Irrigation Engineer Distribution Measurement and Structures forCanal Instructional objectives On completion of this lesson, the student shall learn: 1. What are flow distributing and measurement structures in a canal system 2. What is the function 3. What are modules 4 How are notches 5 How are flumes 3.10.0 of outlets and weirs used and what used to measure are their to measure flow flow classifications in a canal in a canal Introduction The flow of a main canal bifurcating into a branch canal with the rest flowing downstream is controlled with the help of a cross regulator across the parent canal and a head regulator across the branch canal. At times, the flow of a canal divides into two or three smaller branch canals without any regulating structure by designing the entrance of the canals IN such a way that the flow enters each branch canal proportionate to its size. Again, from a canal, outlet structures may take out water for delivery to the field channel or water courses belonging to cultivators. These outlet works, of course, are generally not provided on the main canal and branches, but are installed in the smaller distributaries. Apart from these, there could be a need to measure the flow in a canal section and different structures have been tried, mostly based on the formation of a hydraulic jump and calibrating the discharge with the depths of flow. Typical structures of these kinds are graphically represented in Figure 1 and this lesson deals with each type in detail. PARENT ,i;lAMNEL FLDW MEASUREMENT STRUCTURE {THRDATTYFE SHCIWNB OUTLET? .. FEELEDTLJRE-l~QeUTS 3.10.1 Flow distributing structures The flow of a canal can be distributed in to smaller branches using a variety of structures which have been developed to suit a wide variety of conditions. The flow being diverted in to each branch is usually defined as a proportion of the total flow. Thus, these flow distributing structures differ from the flow regulating structures discussed in Lesson 3.9 since the latter are designed to draw off any amount of discharge irrespective of the flow in the parent channel. The flow distributing structures require a control section in both the off-take channel and in the parent channel. Flow distributors of fixed proportion type are generally used in India, whereas in some countries a flow splitter with a mechanical arrangement is used to change the flow distribution proportions. The Punjab type proportional distributor has each opening or offtake constructed as a flume or free overfall weir and is dimensioned so as to pass a given fraction of the total flow. The controlling section consisting of the flume, elevated floor or weir crest is located in the individual offtakes, and not in the supply channel. A typical plan of a proportional distributor with two offtakes is shown in Figure 2. Version 2 CE IIT, Kharagpur FIGURE 2.Proportional distributor structure withtwoofftakes Proportional distributors may have only one offtake as shown in the typical plans shownin Figure3. Generally,all offtakesshouldbe designedto bifurcateat 60° or 45°.Thecrestof all the offtakesandthe flumein the parentchannelshouldbe at the same level and at least 0.15m above the downstream bed level of the highest channel. The parent channel flume may have provisions for a stop log insertion for emergency closures. Version 2 CE IIT, Kharagpur Parent channel chan Pare FIGURE3. PROPORTIQNAL OFFTAKE3 WITH(a) ONEOFFTAKEONLEFTSIDE (£3)GNEOFFTAKE ONRIGHTSIDE(o)ONEQFFTAKE QNEITHERSIDE 3.10.2 Canal outlet Since equitable distribution of the canal supplies is dependent on the outlets, it must not only pass a known and constant quantity of water, but must also be able to measure the released water satisfactorily. Also, since the outlets release water to each and every farm watercourse, such structures are more numerous than any other irrigation structure. Hence it is essential to design an outlet in such a way that it is reliable and be also robust enough such that it is not easily tampered with. Further the cost of an outlet structure should be low and should work efficiently with a small working head, since a larger working head would require higher water level in the parent channel resulting in high cost of the distribution system. Discharge through an outlet is usually less than 0.085 cumecs. Various types of canal outlets have been evolved from time to time but none has been accepted as universally suitable. It is very difficult to achieve a perfect design fulfilling both the properties of flexibility as well as sensitivity because of various indeterminate conditions both in the supply channel and the watercourse of the following factors: Discharge and silt Capacity factor Rotation of channels Regime condition of distribution channels, etc. These modules are classified in three types, which are as follows: (a) Non-modular outlets These outlets operate in such a way that the flow passing through them is a function of the difference in water levels of the distributing channel and the watercourse. Hence, a variation in either affects the discharge. These outlets consist of regulator or circular openings and pavement. The effect of downstream water level is more with short pavement. (b) Semi-modular outlets The discharge through these outlets depend on the water level of the distributing channel but is independent of the water level in the watercourse so long as the minimum working head required for their working is available. (c) Module outlets The discharge through modular outlets is independent of the water levels in the distributing channel and the watercourse, within reasonable working limits. This type of outlets may or may not be equipped with moving parts. Though modular outlets, like the Gibbs module, have been designed and implemented earlier, they are not very common in the present Indian irrigation engineering scenario. Version 2 CE IIT, Kharagpur The common types of outlets used in India are discussed in the next sections. 3.10.3 Pipe outlets This is a pipe with the exit end submerged in the watercourse (Figure 4). The pipes are placed horizontally and at right angles to the centre line of the distributing channel and acts as a non-modular outlet. FLOW WSTRIBUTING CHANNE L. sscrron xx Discharge through the pipe outlet is given by the formula: Q = CA (2gH)"2 (1) In the above equation, 0 is the discharge; A is the cross sectional area; g is the acceleration due to gravity; H is difference in water levels of supply channel and watercourse and C is the coefficient of discharge which depends upon friction factor (f), length (L) and diameter of the outlet pipe (d) related by the formula: The coefficientf is the fluid frictionfactor and its value may be taken as 0.005 and 0.01 for clear and encrustediron pipes respectively. For earthenwarepipes, f may be taken as 0.0075. All other variablesare in SI units,that is, meters and seconds. It is a commonpracticeto place the pipe at the bed of the distributingchannelto enable the outlets to draw proportionalamount of silt from the supply channel. The entry and exit ends of the pipe should preferably be fixed in masonry to prevent tampering. Since the discharge through this type of outlet can be increasedby loweringthe water surface level of the watercourse(thus increasing the value of H in the dischargeequation), it is possiblefor the irrigatorto draw more than fair share of water. A pipe outlet may also be designed as a semimodular outlet, that is, one which does not depend upon the water level in the watercourseby allowingit to fall freely in to the watercourse(Figure 5). E?5.%E.§%f*%K§s?§a£%HT «F {$1.3 W33 trsomeawzs ».;.e:. ""V.4.;"i 2 ' .i.._'. g»-''**v«»»Ea5;.tk.l:T¬iia"tE~°vT tfi.V?l<'.>S§?E< Lwtglitéiéki section FIGURE8. OPENFLUMEOUTLET This type of structure is built in masonry, but the controlling section is generally provided with cast iron or steel bed and check plates. The open flumes can either be deep and narrow or shallow and wide in which case it fails to draw its fair share of silt. Generally, this type of outlet does not cause silting above the work, except when supplies are low for a considerable length of time. The silt which gets accumulated gets washed away during high supplies. The open flume outlet is also cheaper than the Adjustable Proportional Module (APM), discussed below. The discharge formula for the open flume outlet is given as: Version 2 CE IIT, Kharagpur Q = c 3.143/2 (3) Where 0 (given in I/s) is related to the coefficient of discharge, C, as given in the table below; B, is the width of the throat in cm; and H is the height of the full supply level of the supply channel above the crest level of the outlet in cm. The minimum head required to drive the outlet is about 20 percent of H. 3.10.5 Adjustable Proportional Module (APM) There are various forms of these outlets but the earliest of them is the one introduced by E.S. Crump in 1992. In this type of outlet, a cast iron base, a cast iron roof block and check plates on either are side are used to adjust the flow and is set in a masonry structure (Figure 7). This outlet works as a semi-module since it does not depend upon the level of water in the watercourse. Version 2 CE IIT, Kharagpur Channel SUPFW Open for observation |._Bank width_.._| . n» Precast R,C.C. slab 7.5 cm /_ thick '09 Wuid 19% inmi .3;4.;9;.;.;.;c;.;.;a;.;a;.;a;.;.;o;s;».;.;.;.;o;»'ave..'.'.~.;¢;o;s~ *~' with upstream wing wait Floor over cement concrete Longitudinal Section FIGURE 7. PLAN AND SECTION OF ADJUSTABLE PROPORTEONAL MODULE The roof block is fixed to the check plates by bolts which can be removed and depth of the outlet adjusted after the masonry is dismantled. This type of outlet cannot be easily tampered with and at the same time be conveniently adjusted at a small cast. The roof blocks may also be built of reinforcedconcrete. The face of the roof block is set 5 cm from the startingpointof the parallelthroat. It has a lamniscate curve at the bottom with a tilt of 1 in 7.5 in order to make the water converge instead of a horizontalbase which would cause it to diverge. The cast iron roof block is 30cm thick. As such, the APM is the best type of outlet if the required working head is available and is the most economicalin adjustmenteither by raisingor lowering the roof block or crest. However, it is generallycostlierthan the other types of outletsand also requiresmore workinghead. The dischargeformulafor this type of weir is given as: Q = c B,H 1(H2)"2 (4) Where 0 (given in I/s) is relatedto the coefficientof discharge,C, which is taken equal to around 0.0403; B, is the width of the throat in cm; H1 is the depth of head available,that is the differencebetween the supplychannel full supplylevel and the outlet bed (crest) level; and H2 is the difference between the supply channelfull supplylevel and the bottomlevel of the roof block(Figure 8) . ~~~~~~~ Brickmasonary PrecastRC. mot block ill 3 V1 r _'« .. ~. 3 .3.' ,- ,-. !. 2 w, e * ... V' P_ -' .. n » *. '. .' i -3 ' s ~, . ,, _ V ' A ' n.. v ~ - I . g Cross section an )(~X X Longitudinat section through outlet FEGURE 8.DETAll.S OFBLOCKFOR.ADJUSTABLE PRQPDRTIDNAL MUDULE The base plates and the roof block are manufacturedin standard sizes, which with the required opening of the orifice are used to obtain the desired supply throughthe outlet. Version 2 CE IIT, Kharagpur 3.10.5 Tail clusters When the discharge of a secondary, tertiary or quaternary canal diminishes below 150 I/s, it is desirable to construct structures to end the canal and distribute the water through two or more outlets, which is called a tail cluster. Each of these outlets is generally constructed as an open flume outlet (Figure 9). gugiammmagéiwfag mmin M*#m PLANOFWilt. CLUSTER GFTW. THREEANDFDUR FARMOUYLETS V t ""_ ,.,R_,w¢}um ", " F5UH"Kl? Vlxll. l.LiJ$VCK 3.10.6 Flow """*""""""""~ _, V measurement trpieat.R2¢idrr.Lé:iun1ry' V!. IndiaandPakistan in canals The available water resources per person are growing scarcer with every passing day. Although a region may not face a net reduction in water resources, the increasing population of the area would demand increased food production and consequently, agricultural outputs. Such that an equitable distribution of water is ensured as far as possible with a command area, it is required to measure water at important points in the canal network. Measurements may also help in estimating and detecting losses in the canal. Version 2 CE IIT, Kharagpur Further, at the form level, advanced knowledge of soil properties and soil moisture / plant relationships permits irrigation systems to be designed so that water can be applied in the right amount and at the right time in relation to the soil moisture status thereby obtaining maximum efficiency of water use and minimum damage to the land. This knowledge can be utilized most effectively only by reasonably accurate measurement of the water applied. The amount of water being delivered to a field of an irrigator should also be measured in order to make an assessment of water charges that may be levied on him. If the charge to the user of canal water is based on the rate flow, then rate-of-flow measurements and adequate records are necessary. Charges on the basis of volume of water delivered necessitate a volumetric measuring device. Ideally, water flow should be measured at intakes from storage reservoirs, canal head works, at strategic points in canals and laterals and at delivery points to the water users. The most important point for measurement is the form outlet which is the link between the management authority of the canal system and the user. The degree of need for a measuring device at the outlet varies according to the delivery system employed. Delivery on demand usually relies up on the measurement of water as a basis for equitable distribution as well as for computing possible water charges. Where water is distributed by rotation among farmers along a lateral (or distributary or minor canal) and the where the amount of water supplied to each farmer may be different, a measuring device at the turnout is required. On the other hand, if farmers along a lateral receive water on the basis of area of land or crops irrigated measurement is not entirely necessary, but may still be desirable for other purposes, such as improvement of irrigation efficiency. Similarly in all systems based on constant flow, measurement is not entirely necessary but may be advantageous. Where several farmers share the water of each outlet and the flow in the canal fluctuates considerably, each such outlet should be equipped with a measuring device, even if equitable distribution among outlets is practiced, so that each group of farmers will know the flow available at any one time from their respective outlet. Amongst the methods and devices used for measuring water in an irrigation canal network, the weir is the most practical and economical device for water measurement, provided there is sufficient head available. Measuring flumes are also used in irrigation networks and their advantage are smaller head losses, reasonable accuracy over a large flow range, insensitivity to velocity of approach, and not affected much by sediment load. Propeller meters are used in many countries and are particularly suited to systems where no head loss can be permitted for water measurement and where water is sold on volumetric basis. For water measurement in small streams, particularly in field ditches and furrows and where head losses must be small, the deflection or vane meter has proved Version 2 CE IIT, Kharagpur to be a useful device. Only the weir and the standing wave (hydraulic jump) type flume are discussed in this lesson as these are most commonly used. 3.10.7 Weirs Weirs have been in use as discharge measuring devices in open channels since almost two centuries and are probably the most extensively used devices for measurement of the rate of flow of water in open channels. Weirs may be divided in to sharp and broad crested types. The broad crested weirs are commonly incorporated in irrigation structures but are not usually used to determine flow. The types of sharp crested weirs commonly used for measuring irrigation water are the following: 3.10.7.1 Sharp crested rectangular weir A general view of this type of weir is shown in Figure 10. Version 2 CE IIT, Kharagpur WEER SHALPE FIGURE 10. General view -ofa sharp created rectangular weir Amongst the many formulae developed for computing the discharge of rectangular, sharp crested weirs with complete contraction, the most accepted formula is that by Francis and is given as: Q = 1.84(L 0.2H)H3 (5) WhereQ is the dischargein m3/s;L is the lengthof the crestin meters;and H is the head in meters, that is, the vertical difference of the elevation of the weir crest and the elevation of the water surface in the weir pool. Version 2 CE IIT, Kharagpur 3.10.7.2 Sharp crested trapezoidal (Cipolletti) weir A general view of this type of weir is shown in Figure 11. Vw WEEK SHAPE. FEGURE 11,.General viewof Cipoltletti weir The dischargeformulafor this type of weir was given by Cipolettias: Q = 1.86L H3 (6) WhereQ isthedischarge in m3/s;L isthelengthofthecrestin meters;andH is the head in meters. The discharge measurementsusing the above formula for the trapezoidalweir are not as accurateas those obtainedfrom rectangularweirs usingthe Francisformula. Version 2 CE IIT, Kharagpur 3.10.7.3Sharpsided 90°V-notchweir A general view of this type of weir is shown in Figure 12. WEIR SHAPE FIGURE 12. General View of 99 vs-notchweir Of the severalwell knownformulaeusedto computethe dischargeover 90°Vnotch weirs the formula recommended generally is the following: Q = 8/15(2gCd)2 H5/2 (7) WhereQ is the dischargein m3/s;g is the acceleration dueto gravity(9.8m/s2); Cd is a coefficient of discharge; and, H is the head in meters. The value of Cd varies according to the variation of H and can be read out from (Figure 13). Version 2 CE IIT, Kharagpur 0.6? (LEE ElE5 0.64 £1.33 0.62 CLE1 GEE} CiL59 3,553B M GL2 :33 .4 VFLEURE. 13.\t'arEat¥i2on of Cgfa?90%-Nntczh weirwin HEEA Version 2 CE IIT, Kharagpur Each of these weirs has characteristics appropriate to particular operating and site conditions. The 90° V-notchweir gives the most accurateresultswhen measuring small discharges and is particularly suitable for measuring fluctuating flows. Weirs require comparatively high heads, considerable maintenance of the weir or stilling pool and protection of the channel downstream of the crest. 3.10.8 Flumes Flumes are flow measuring devices that works on the principle of forming a critical depth in the channel by either utilizing a drop or by constricting the channel. These two forms of flumes for flow measurement are described below. 3.10.8.1 Flume with a vertical drop This type of structures has already been discussed in Lesson 3.9 where it was shown to be utilized to negotiate a fall in the canal bed level. One of these, the standing wave flume fall developed at the Central water and Power Research Station (CWPRS), Pune, has been standardized and documented in Bureau of Indian Standard code IS: 6062-1971 Method of measurement of flow of water in open channels using standing wave flume-fa|| and shown in (Figure 14) Because of the inherent free flow conditions the measurement of flow requires only one gauge observation on the upstream side. 5" ,. VI. "' L.»~~' 7 ' LOHGtI1JJI|PL8EG'E1!«l FZIGIM. PLANANDSECTEOM OH STANDENG WAVEFLUMEFALL Version 2 CE IIT, Kharagpur The discharge equation for this structure is given by the following equation: Q = 2/3 (2g)"2CBH"5 (8) WhereQ is the dischargein m3/s;g is the accelerationdue to gravity;C is the coefficientof discharge(=0.97for 0.05 < O <0.3 m3/sand = 0.98 for 0.31.,\c......... H \w ,7 f%*r:w*:w%=wf«>W"""W~W"WWWMw"Ww § 2 i -~ wwwwwwwwwwwww » ,,,;.w............._...J : U&\AAéA&(&\AAéA&(&\AAéA¥(&\AAéA¥(&\AAéA¥f&\AAéA¥f&\A ; E g 3 U) ; PLAN 2 l E§-----~3" §1 """"'"' """"""ha:"'"{T" ""1'"§, """""""""""""""""' ...J ii 51 Mmmmmmdmm i Jfgff>'T':$k1'»k13f::;.: E_i 2/£1 Xvi, E Vi D M ¢» 2 El1 E ; 0 fjyj. -»E 3 E E Q m mg\\E Z 7 \ l l l l Q E Lomelfumzwm SECTION wwmaqmuyswg ..mW.,,.,.,m.m.mm.m£.. F|GURE.l5. CDO PUNJAB TYPE FALL UPTO lm SHOP uwsmza.-«r.» E§»fI1.Tl*3H NCR'-??~.b9 l3C.1a raféi L=39li,:»Tl,?3l!i$«i ErEf.LT:>:,-re :§{}f;1»Z ESQFS l>*..\'li«'s;1 FAEKEE 4-'lGURE.f6. CDOPUNJABWPE FALLFDRGREATERTHANfm DROP 3.10.8.2 Flume with a constricted section This type of structures for measuring water discharge creates a free flow condition followed by a hydraulic jump by providing a very small width at some point with in the flume. These are also further divided in to two types: Long and shortthroated flumes. In the former, the constriction is sufficiently long to produce flow lines parallel to the flume crest, for which analytical expression for discharge may be obtained. In the shortthroated flumes, the curvature of water surface is large and the flow in the throat is not parallel to the crest of the flume. Hence, due to the non-hydrostatic pressure distribution, there is not analytically derived expression for discharge but has to be calibrated from actual measurements. However, these flumes require small lengths and are economical than long throated flumes. One of the commonly used shortthroated flumes is the Parshall flume (Figure 17). UIVERGING CDNVERGING SECTION SECTION THRCIAT SECETION enemas! ;. m\x 9:.\\\\y\\«&# \\\ the flumes cannot be used close to an outlet or regulating devices. Parshall flumes can be constructed in a wide range of sizes to measure discharges from about 0.001m3/s to 100m3/s. References FAO Irrigation and Drainage paper 26/1: Small Hydraulic Structures, Volume 1 (1982) FAO Irrigation and Drainage paper 26/2: Small Hydraulic Structures, Volume 2 (1982) Garg, S K (1996) lrrigation engineering and hydraulic structures, Twelfth Edition, Khanna Publishers IS 12331 : 1988 General Requirements for Canal Outlets IS 7986 : 1976 Code of practice for canal outlets IS: 6062-1971, Method of measurement of flow of water in open channels using standing wave f|umefa|l USBR (1978), Design of Small Canal Structures Varshney, R S, Gupta, S C and Gupta, R L (1993) Theory and design of irrigation structures, Volume II, Sixth Edition, Nem Chand Publication Version 2 CE IIT, Kharagpur