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IS 9452-3 (1988): Code of Practice for Measurement ofSeepage Losses from Canals, Part 3: Seepage Meter Method[WRD 13: Canals and Cross Drainage Works]

IS;: 9452 ( Part 3 ) - 1988

Indian Standurd

CODE OF PRACTICE FOR ,- * 4 : MEASUREMENT OF SEEPAGE LOSSES ._M , FROM CANALS

PART 3 SEEPAGE METER METHOD

UDC 626.826 : 626’212 : 006’76 --V

@ Copyright 1988

BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG

NEW DELHI 110002

Gr 2 October 1988

IS : 9452 ( Part 3 ) - 1988

Indian Standard

CODE OF PRACTICE FOR MEASUREMENT OF SEEPAGE LOSSES

FROM CANALS PART 3 SEEPAGE METER METHOD

0. FOR

0.1 This Indian Standard ( Part 3 ) was adopted by the Bureau of Indian Standards on 29 Feb- ruary 1988, after the draft finalized by the Canals and Canal Linings Sectional Committee had been approved by the Civil Engineering Division Council.

0.2 Irrigation project design, operation and maintenance, and canal lining research and development require accurate and economical measurement of seepage rates. The possible benefits from canal lining are saving in water, elimination of water logging and reduction in maintenance cost. Hence, correct assessment of seepage losses from unlined canals is very important for evaluation of benefits from lining, and field observations are the best means to make realistic assessment.

0.3 Seepage meter offers a convenient method for measuring local seepage rates in canals or ponds. It is, therefore, more suited for investi- gational work, for example, for evaluating seepage losses in different reaches of the canal or channels or its distribution system. Infor- mation of this type may be helpful in deciding the necessity or otherwise of lining the channel and also demarcating reaches where heavy seepage losses are suspected to occur and lining is needed to meet on priority.

0.4 Accurate measurement of rate of water loss from an isolated surface area of the canal requires that the water head acting on that area shall bc identical to that acting simulta- neously on the adjacent surf’ace outside. The seepage meter shall, therefore, be designed such that it is possible to duplicate the outside head conditions inside the meter and determine the flow from the seepage meter as a direct measure of the seepage from the area enclosed by the cylinder. Several techniques and types

EWORD

of seepage meters have been developed and used in the past. However, for some of the techniques, small differences between the head inside the meter and the free water surface in the canal are difficult to avoid. The resulting exchange of water between the channel and the interior of the meter through the bottom material of the canal thus affected the accuracy of results seriously. For example, Bouwer who used his bell type seepage meter with a variable head technique found that velocity in the canal had apparently no direct effect on seepage rate but velocity distortion around the bell caused the average head around the seepage meter to be slightly less than that caused by the free water surface in the canal. In early sixties, a constant head seepage meter was developed at the U.P. Irrigation Research Institute, Roorkee to measure seepage losses from canals. This meter works on the principle of Mariotte’s tube and as such is an improvement on other types of seepage meters.

0.5 This standard has been prepared in three parts. Other parts of the standard are as follows:

Part 1 Ponding method

Part 2 Inflow-outflow method

0.6 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 of1 in accordance with IS : 2-1960’. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.

1. SCOPE

1.1 This standard (Part 3 ) deals with the measurement of seepage losses in open canals by seepage meter method.

1

2. ADVANTAGES

2.1 Following are the advantages of seepage meter:

a) It may be used under water and normal

IS : 9452 ( Partz3) - 1988

working of the channel is not disturbed, 3. UPIRI TYPE SEEPAGE METER

3.1 The UPIRI type seepage meter is shown in b) It may be used to measure seepage losses Fig. 1 and consists of the following:

both from the bed as well as from sides, a) Seepage cup, and b) Constant head vessels, and

c) It gives quick results and is economical. c) Standpipe.

96 GLASS TUBE (t ) -

GAUGE TUBE-

,CONSThIJT HEAD VESSEL lb)

-CLAMP

-915 STAN0 PIPE (c I

v CANAL WATER LEVEL

II

1 -& rp5 AIR RELEASE

VALVE

SEEPAGE CUP (a) 6---w- I J

*375 e 6

BAFFLE PLATE (dl

All dlrnensions In millimetres.

FIG. 1 UPIRI SEEPAGE METER

3.1.1 &$age Cup- It is a 375 mm diameter 3.1.2 Constant Head Vessel - It is a plastic stainless steel cup 250 mm high and is provided cylinder of 100 mm diameter and 250 mm with a cutting edge at the bottom. 6 mm thick height and is fitted with a gauge tube (internal baffle plate (d) is 100 mm in width and rests diameter 10 mm). A 6 mm diameter glass on the canal bed when the meter is in position. tube (f‘) passes through a tight-fitting cork. Meter is provided with an air-release valve to release the entrapped ail,. Seepage cup is 3.1.3 Stancipipe - Constant head vessel is

connected to the constant head vessel through clamped to a 1’5 m long stand pipe (c) of

a flexible plastic tube ( internal diameter 6 mm ) diameter 15 mm which in turn is connected to

of good quality for proper working of the the secpagc cup through a swivel head.

meter. 3.2 In order to maintain constant head ofwater

2

IS : 9452 ( Part 3 ) - 1988

method in accordance with IS : 9452 (Part 1 )-1980” and seepage meter both under similar conditions and working out a coefficient for it.

on the confined area of the canal perimeter within the seepage cup, the principle of Mariotte’s syphon is used. Water is supplied to the cup from the plastic cylinder acting as Mariotte’s vessel or a reservoir. As the water flows out from the vessel into the cup, the water level inside the vessel falls resulting in flow of air into it. The quantity of air thus drawn in would adjust itself in a manner such that the combined pressure of the water and air inside the vessel at the lower end E of glass tube (f) is equal to the atmospheric pressure. The position of Mariotte’s vessel is, therefore, so adjusted that the end E of glass tube (f) is just in line with the canal water surface. This adjust- ment would be necessary to carry out measure- ments of seepage loss so that the pressure inside the seepage cup may remain identical with the pressure outside.

4. TEST PROCEDURE

4.1 To measure seepage rate, the seepage cup shall first be lowered into the canal with its air-release valve open to allow the entrapped air to escape. The valve shall then be closed and the seepage cup gently pressed on to the canal bed till the baffle plate finally rests on bed. Thereafter, the clamp already fitted on to the plastic vessel shall be put in position and the vessel shall be connected to the seepage cup through the flexible plastic tube. This would cause canal water to flow into the vessel and rise to its level in the canal. The clamp shall then be moved up and down over the standpipe till the water column inside the vessel is about 2 cm high and the end E of glass tube (f) just touches the water surface. In this position, the vessel shall be clamped finally and shall not be disturbed thereafter.

4.1.1 The glass tube (f) of constant head plastic vessel shall be taken out and the vessel shall be filled with water right up to the top. The glass tube shall thereafter be fitted back in position to cork the vessel tightly. At this stage, the seepage meter shall be ready for use. Before the seepage observations are taken, it shall have to be ensured first that the water level inside the glass tube fillls down to end E and the tube is clear of water.

4.2 Seepage measurements may then be taken by noting down the volume of water seeping from the test area during a known period of time. A typical seepage rate calcula- tion is given in Appendix A. The observed data shall be used to calculate the rate of seepage loss.

5. CALIBRATION OF SEEPAGE METER

5.1 Before the seepage meter is put to actual use in the field, it shall be calibrated by com- paring the seepage values obtained by ponding

Seepage meter coefficient (SC) =

Seepage by ponding ___~ Seepage by seepage meter

This coefficient shall be first determined for each location and then used to evaluate the actual seepage loss.

6. REQUIRED NUMBER OF TESTS

6.1 As the test area is small and the test condi- tions would vary from point to point, a number of measurement tests shall usually be required to obtain adequately correct values of seepage loss for a given canal reach. Eighteen seepage measurements should be sufficient to give a 15 percent standard error in the mean and 40 measurements for 10 percent standard error in the mean.

7. SOURCES OF ERROR

7.1 There may be following sources of error in measuring seepage with seepage meter:

4

b)

Disturbance in bottom material when the meter is installed,

If the outflow from the seepage meter is measured when the pressure head inside the meter is not exactly equal to that due to the free water surface, and

Pressure distortion around the meter from inflowing water; this error is significant only in case of low seepage gradients.

8. LIMITATIONS

8.1 Seepage meter method has the following limitations:

a) The seepage meter is difficult to use in deep canals, particularly if water is turbid and/or ilowing at a high velocity;

b)

4

It may be used to measure seepage losses from small channels of capacity less than 2’0 m3/sec; and

The method may not be applied in canals infested with heavy weed growth; in canals with rocky or gravelly bottoms, or lined canals.

~_______ *Co& of practice for mcasurc~lllcnl of scepab~ losses

from canals: Part 1 I’onding rnethotl.

3

IS : 9452 ( Part 3 ) - 1988

APPENDIX A

( Clause 5.2 )

TYPICAL SEEPAGE RATE CALCULATIONS

A-l. DATA OF CANAL

Canal : Bhokharheri

Canal bank : Right

Soil type : Sandy loam

Bottom area of seepage cup 110 390 mm* (A)

Water temperature 20’2%

Chainage 121’92 m

Water depth 0’61 m

Bottom width 3’05 m

Seepage coefficient : 0’93

Date : 28.11.1969 Observer : Ram La1

A-2. OBSERVATIONS

SL No.

(1)

1

2

3

4

5

TIME

(2)

8-00

8-30

9-00

9-30

10-00

TIME INCREMENT

min

(3)

-

30

30

30

30

VOLUME OH‘ WATER IN VEFBEL ~_---_-h-_-_--~

Reading Seepage Loss ml ml

(4) (5)

1800 -

1390 410

1000 390

620 380

230 390

SEEPAQE Loss RATE Column (5) X 10‘ Column (3) X A X 6

m’/sec/ 1 O’m’

(6)

-

2’06

1’96

1’91

1’96

Average seepage rate = 1’97 m8/sec/106 m2

Actual seepage rate = 0’93 x 1’97

- 1’83 ms/sec/106 m’

4

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