Canals in Alluvial Soil [WRD 13: Canals and CrossDrainage Works]

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mpl

Is7112 :2002

Indian Standard

CRITERIA FOR DESIGN OF CROSS-SECTION FORUNLINED CANALS IN ALLUVIAL SOIL

(First Revision)

ICS 93160

t’

0 BIS 2002

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

November 2002 Price Group 4

Canals and Cross Drainage Works Sectional Committee, WRD 13

FOREWORD

This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalizedby the Canals and Cross Drainage Works Sectional Committee had been approved by the Water ResourcesDivision Council.

Among the different types of terrain through which a canal may pass the most common one is the alluvial tract.The cross-section of the canal in alluvial soil, therefore, needs to be designed on considerations of stable andregime flow.

This standard was first published in 1973 deriving assistance from the following publications:

India Central Board of Irrigation and Power. Statistical design formulae for alluvial canal system,1967,

Lacey (G). Sediment as factor in the design of unlined irrigation canals. General report on Q. 20 SixthCongress on Irrigation and Drainage, New Delhi, 1966. international Commission on Irrigation andDrainage,

This revision of the standard has been taken up to incorporate the latest technological changes in this field aswell as to account for the experiences gained during the last three decades.

There is no 1S0 standard on the subject. This standard has been prepared based on indigenous data and takinginto consideration the practices prevalent in the field in India.

The composition of the Committee responsible for the formulation of this standard is given in Annex E.

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, should be rounded off in accordance withIS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in therounded off value should be the same as that of the specified vaIue in this standard.

IS 7112:2002

Indian Standard

CRITERIA FORUNLINED

1 SCOPE

DESIGN OF CROSS-SECTION FORCANALS IN ALLUVIAL SOIL

(First Revision)

This standard covers criteria for design of cross-sectionof unlined canals in alluvial soil.

2 REFERENCE

The following Indian Standard contains provisionswhich through reference in this text, constituteprovisions of this standard. At the time of publication,the edition indicated was valid. All standards aresubject to revision, and parties to agreements basedon this standard are encouraged to investigate thepossibility of applying the most recent edition of thestandard indicated below:

IS No. Title

1S 5968:1987 Guide for planning and layout ofcanals system for irrigation @trevision)

3 DATA REQUIRED

3.1 The following data shall be collected for design ofcanal sections:

a)

b)

c)

d)

Topographic map of area to a scale ofI : 10000 showing alignment of canalcommunication lines (roads, railway, etc) andother features. A contour interval of 2 m inhilly areas and 0.3 m in plains is to be adoptedin the preparation of this map;

Longitudinal section of the ground alongthe proposed alignment to a horizontalscale of 1 : 10000 and vertical scale of1 :100, showing the upstream water levelat point of offtake, bed slope, Lacey’s siltfactor ‘J’ or Manning’s Rugosity coefficient‘n’, side slope assumed, velocity and depth,the discharge for which the canal is to bedesigned in various reaches, sub-soilcharacteristics at every 5 km and alsowherever marked change is noticed, pre-monsoon and post-monsoon ground waterlevels, position of crossings (roads,railways, drainage, etc) and position ofcurves;

Cross-section of the ground at every km; and

Transmission losses.

1

4 DESIGN

4.1 Having determined the canal capacity in variousreaches in accordance with IS 5968 the sectionrequired to carry the design discharge shall be workedout. A trapezoidal section is recommended for thecanal. From the longitudinal section of the groundalong the proposed alignment the average slope of theground shall be determined. This would be themaximum average slope which can be provided onthe canal (for design slope see 4.8)

4.2 Side Slopes

These shall depend on the local soil characteristicsand shall be designed to withstand the followingconditions during the operation of the canal:

a) The sudden draw-down condition for innerslopes, and

b) The canal running full with banks saturateddue to rainfall.

4.2.1 Canal in filling will generally have side slopesof 1,5: 1, for canals in cutting the side slope shouldbe between 1:1 and 1.5:1 depending upon the typeof the soil.

4.3 Freeboard

Freeboard in a canal is governed by consideration ofthe canal size and location, rain water inflow, watersurface fluctuation caused by regulators, wind action,soil characteristics, hydraulic gradients, service roadrequirements, and availability of excavated material.A minimum freeboard of 0.5 m for discharge (Q) lessthan 10 cumecs and 0.75 m for discharge (Q) greaterthan 10 cumecs is recommended. The freeboard shallbe measured from the full supply level to the level ofthe top of bank.

NOTE — The height of the dowel portion shall not be used for

tkeboard purposes.

4.4 Bank Top Width

The minimum values recommended for top width ofthe bank are as given in Table 1.

4.5 Radii of Curvature

The values of radius of curvature of the canal shall bedetermined according to IS 5968.

-----“

IS 7112:2002

Tablel Minimum Values forTop Width of the Bank

(Clause 4.4)

SI Discharge Minimum Bank Top WidthNo. (m’/s)- A

~nsr)ectlon Non-insr)ectioniBank Btik

(1) (2) (:) (T)

i) 0.15 to 7.5 5,0 1.5

ii) 7.5 to 10.0 5.0 2.5

iii) 10.0 to 15.0 6.0 2.5

iv) 15.0 to 30.0 7.0 3.5

NOTES

1 Width between and outside of these limits maybe used when

jw.tilied by specitic conditions.

2 For distributary canals carrying less than 1,5 cumecs and minor

canals, it is generall y not economical to construct a service road

on top of bank as this usually requires more materials than the

excavation provides. [n such cases, service road maybe provided

on natural ground surface adjacent to the bank, however, the

importance of providing adequate service roads where they are

needed should always be kept in view.

3 The banks should invariably cover the hydraulic gradient. The

width of the non-inspection bank should be checked to see that

cover for hydraulic gradient as given in 4.10.1 is provided.

4.6 Berms

Berms along earthen canal are usually provided toreduce bank loads which may cause sloughing of earthinto the canal section and to lower the elevation of theservice road for easier maintenance. Berms are to beprovided in all cuttings when the depth of cutting ismore than 3 m. Where a canal i’sconstructed in a deepthrough cut requiring waste banks, berms should beprovided between the canal section cut and the wastebank. Various other factors may be involved indetermining whether berms should be used and careshould be taken that their use is justified by the resultsobtained. However, the following practice isrecommended:

a )

b)

c)

When the full supply level is above groundlevel but the bed is below ground level, thatis, the canal is partly in cutting and partly intilling berm may be kept at natural surfacelevel equal to 2 D in width (see Fig. 1A)where D is the full supply depth.

When the full supply level and the bed levelare both above the ground level, that is, thecanal is in filling; the berm may be kept atthe full supply level equal to 3 D in width(see Fig. lB).

When the full supply level is below groundlevel, that is, the canal is completely incutting the berm may be kept at the full supplylevel equal to 2 D in width (see Fig. 1C).

4.6. I In embankments, adequate berms may be

2

provided so as to retain the minimum cover over thehydraulic grade line (see 4.4).

4.7 Dowel

Dowel having top width of 0.5 m, height above roadlevel of 0.5 m and side slopes 1.5:1 shall be providedon the service road side between the road and the canal(see Fig. 1).

4.8 Bed Width, Depth and Slope

These shall be designed for the various reaches to carrythe required discharges according to the best prevalentpractice (see Notes).

NOTES

1 A number of methods t’ordesign of unlined canals in alluvium

are in vogue in the country but al I of them have some Iimitations.

The use of such a method which has been applied and proved to

give good results under similar conditions is the best solution.

2 For design of alluvial channels, Lacey’s regime equations have

been in use for nearly four decades. The method of design

according to Lacey’s equation is given in Annex A.

3 Though the Lacey’s equations have been in common use in the

country, it has been long realized that these equations are not

perfect and suffer from certain shorteomings. The mqior diflicuky

experienced in the application of Lacey’s equations is the choice

of the appropriate value of silt factor. Moreover, the divergence

from dimensions given by Lacey’s equation in existing stable

canals has been found significant in many cases. In view of the

necessity for evolving formulae more accurate than Lacey”s but

without sacrificing the simplicity of regime equations, type-titted

equations were evolved which are given in Annex B. Within the

range of data tested, these equations are anticipated to give channel

dimensions which would be nearer to regime conditions. The

regime type-fitted equations recommended for application are not

considered the last word on the subject. It should be fully realized

that further modifications in the equations are possible and

necessary as and when more field observations of stable sites on

the canal systems become available. TIII the use ofthese equations

is recommended since they are expected to yield more accurate

results than Lacey’s and other regime formulae.

Lacey modified his equations so as to include sediment

concentration (Xin parts per million) and size and density ot’the

sediment as detined by its fall velocity (~, in m/s) as additional

parameters affecting the regime dimensions of a stable channel.

These are given in Annex C.

4 Another method of design is by tractive force approach which is

given in Annex D.

4.9 Falls

Having decided on the desirable canal slope and canaldimensions, the water surface and bed lines shall bemarked in the longitudinal section providing fallswhere necessary. Falls may be provided to see that thecanal runs partly in cutting and partly in filling, whichwill minimize construction and operation costs andalso to enable flow irrigation to be provided over aslarge an area as possible.

4.10 Hydraulic Grade Line

When water runs against fill banks the lines ofsaturation slant downwards from the water surface

\

IS 7112:2002

~-BANK WIDTH

M~---- ____ ____ ,.. --,... ’$. .........

I1A TYPICAL SECTION OF CANAL PARTLY IN

CUTTING & PARTLY IN FILLING

FREE BOARD

HYDRAULIC GRADE LINE

FSL

+1~ ‘f’

y?> ; ,.e~ ‘!’..6: MIN COVER . 0.3m

3D

1- B

lB TYPICAL SECTION OF CANAL WHOLLY IN FILLING

0.3m WIDTH

@[n.

ROAD WIDTH

Agy

1--1

/.“/ .

LEAVE 3 m WIDE GAP c+:‘“J- Q;BETWEENTHE SPOIL

@75 m CIC FOR DRAINAGE .> .>

1C TYPICAL SECTION OF A CANAL WHOLLY IN CUTTING

FIG. 1 TYPICAL CROSS-SECTIONS OF UNLINED CANALS IN ALLUVIAL SOILS

through the embankment material. The gradientdepends mainly on the characteristics and relativeplacement of the different types of material in theembankment. For embankments more than 5 m high,the true position of the saturation line shall be workedout by laboratory tests and the stability of the slopechecked. However, the following empirical values forthe hydraulic gradients (horizontal to vertical) maybe used for banks less than 5 m high:

For silty soils 4:1For silty sand 5:1For sandy soils 6:1

4.10.1 The hydraulic grade line shall have a cover of0.3 m. When counter berms are required for thispurpose, top level of the same shall be 0.3 m belowfill supply level and the top width of the same shallbe 2 m for branch canals and 1 m for distributories. Incase of canals in very high tilling a second counterberm may be provided so as to cover the hydraulicgrade line.

4.11 Catch Water Drainage

Effective system of catch water drainage shal I beprovided to prevent damage due to rain.

.. --’

IS 7112:2002

ANNEX A

(Clause 4.8, Note 2)

LACEY’S METHOD FOR DESIGN OF UNLINED CANALS IN ALLUVIUM

A-1 DETAILS OF THE METHOD

A-1.1 According to Lacey, a canal is said to haveattained regime condition when a balance betweensilting and scouring and dynamic equilibrium in theforces generating and maintaining the canal cross-section and gradient are obtained. If a canal runsindefinitely with constant discharge and sedimentcharge rates, it will attain a definite stable sectionhaving a definite slope. If a canal is designed with asection too small for a given discharge and it’s slopeis kept steeper than required, scour will occur till finalregime is obtained. On the other hand, if the sectionis too large for the discharge and the slope is flatterthan required, silting will occur till true regime isobtained. [n practice true regime conditions do notdevelop because of variations in discharge andsediment rates.

A-1.2 On analysis of data from a large number ofnatural drainages and canals running for long, Laceydeveloped relations for determining regime slope andchannel dimensions. He postulated, firstly, that therequired slope and channel dimensions are dependenton the characteristics of the boundary material whichhe quantified in terms of the silt factor (j) defined as:

2.3972f=7 . . . (1)

or

f =1.76~D,0 . ..(2)

where

F = the mean velocity of flow in m/s;

R = the hydraulic mean depth of an existingstable canal, and

D~O= the average particle size of the boundarymaterial in mm.

Thus, in case, the conditions on a canal to be designedare similar to those on an existing stable canal, thevalue off may be determined by use of formula (1)using the observed value of ii and R on the existingstable canal. Alternatively, the value off may bedetermined by use of formula (2) after determiningthe D~Osize of boundary material.

Having determined the value of ‘f’the following threerelationships may be used for determining requiredslope and canal dimensions:

s=0.0003f~

Q% . . . (3)

P = 4.75@ . . . (4]

(J

Q%R = 0.47 —

f. . . (5)

where

S = slope of the canal,

Q = discharge in m3/s,

P = wetted perimeter of the section in m, and

R = hydraulic mean depth in m.

A-1.3 Knowing the desirable values of P, R, the curvesgiven in Fig. 2 may be used for determining thecorresponding canal bed width (B) and depth (D) fora canal having internal side slope of 1/2 : 1 (it isassumed that the canal attains a slope of 1/2 : 1 afterrunning in regime).

i

2

1

FIG. 2 HYDRAULIC CHART OF RELATIONSHIP BETWEEN B, D, R AND P FOR A CHANNEL HAVING INSIDE SLOPE % :1

.- i

k...”!

8m

..No0N

1S 7112:2002

ANNEX B


REGIME TYPE FITTED EQUATIONS FOR DESIGN OFUNLINED CANALS IN ALLUVIAL SOIL

B-1 The regime type fitted equations evolved on India are given in Table 2.the basis of data collected from various States in

Table 2 Regime Type Fitted Equations

(Clause B-1)

S1 No. Hydraulic All India Punjab U.P. Bengal

Parameter Canals Canals Canals Canals

O S(Slope)[email protected] ,

0.00025 I@YM ,

0,00036

(Q)01450

0,0001346

(Q)(’(’” 5

ii) P (Wetted 4.30 (Q)” 5231 7.00 (Q)[) @l 9 3.98 (Q)0s020 5,52 (Q)OJl<~O

perimeter)

iii) R (Hydraulic 0.515 (Q)0340c 0.466 (Q)” 33R9 0,448 (Q)I1.3649 0.438 ((2)[’ ’454

mean depth)

NOTE — In the above equations average boundary condition is taken care of by fitting ditTerent equations to data obtained from different

States and assuming similar average boundarv conditions in a State.

ANNEX C


LACEY’S MODIFIED EQUATIONS FOR DESIGN OF UNLINED CANALS IN ALLUVIUM

C-1 DETAILS

C-1. 1 While Retaining the Equation

q= 0.207@ (c~f’ = 4.75 @) . ..(6)

Lacey gave the following additional equations so asto include the effect of sediment concentration andsize and density of the sediment as defined by it’s fallvelocity on the regime dimensions of a stable canal.

v

E

SIE

where

~=

F=

—— @ x (x.q)~ . ..(7)

#—- ‘2 (x.vs)~ . . (8)

= K (X.Vs)XmZ3

#. . . (9)

discharge intensity in canal in m3/s/mwidth,

mean velocity of flow in canal in m/s,

x=v~ =

E=s=E=

K,, Kz,

sediment concentration in ppm,

fall velocity of sediment in m/s,

mean depth of flow in m,

slope of the canal,

Lacey number

_ Mean depth –= ~, and

– Hydraulic depth

K3 = constants

C-1.2 Lacey did not give any values for the constants.The values of the constants are to be determined onbasis of observed data in various regions before theabove equations can be used for design purposes.

NOTE — On the basis of observations taken on different canal

systems in Uttar Pradesh the following values for the constants

were obtained:

K,=0.60, K2= 1.532, K,=35.56

With thesevalues of the constants,the canal section can be designed

by use of equations 6 to 9. It is, however, felt that these values of

the constants need further veriticatiou on different canal systems

of the country before they can be generally adopted.

... - .-”

6

IS 7112:2002

ANNEX D


TRACTIVE FORCE APPROACH FOR DESIGN OF UNLINED CANALS

D-1 DETAILS

D-1.1 The unit tractive force exerted on bed of arunning canal can be calculated from the formula:

~ = y.R. S. . . . (lo)

where

T = unit tractive force in kg/m2,

Y = the unit weight of water in kg/m3 (usually1000 kg/m3),

R = the hydraulic mean radius in m, and

s = the canal slope.

The permissible tractive force may be defined as themaximum tractive force that will not cause seriouserosion of the material forming the canal bed on alevel surface. The permissible tractive force is afunction of average particle size (DJ of canal bed incase of canals in sandy soils and void ratio in case ofcanals in clayey soils and sediment concentration. Thevalues of permissible tractive force for straight canalhave been given by some authors on the basis oflaboratory experiments but the same can better bedetermined by analysis of observed data on existingcanals. Once this is done this would provide a rationalapproach to the design of secti,on of regime channels,The values of permissible tractive force for sinuouscanals may be reduced by 10 percent for slightlysinuous ones, by 25 percent for moderately sinuousones and by 40 percent for very sinuous ones.

D-1.2 In th is approach, first the sediment concentrationX of the canal flow and the D50size of bed material incase of non-cohesive soils and void ratio of the bedmaterial in case of cohesive soils is determined andfrom these corresponding permissible tractive force shallbe obtained by use of observed data of existing canals,A suitable bed slope is then selected either with referenceto average ground slope along the canal alignment oron the basis of experience and the value of R shall beobtained from equation (10). Knowing the value of R

and assure ing a suitable value of n for the canal,referring to Table 3 as a guide, the average desirablevelocity of flow in the canal maybe determined by using

the Manning’s formula given below:

(11)

Thus the area of cross-section required may bedetermined and knowing R and A the desirable canalbed width (B) or depth (D) maybe calculated.

Table 3 Values of Rugosity Coefficient (n) forUnlined Canals

(Clause D-1 .2)

s] Type of CanalNo.

(1) (2)

Mml-mum

(3)

Normal Maxi-mum

(5)

0.0200.0250,030

0.033

0.0300.0330.035

0.040

0.040

0.050

0,0330,060

(4)

i)

ii)

iii)

iv)

Earth, straight and unijorm:a) Clean, recently completedb) Clean, atter weatheringc) Gravel, uniform section,

clean

d) With short grass, fewweeds

Earth, winding and sluggish:

0.0160.0180.022

0.0180.0220.025

0.022 0.027

No vegetationGrass, some weedsDense weeds or aquaticplants in deep channelsEarth bottom and rubble

sidesStony botiom and weedybanksCobble bottom and clean

0.0230.0250.030

0.0250,0300.035

b)

c)

d)

e)

i]

0.030 0.035

0.025 0.035

0.030 0.040sides

Dragline excavated ordredgeda) No vegetationb) Light brush on banks

Channels not maintained

0.0250.035

0.028

0.050

(weeds and brush uncuo;a) Dense weeds, high as

flow depth

b) Clean bottom, brush onsides

c) Same, highest stage offlow

d) Dense brush, high stage

NOTES

0.050 0.080

0.040 0,050

0.045 0.070

0.080 0.100

0,120

0.080

0.110

0.140

1 For normal alluvial soils. it is usual in India to assume a value

of n = 0.020 for bigger c~als (Q> 15 cumecs) and n = 0.0225for smaller canals (Q< 15 cumecs).

2 A suitable value of n should be adopted keeping in view thelocal conditions and the above values as a guide.

7

1S 7112:2002

ANNEX E

(Foreword)

COMMITTEE COMPOSITION

Canals and Cross Drainage Works Sectional Committee, WRD 13

Orgarrizatimr

Sardar Sarovar Narmada Nigam Ltd, Gandhi Nagar, Gujarat

Bhakra Beas Management Board, Nangal Township, Punjab

Central Board of Irrigation& Power, New Delhi

Central Water & Power Research Station, Pune

Central Water Commission, New Deihi

Consulting Engineering Services (India) Ltd, New Delhi

Continental Construction Ltd, New Delhi

Indira Gandhi Nahar Board, Phalodi

Irrigation Department, Government of Karnatak< Bangalore

Irrigation Department, Government of Maharashtra, Nasik

Irrigation Department, Government of Punjab, Chandigarh

Irrigation Department, Government of Rajasthrm, Jaipur

Irrigation Department, Government of Uttar Pradesh, Lucknow

Irrigation Department, Government of Andhra Pradesh, Hyderabad

Irrigation Department, Government of Haryana, Chandigarh

Narmada & W ater Resources Department, Government of Gujarat,

Gandhi Nagar

Public Works Department, Government of Tamil Nadu, Chennai

Reliance Industries Ltd, New Delhi

Sardar Sarovar Narmada Nigam Ltd, Gandhi Nagar, Gujarat

University of Roorkee, Roorkee

Water and Land Management Institute, Lucknow

Water Resources Department, Government of Orissa, Bhubaneshwar

BIS Directorate General

Representative

SHRJG. L. JAVA(Chairman)

DIRECTOR(WR)

EXECUTIVEENGINEER(Alternate)

SHJUT. S. MURTHY

SHRIMATJV. K. APPIIKOTTANSHRIM. S. SHITOLE(Alternate)

DIRECTOR[BCD N & W & NWS]

DIRECTOR(SSD & C) (A/ternale)

SHRLS. P. SOBTI

DEPUTYPROIECTMANAGER(Alternate)

SHRJP. A. KAPURSHRLT. B. S. RAO (Akernate)

SHRJR. K. GUPTA

CHJEFENGINEER(DESIGNS)

SUPERINTENDINGENGJNEER(GATES)EXECUTIVEENGINEER(CS1) (Alternate)

Cmm ENGINEER(LINSNG& PLANMNG)DIRECTOR(Alternate)

DIRECTOR(D& R)

DIRECTOR(1& S) (Alternate)

CHJEFENGINEER

DIRECTOR(A/terrrate)

CHIEFENGINEERSUPERINTENDINGENGINEER(Alternate)

CHIEFENGINSER(PROJECTS)

DIIWCTOR(ENGINEERING)(Alternate)

SUPERINTENDINGENGINEER(CDO)EXECUTIVEENGINEER(UNJTG) (Alternate)

ENGJIWER-WCHJEF

DR V. K. SAROOPSHRJAWNESHDUBEY(Alternate)

DIRECTOR(CANALS)

CHJEFENGINEER(CD/W) (A/fernate)

SHRJNAYANSJIARMA

PROFP, K. SINHA

CHIEFENGINEER(D& R)

SHJUS. S. SETHJ,Director & Head (WRD)

[Representing Director General (Ex-oflcio)]

Member SecretarySHRSR. S. JUNEJA

Joint Director (WRD), BIS

8

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Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewedperiodically; a standard along with amendments is reaffirmed when such review indicates that no changes areneeded; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standardsshould ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of‘BIS Catalogue’ and ‘Standards: Monthly Additions’.

This Indian Standard has been developed from Doc : No. WRD 13 (312).

Amendments Issued Since Publication

(’b

,:

i

Amend No. Date of Issue Text Affected

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Psinted at Prabhat Otfset Ress, New Delhi-2

.













है”ह”ह

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.


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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. ·...l,:f,;····,,·.;~:~~~~:..~~i:~'?~·













है”ह”ह

IS 10430 (2000): Criteria for Design of Lined Canals andGuidance for Selection of Type of Lining [WRD 13: Canalsand Cross Drainage Works]

REAFFIRMED

2009 IS 10430: 2000

31«R~~ Cf>1~~ l1ftf ~0'S "ij~

31«R~~~~~~

( qfJ 01 ~[ffUT)

Indian Standard

CRITERIA FOR DESIGN OF LINED CANALS ANDGUIDANCE FOR SELECTION OF TYPE OF LINING

(First Revision)

ICS 93.160

© BIS 2000

BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

October 2000 Price Group 6

AMENDMENT NO. 1 AUGUST 2005TO

IS 10430: 2000 CRITERIA FOR DESIGN OFLINED CANALS AND GUIDANCE FOR SELECTION OF

TYPE OF LINING

( FU'st Revision)

[ Page 1, clause 3(r)] - Substitute the following for the existing:

'r) Availability of suitable construction material within economic leads,such as:

1) Cement of requisite quality;2) Building lime of requisite class;3) Flyash for use as pozzolana;4) Suitable clay for manufacture of calcined clay pozzolana;5) Coarse and fine aggregates;6) Soil of suitable quality for manufacture of bumt clay tiles/bricks;7) Pulverized fuel ash-lime and/or clay flyash building bricks; and8) Stones of required size and quality.'

I Page 3, clause 6(a)] - Substitute the following for the existing:

'a) Rigid Lining

1) Stone-pitched lining;2) Burnt clay tile or brick lining;3) Burnt bricks or pulverized fuel ash-lime bricks or burnt clay

flyash building bricks lining;4) Precast cement concrete/stone slab lining;5) Cement concrete tile lining;6) In situ cement/lime concrete lining,7) Stone masonry lining;8) Soil cement/soil cement and flyash lining;9) Shotcrete lining;10) Ferrocement lining, and11) Asphaltic cement concrete lining.

1

Amend No.1 to IS 10430: 2000

[Page 4, clause6(b)(l)] - Substitutethe following for the existing:

1) Geomembrane like High Density Polyethylene (HOPE), Polvinylchloride (pVC), Low Density. Polyethylene (LDPE) with covercomprising layer of bentonite with adequate earth/bumt clay tile brickor pulverized fuel ash-lime brick or burnt clay flyash buildingbrick/precast cement concrete.'

(WRD13)

Reprography Unit, BlS, New Delhi, India

2

Irrigation Canals and Canal Linings Sectional Committee, WRD 13

FOREWORD

This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalizedby the Irrigation Canals and Canals Linings Sectional Committee had been approved by the Water ResourcesDivision Council.

Lining of canals is an important feature of irrigation projects as it improves the flow characteristics andminimises the loss of water due to seepage. The water thus saved can be utilised for the extension and improvementof irrigation. Lining of water courses in the areas irrigated by tubewells assumes special significance as thepumped water supply is relatively more costly. The reduced seepage also prevents rise of the sub-soil watertable and thus reduces the possibility of damage to the adjoining areas by water logging. Further, due toadoption of higher velocities in a lined canal there is a saving in the cross-sectional area of the canal and landwidth required, with corresponding saving in the cost of excavation and masonry works. It helps in retentionof shape of the canal. Lining also results in improvement of command and larger working head for powergeneration.

This standard deals with design of lined canals. However, before lining of a canal is decided, techno-economicjustification for the same should be established. Selection of a particular type of lining should be arrived atbased on materials available and overall cost vis-a-vis saving in seepage and head. Performance data forvarious types of lining shall be collected and consulted before deciding on a particular type of lining.

Only general guidelines with regard to factors influencing the selection of the type of lining are given in thisstandard, for the assistance of the designer. But each project should be individually analysed taking intoconsideration its peculiar features.

This standard was first published in 1982. The first revision has been taken up in the light of the commentsreceived from the Irrigation departments of various states. In this revision functions of lining and various typesof lining have been included. Changes in side slopes, free board, etc, have also been incorporated.

There is no ISO standard on the subject. This standard has been prepared based on indigenous manufacturers'data/practices in the field in India.

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 rounded off in accordance withIS 2: 1960 'Rules for rounding off numerical values (revised)'. The number of significant places retained in therounded off value should be the same as that of the specified value in this standard.

IS 10430: 2000

Indian Standard

CRITERIA FOR DESIGN OF LINED CANALS ANDGUIDANCE FOR SELECTION OF TYPE OF LINING

(First Revision)

2 REFERENCES

1 SCOPE

3 NECESSARY INFORMATION

This standard lays down design criteria for lined canalsand presents guidelines for selection of type of lining.

Climatic and other local conditions;

Thickness of ice formation (if applicable);

Availability of suitable construction materialswithin economic leads, such as:

k) Availability of skilled and unskilled labour;

m) Availability of construction machinery;

n) Cattle traffic;

p)

q)

r)

I) Coarse and fine aggregate for canal lining;

2) Soil for making tiles/bricks; and

3) Stones of required size, specific gravity andsoundness for stone lining.

d) Cross-sections along the canal alignment anintervals not more than 300 m for a uniformterrain and at closer intervals for undulatingterrain. The cross-sections should extend at least10 metres beyond the limits of canal section onboth sides;

e) Road and railway crossings, cart/pedestriantracks, drainage crossings, etc;

t) Nature and quantity of sediment likely to betransported;

g) Profile of soil up to at least half the full supplydepth or I m whichever is more, below the canalbed level along the canal alignment at 500 mintervals. However, if any variation in soil stratais found, the spacing shall be at shorter intervals.Soil samples should be tested for usual soilproperties including permeability, swellingpressures, and dispersive properties;

h) Salt content of the soil, specially presence ofsulphates, to be determined at suitable intervals;

j) Sub-soil water level and its quality along thecanal alignment;

Title

Code of practice for under drainageof lined canals (second revision)

Guidelines for lining of canals III

expansive soils (second revision)

-IS No.

4558 : 1995

9451 : 1994

NOTE - Suitable transmission loss ( mvs per millionsquare metre of wetted perimeter) for lined canaldepending upon the type of lining, climatic condi

tions shall be assumed.

For arriving at a suitable design of a lined canal andfor selection of type of lining the following information is necessary for the entire length of the canal:

a) Capacity - Capacity required for the canal toirrigate the command depends on the croppattern, irrigation intensity, rotation period,water required during critical period, transmission losses, etc. For fixing the canal capacity,a design statement, or capacity statement shouldbe separately prepared, reach by reach. Thesection of a particular reach should be designedfor the maximum discharge in that reach.

The following Indian Standards contain provisionswhich through reference in this text, constituteprovisions of this standard. At the time of publicationthe editions indicated were valid. All standards aresubject to revision and parties to agreements based onthis standard are encouraged to investigate thepossibility of applying the most recent editions of thestandards indicated below:

b) Longitudinal-section along the canal alignmentplotted generally to a horizontal scale of I in10000 and a vertical scale of I in 100. Verticalscale may be changed, if desired, dependingupon the drop in the ground levels;

c) Full supply level (FSL), bank level and the bedlevel of the parent canal (if any);

4 FUNCTIONS OF LINING

4.1 The functions of lining ure:

a) Seepage control,

b) Prevention of water logging,

c) Increased hydraulic efficiency,

d) Increased resistance to erosion/abraison,

is 10430: 2000

e) Reduction in cross-section area andconsequential smaller structures, and

J) Low operation and maintenance cost.

Table 1 Values of Rugosity Coefficient (n) forLined Canals with Straight Alignment

(Clauses 4.1.2.1 and 4.1.2.2 )

0.02-0.022

0.017-0.023

0.023-0.033

(3)

Value of 'II'

0.018-0.020

0.020-0.025

0.015-0.017

0.020-0.030

0.019-0.021

0.013-0.015

0.016-0.018

0.018-0.020

0.015-0.018

0.018-0.022

0.018-0.020

0.024-0.026

Gravel bed with side slope characteristicsas given below:

a) Formed concrete

h) Random rubble in mortar

c) Dry rubble (rip-rap)

NOTES

1 For canals with an alignment other than the straight. asmall increase in the value of "n' may be made oralternatively bend losses may be accounted for. In caseof canals with relatively higher discharges in straight

reaches, lower values of 'n' indicated may be adopted.

2 The 'n' value shall be decided in view of the age oflining, surface roughness, weed growth, channel irregularities. canal alignment, silting, suspended material andbed load. etc.

vi)

v) Concrete bed trowel/float finishand slopes as indicated below:

a) Hammer dressed stonemasonry

b) Coursed rubble masonry

c) Random rubble masonry

d) Masonry plastered

e) Stone pitched lining

a) Formed, no finish/PCC tilesor slabs

b) Trowel float finish

c) Guni ted finish

iv) Asphalt

a) Smooth

b) Rough

ii) Brick/tile lining

iii) U.C.R.lRandom rubble masonrywith pointing

i) Concrete with surface as indicatedbelow:

SI No. Surface Characteristics

(I) (2)

4.1.2 Increased Hydraulic Efficiency

The discharge carrying capacity of a canal variesinversely with the value of rugosity coefficient of aparticular type of lining. It may, however, undergochanges with passage of time, it may decrease withthe lining undergoing deterioration and consequentincrease in roughness.

4.1.2.2 Effective rugosity coefficient

An effective rugosity co-efficient is possible to bederived III such situation where the sides and bed arehaving different types of lining. For such channelsthe equivalent manning's 'n' can be calculated by thefollowing formula:

4.1.2.1 The values of rugosity coefficient (n) to beused in Manning's formula for various types of liningsare given m Table I.

Generally canal reaches of sufficient length havingpermeability of I x 10.6 cm/s or less need not be linedwhen the velocity in the canal does not exceed thepermissible velocity. However, reaches of permeabilityI x 10'(' cm/s or less may be lined, particularly in powerchannels, for hydraulic efficiency and erosion resistance. Canal reaches of greater permeability may belined with suitable material.

4.1.1 Seepage Control

The seepage control. mainly depends on the soundnessand impermeability of lining. Seepage losses alsodepend on nature and permeability of soil, depth ofwater in the canal and position of sub-soil water tablebelow the bed level.The permissible seepage lossesdepend on the local conditions such as value of waterand any likely damage to land and other property bywater loggings, etc.

N[(2: (n 112p)] 2/1

/= I'n

where

Pi lengths of different portion of perimeterwith corresponding roughness;

'', roughness of portion Pi; and

p 2:pi •

Co-efficients as given in Sl No. (v) and (vi) of Table 1are suggested for some cases, where an analyticalderivation, as above, is not feasible.

4.1.3 Increased Resistance to Erosion

Sometimes the canal transports considerable amountof sediment which can damage the lining by abrasion.The lining shall, therefore, be able to withstand suchabrasion.

NOTE - Cement concrete and stone masonry liningsprovide better abrasion resistance as compared to brick

tile lining.

4.1.4 Prevention of Water Logging

There is increase in ground water level if the canalsremain unlined. This condition, if unchecked, bringsalkali salt to the surface rendering land unfit for

2

cultivation. Lining of canals reduces the seepageappreciably and thus prevents the occurrence of waterlogging condition.

4.1.5 Reduction in Cross-Sectional Area

With the increase in efficiency of canal due to liningand higher velocity, reduced areas of cross-section isrequired to pass same discharge. Consequently, thereis large saving in the cost of land acquisition and alsoof canal structures.

4.1.6 Low Operation and Maintenance Cost

Unlined canals require considerably increased operationand maintenance cost for periodical removal of silt,minor repairs, removal of weeds and water plants. Theprovision of lining reduce these costs considerably.

5 REQUIREMENTS OF LINING

5.1 General

The following are the important requirements for theselection of type of canal lining:

a) Economy;

b) Structural stability;

c) Strength and durability;

d) Repairability and easy maintenance;

e) Maximum hydraulic efficiency;

t) Impermeability;

g) Resistance to erosion;

h) Ability to prevent weed growth;

j) Resistance against burrowing animals; and

k) Reasonable tlexibility.

The lining material shall be so selected that it shouldmeet most of the requirements for the specific site.

5.1.1 Economy

The selection of suitable type of lining for any projectis mainly a question of economics and availability of;

a) material available within economical leads;

b) skilled and unskilled labour;

c) construction machinery and equipment; and

d) time required during which the work should becompleted.

The type of lining selected should not only be economical in initial costs, but also in repair and maintenance in the long run.

5.1.2 Structural Stability

The sides of the canal to be lined should preferably bekept at the stable slope of the soil so that there is no

IS 10430: 2000

earth pressure or any other external pressure againstthe lining. Pressure due to saturated backfill and thedifferential water head across lining should be avoided.Arrangements like weep holes, graded filter behindweep holes shall be made so that no water gets behindthe lining from an external sources.

Where the side slopes are made steeper than the stableslopes of the soil, or where external pressures cannotbe avoided, the lining will have to be designed accordingly in such special case.

To provide relief from differential pressure, adequatesub-soil drainage arrangements and pressure releasearrangements (see IS 4558) shall be provided wherevernecessary.

5.1.3 Strength and Durability

The canal lining shall be able to withstand the effectof velocity of water, rain, sunshine, frost, freezing andthawing (where applicable), temperature and moisturechanges, chemical action of salts, etc. With suitabletreatment, lining should be able to withstand the effectof gypsum, black cotton soil/bentonite. It should alsobe able to withstand the damaging effect caused byabrasions, cattle traffic, rodents and weed growth.

5.1.3.1 For the purpose of economic analysis, the lifeexpectancy of concrete, brick/tile and stone pitchedlining may be assumed to be of the order of 60 years.However, experience gained from data on linedcanal in the vicinity can be utilized to review the lifeexpectancy of lining.

5.1.4 Repairability/Easy Maintenance

Since with lapse of time the lining may get damaged,it should be such that it can be repaired easily andeconomically.

5.1.4.1 Brick/tile, stone-pitched and precast slablinings are more easily repairable or replaceable thanin-situ concrete lining.

5.1.5 General

Other factors indicated in 5.1 (e) to 5.1 (h) are achievedto different extent by various options available forlining.

The multi-dimensional effect of choice on the variousparameters affecting the requirements thus require ajudicious evaluations before a final choice.

6 DIFFERENT TYPES OF LININGS

a) Rigid Lining

I) Stone-pitched lining;

2) Burnt clay tile or brick lining;

3) Precast cement concrete/stone slab lining;

4) In-situ cement lime/concrete lining;

IS 10430: 2000

5) Stone masonry lining;

6) Soil cement lining;

7) Shotcrete lining; and

8) Asphaltic cement/concrete.

b) Flexible Lining

I) Geomembrane like High Density Polyethylene (HDPE), Polyvinyl chloride (PVC,)Low Density polyethylene (LDPE) covercomprising layer of ben to rite with adequate/earth/burnt clay tile brick/precast cementconcrete,

2) Bituminous or bituminous/asphaltic feltlining,

3) Fibre reinforced plastic tissue as phallicmembrane, and

4) Composite membrane/rubber lining.

c) Combination Lining (membrane in the bed andbrick/tile or concrete lining on sides)

7 SELECTION OF LINING

7.1 Considerations for Selection

Taking Into consideration all the above factors,suitable types of lining for different sizes of canalswill be selected on the basis of type of subgrade,position of water table, climatic conditions, availabilityof materials, speed of construction, time schedule,performance of lining in the existing canals in theadjoining areas. Adoption of a particular type of liningwill require careful consideration of all these factors.

7.2 After collecting necessary information as givenin 3.1, the entire canal or specific reaches to be lined,may be decided as per 4.1.1. The types of lining

generally suitable for the site condition may be listedin the light of 5 and 6. The most economical of thelinings selected from amongst the suitable linings maybe evaluated as per Annex A for economical viability.To select type of lining to keep seepage within desirablelimits, reference may also be made to performance dataof existing canals. There may be other intangiblefactors like presence of high population intensity,aesthetics, limitations of land availability, etc, whichmay influence the final selection of type of lining.

8 PARAMETER FOR DESIGN OF LINEDCANALS

8.1 Side Slopes

8.1.1 Inner Slopes of Lined Canals

Lining is usually made to rest on stable slopes of thenatural soil; so slopes should be such that no earthpressure or any other external pressure is exerted overthe back of the lining. Sudden drawdown of waterlevel in the lined canal should be controlled by strictoperation rules and regulations to avoid externalpressure on the lining. However where chance ofsudden drawdown in the canal is considerable, thecanal slopes should be checked for stability using slipcircle analysis as given in IS 7894. In addition, othersuitable measures like adequate drainage should beprovided before lining work commences. As a rule,steeper slopes are economical but stable slopesdepending on type of soil are preferred. For generalguidance, the following side slopes as given in Table2 are recommended.

8.1.2 Outer Slopes of Lined Canal

Suggested outer slopes for lined canals are seen insome of the typical sections such as given in Fig. l A,lB, 2A, 2B, etc. However, engineering properties of

Table' 2 Recommended Side Slopes

(Clause 8.1.1)

Sl No. Type of Soil

i) Very light loosesand to average sandy soil

ii) Sandy loam

iii) Sandy gravel/murum

iv) Black colton

v) Clayey soils

vi) Rock

Side Slopes (Horizontal : Vertical)

2: 1 to 3: 1

1.5 : 1 to 2 : I (in cutting)2 : I (in embankment)

1.5 : 1 (in cutting)l.S : I to 2 : I (in embankment)

1.5 : 1 to 2.5 : I (in cutting)2 : I to 3.5 : I (in embankment)

1.5 : I to 2 : I (in cutting)1.5 : 1 to 2.5 : I (in embankment)

0.25 : 1 to 0.5 : 1

NOTE - The above slopes are recommended for depth of cutting/height of embankment up to 6 m. For depth/heightin excess of the above. special studies for the stability of slopes are recommended.

4

soil shall govern the design of outer slopes givingdue consideration to stability of slopes for functionalsituations (like moist conditions of fill, etc.) The needfor introduction of berms will also be kept in viewwhere the fill height is in excess of 6 m.

8.2 Free Board

Free board shall be measured from the full supply levelto the top of lining. Minimum free boards for variouscanal discharge-are given below:

In deep cut reaches of canals with discharge capacityexceeding 10 cumecs, it is desirable to provide bermsof 3 ill to 5 m width on each side for stability, facilityof maintenance, silt clearance, etc (see Fig. IC). Insuch sections, the inner sides above the berms may beprovided with turfing.

8.4 Bank Top Width

The width of the banks may vary according to theimportance and capacity of the canal. In case ofdistributaries, service road should be provided on onebank for inspection and maintenance purpose.However, in case of main and branch canals serviceroad should be provided on both the banks. Theminimum values recommended for top width of thebank are as follows:

Canal Discharge

More than 10 cumecs

Between 3 to 10 cumecs

I to 3 cumecs

Less than 1 cumec

Less than 0.1 cumec(Water Course)

8.3 Berm

Free Board

0.75 m

0.60m

0.50m

0.30m

0.15 m

IS 10430: 2000

provided on natural ground surface and adjacent to thebank; however. the importance of providing adequateservice roads where they are needed should always bekept in view. The service road should be above normallyencountered high flood level (HFL) with some free board.

3 Where the stability of the embankment is required. widerbank widths can be provided. Turfing should be providedon the outer slopes.

4 In hilly terrain where it is not possible to provide abovebank widths, the bank widths may be suitably reduced.

5 When the bank widths are reduced on exceptionalground. refuges after every 100 m should be provided for

passing and sheltering of opposing traffic.

8.5 Dowla (Dowel 'Dwarf Bund')

Suitable dowels may be provided on the canal side ofthe service road, on one or both the banks dependingupon the type and size of the lined canal. Fromeconomic consideration, dowels may be replaced byparapets particularly in case of high embankments.However, the parapet should not be consideredadditional free board. To check the ingress of rain waterbehind the lining of the side slopes of the canals,horizontal cement concrete coping 100 mm to150 mm thick, depending upon size of canal shouldbe provided at the top of lining. The width of copingat the top shall not be less than 225 mm for dischargeup to 3 cumecs, 350 mm for discharge more than 3cumecs and 550 mrn for discharge more than 10cumecs.

8.6 Roadway and Drainage

Wherever additional spoil banks are to be providedon the land side of the embankment, adequate drainagechannels shall be provided with suitable slope on theroadway sloping away from the canal side. No rainwater shall be allowed to flow or percolate towardsthe canal slope behind the linings.

m m

0.15 to 1.5 4.0 1.51.5 to 3.0 4.0 2.03.0 to 10.0 4.0 + dowel 2.510.0 to 30.0 5.0 + dowel 4.030.0 and above 6.0 + dowel 5.0

Discharge

(m'/s)

Minimum Bank Top WidthI

8.7 Typical Cross-Sections

Typical cross-sections of the lined canals in cuttingand filling are given in Fig.1 and 2. Three typicalcross-sections of lined canals in rock cutting are shownin Fig. 3. Depending upon the quality of rock. fullsupply discharge, velocity, depth of flow and bedwidth, similar arrangements may be adopted.

8.8 Cross-Section, Discharge and Velocity

NOTES

1 Bank widths given above may be altered when justifiedby specific conditions.

2 For distributary canals carrying less than 3.0 cumecs andminor canals. it is generally not economical to construct aservice road on top of bank as this usually requires morematerials than the excavation provides. In such cases.service road suitably lowered below top of lining may be

5

8.8.1 The cross-section of lined canal may be

a) trapezoidal with or without roundedcorners (see Fig. I). This section can beused for all types of lined canals.

b) cup shaped (see 'Fig. 2). It may be usedfor distributaries/minors for dischargeup to 3m'/s as far as possible.

IS 10430: 2000

8.8.2 The discharge that can pass through a canalsection is calculated by

Q = A X Ville"" (rnvs)where

A

Vmean

area of cross-section in m2, and

mean velocity in m/s.

some types of lining are given below:

a) Stone-pitched lining 1.5 mls

b) Burnt clay tile or brick lining 1.8 mls

c) Cement concrete lining 2.7 mls

9 UNDER DRAINAGE

8.8.5 Limiting Velocities in Different Types ofLining

The maximum permissible velocities for guidance for

8.8.4 The critical velocity ratio should be aimed athigher than unity or by any other method, it should beensured that silting will not take place in the linedcanal.

V =meun

where

Rh

A

P

S

n

8.8.3 The mean velocity Ville,,, is given by :

R 20 SIn___h_(m/s)

n

hydraulic mean depth (= AlP) (m);

cross sectional area (rn-);

wetted perimeter (m);

longitudinal slope of water surface(m/m); and

rugosity coefficient as given inTable I.

9.1 Embankments of relatively permeable soil do notneed drainage measures behind the lining. However,the following conditions require suitable under drainagemeasures to be provided to protect the canal lining inaccordance with IS 4558.

i) Where the lined canal passes through an areawith seasonal ground water level higher likelyto be higher than the water level inside the canal,

ii) Where sub grade is sufficiently impermeable toprevent the free drainage of seepage or leakagefrom the canal, and

iii) Where there is built up pressure due to time lagbetween drainage of the sub-grade followingdrawdown of canal.

10 EXPANSIVE SOIL

10.1 In reaches of expansive soil where swellingpressure is more than 50 kN/m2 reference may bemade to IS 9451.

6

IS 10430: 2000

Gl

5-1,5TOI

LEFT

COMPACTED EARTH

t---_<.+--'.BQUNDARy ROAD5000 APPROX

All dimensions in millirnetres.

FIG. IA NATURAL GROUND BELOW BED

DOTTED UNE REPRESENTCONSTRUCTION SEQUENCE

All dimensions in millimetres.

FIG. 1B NATURAL GROUND BETWEEN BED AND FULL SUPPLY LEVEL

LININGBED

S-ITOl

All dimensions in millirnerres.

FIG. 1C NATURAL GROUND ISAVOVETopOF LINING

7

.J[

IS 10430: 2000

4.0FCUP ~SHAPEOC".ANAL.: 1

LINING:

LEFT BANK

RIGHT BANK

11()()

S-t.5T01

COMPACTEDEARTH

GtOFCUPI SHAPEDCANAL

FREEBOARD

~S"~T~

~=!,500lI-----

AI! dimensions in rnillirnetres.

FIG. 2A NATURAL GROUND BELOW BED

LEFT BANK

BOUNDARY ROAD5O:XJ APPRQX

OOtTED lINE.REPRESENTCONSTRUCTION SeQUENCE

RIGHT BANK

DOTTeD LINE REPRESENT --",'CONSTRUCTION SEQUENCE

S""1IN 20I--~OFCUPI SHAPED CANAL,I

AI! dimensions in millimctrcs.

FIG. 2B NATURAL GROUND BETWEEN BED AND FULL SUPPLYLEVEL

8

BOUNDARY ROAD~OOOAPPROX

rtIlANKWlDTH~

~ Lr~S.. , IN 80

S-"K20

LEFT BANK

IS 10430: 2000

4.0FCUP~

SHAPEDCANAL ~

RIGHT BANK

r8ANKWID~+n

-s.1i'N80

I \'500, " 4,~"\o ':'1.$)"0 6000max

~+ SPOI~ BANK r

BOUNDA.RY ROAD5060 APPROX

S=1T01

" "II" netres.All dimensions In rm II L INOFIo.2C NATURAL GROUND ISAVOVETop OF IN

9

IS 10430: 2000

WIDTH-':"-':~--1

REFILLING UP, TO UNDER SIDEOF LINING WITH SPALLS ANDCHIPS/LEAN CEMENT CONCRETE

REFILLING UPTO UNDER SIDE OF LINING WITH ROCK SPALLS ANOCHIPS AVAILABLE .FROM CANAL CUT1ING lTYP} LEAN CEMENT

. \ CONCRETE

:\~(-, 300 mm I1'HICI< RANDOM RUBBLE "~SONRY IN CEMENT ",ORTARI ':4MIX WIIH 20'10 REPLACEMENT OF CEMENI BY FLY ASH

AND EXPOSED FACE PLASTERED wmt 20 mm THICK CEMENIMORTAR 1:4 WITH 20'10 REPLACEMENT OF CEMENT 9Y FLYASH

PRESSURE RELIEF VALVES 7Smm OIA IN FILTERPOCKE TS PROVIDED AT 10000 mm C/C IN TWOROWS 2 000 mm APART STAGGERED (TYPICAlI

PRESSURE RELIEF VAlVf:S 7S mm D1A IN FILTER POCKETSPROVIDED AT 10000 ",m C/C IN TWO ROWS 2 000 mmAPART (STAGGEREDI

20 mm THICK CEMENT PLASTEWITH CEMENT MORTAR 1;LWITH 20'10 REPLACEMENT OF.CEMENT BY FLY ASH

1000 mm WIDTHMANUALLY PACKEDCONCRETE

DEIAIL AI A

3A CAST-IN-SITU CEMENT CONCRETE LINING IN BED ANDRANDOM RUBBLE MASONRY LINING ON SIDES 20 mrn lH1CK PLASTERIN

CEMENT MORTAR T:4

100 mm THICKLINING IN CEMENTCONCRETE 1M150}

3C CAS; -IN-SITU CEMENT CONCRETE IM-150) LINING mBED .AND RANDOM RUBBLE MASONRY LINING ON SIDES

FILTERMATERIAL

!l~Q mm THICK COPINGICEjotENT CONCRETE

M 100

PRESSURE RELIEFVALVE ,p75 mm

~F~~I~~ W~ ~~g~Rs~:;ISAND CHIPS AVAILABLE FROMCANAL CUnlNG lEAN/CEMENTCONCRETE ITYPICALI

100 mm THICK COPING·ICEMENTCONCRE TE M 100

20 mm THICK PLASTERWITH CEMENT MORTAR 1:4

Jf~"\' 100 mm THI~~ CEMENTllS I- f.?N~:JTE LINING IM·ISO) p6~;rus ~6~~~~~E

PRESSURE RElIEF VALVES 75 mm DIA IN FILTERPOCKETS PROVIDED AT 1000 mm ClC IN TWOROW~ AT ENDS OF SED ISTAGGEREDI

38 CAST-iN-SITU CEMENT CONCRETE 1M-ISO) liNING IN'BED AN'O RANDOM RUBBLE MASONRY liNIN" nN <'''to c

llS

NOTES1 In case of sound rock, cement concrete lining may be provided in bed and sides.On sides, the lining may be anchored suitably to the rock behind.2 All the dimensions are in miIIimetres unless otherwise specified.

FIG. 3 TYPICAL CROSS-SECfIONS OF LINED CANALS IN ROCK ClJITING

10

IS 10430: 2000

ANNEX A

(Clause 7.2)

ECONOMICS OF CANAL LINING

sand S

A-I NOTATIONS

p and P

T =d =

W =L =y =M =

B =

= {Ldw (ps-PS)+B+M} Rs ....(1)

=(pLsdW-PI..SdW)Rs= {LdW (p s-PS)} Rs

Percent rate of interest per year.

Total annual benefits resulting from thelining of canals.

Total annual benefitsresulting from thelining of canals, a

=

A-2.l.I Additional capital expenditure onconstruction of lined canal = Rs TLC C. If theprevalent rate of interest is X, the net present worth(NPW) of the total annual benefits a, over the life ofthe canal (Y years) is determined from the followingformula:

For the lining to be economically feasible theadditional initial cost of the lined canal should beequal to or less than Net Present Worth of savings.

that is, TLC - C ~ NPW

NPW= a (2)(I+X)Y-I

A-2.1 The annual value ofwater lost by seepagefrom the unlined section = p Lsd W rupees

The annual saving bylining in value ofwater otherwise lostby seepage if unlined

NOTE-In the above analysis it may be noted that theactual evaluation of benefits grouped under item BandM is very difficult to ascertain particularly on a newproject. It can only be approximately estimated on thebasis of experience on similar existing projects.

A-2 METHOD

a

x

Wetted perimeter in metres of unlined andlined sections respectively.

Total perimeter of lining in metres.

Number of running days of the canal peryear.

Value of water saved in rupees per cum.

Length of the canal in metres.

Life of the canal in years.

Annual saving in rupees in operation andmaintenance due to lining.

Annual estimated value in rupees of otherbenefit for the length of canal under consideration. These will include prevention ofwater logging, reduced cost of drainage foradjoining lands, reduced risk of breaching,etc.

C Cost of lining in rupees per square metreincluding the additional cost of dressingthe banks for lining.

C ' Saving in the land, earthwork and structures (bridges, cross drainage works, etc)due to reduced section on account oflining, in rupees.

Seepage losses in unlined and lined canalrespectively in cubic metres per squaremetre of wetted surface per day.

A-I.I For the purpose of analysis for determining themaximum rate of expenditure on lining that iseconomically justifiable, the following notationsshould apply:

II

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This Indian Standard has been developed from Doc: No. WRD 13 (45).

Amendments Issued Since Publication

Amend No. Date of Issue Text Affected

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इंटरनेट मानक - Rajasthan · particular canal is given in IS 10430 : 1982...

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