performance evaluation of synthetic envelopes in ...

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PERFORMANCE EVALUATION OF SYNTHETIC ENVELOPES IN INDIRA GANDHI COMMAND AREA, RAJASTHAN a

b

R. Kumar , S. R. Bhakar M.ISH , D. Jhajharia c

M.ISH & D. G. Durbude

d

a

Dr. Y. S. Parmar University of Horticulture & Forestry, Nauni, Solan, HP E-mail: b

College of Tech. & Engg., Udaipur, Rajasthan

c

North Eastern Regional Institute of Sci. & Tech., Nirjuli, Itanagar, Arunachal Pradesh d

Regional Centre, NIH, Belgaum, Karnataka Version of record first published: 07 Jun 2012.

To cite this article: R. Kumar , S. R. Bhakar M.ISH , D. Jhajharia M.ISH & D. G. Durbude (2009): PERFORMANCE EVALUATION OF SYNTHETIC ENVELOPES IN INDIRA GANDHI COMMAND AREA, RAJASTHAN, ISH Journal of Hydraulic Engineering, 15:2, 1-15 To link to this article: http://dx.doi.org/10.1080/09715010.2009.10514937

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THE INDIAN SOCIETY FOR HYDRAULICS JOURNAL OF HYDRAULIC ENGINEERING

PERFORMANCE EVALUATION OF SYNTHETIC ENVELOPES IN INDIRA GANDHI COMMAND AREA, RAJASTHAN


by R. Kumar\ S. R. Bhakar, M.ISH, D. Jhajharia3 , M.ISH and D. G. Durbude4

ABSTRACT The present study was undertaken to evaluate the performance of synthetic envelopes for sub-surface drainage under the field conditions at Lunkamsar Farm, Indira Gandhi Canal Command Area, Bikaner and laboratory conditions at College of Technology and Engineering, Udaipur. Three types of synthetic envelopes viz. HG 22, SAPP 240 and CAN 2 were evaluated by using sand tank model and permeability apparatus to compare their performances in terms of entrance resistance and hydraulic conductivities of soil envelope system. The experiments revealed that the values of entrance resistance for envelope HG 22, SAPP 240 and CAN 2 were 1.95 day/m, 1.33 day/m and 1.51 day/m, respectively ofLunkamsar soil. The hydraulic conductivities for envelope HG 22, SAPP 240 and CAN 2 of the total thickness (k-total) were found to be 4.53 cmlhr, 5.22 cmlhr and 4.91 cmlhr and ofthe contact layer (k-contact) were found to be 3.009 cmlhr, 3.62 cmlhr and 3.27 cmlhr, respectively. The hydraulic conductivity of contact layer was found lower than that of the total layer which confirmed the soil envelope interface. The Hydraulic conductivity for SAPP 240 filter was found to be the highest and entrance resistance was found to be lowest. The SAPP 240 filter is recommended for Indira Gandhi Command Area for subsurface drainage system.

KEYWORDS : Synthetic envelope, Sub-surface drainage, Lunkamsar, Indira Gandhi Command Area, Rajasthan. INTRODUCTION Most of the irrigation projects in the country are facing the problem of water logging and salinity to varying degree. These problems are attributed to lack of adequate drainage, poor operation and maintenance of irrigation projects and inefficient water 1. Dr. Y. S. Parmar University of Horticulture & Forestry, Nauni, Solan (HP). E-mail [email protected] 2. College of Tech. & Engg., Udaipur (Rajasthan). 3. North Eastern Regional In~titute of Sci. & Tech., Nirjuli, Itanagar (Arunachal Pradesh). 4. Regional Centre, NIH, Belgaum (Kamataka). Note: Written discussion of this paper will be open until 31th December 2009. ISH JOURNAL OF HYDRAULIC ENGINEERING. VOL. 15, NO. 2. 2009


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application at the farm level. This can be overcome by the provision of artificial drainage. In order to justify the higher investment on irrigation projects and maintaining sustained agriculture production, due stress was laid in the 71h plan strategy for the drainage schemes of the completed irrigation projects and the drainage components in new projects. The provision of adequate drainage is the basis for long term amelioration of the problem of water logging and soil salinity in agricultural area. The problems of water logging and salinity or alkalinity occurred after completion of Indira Gandhi canal project in 1957. By 1976, approximate! y 20,000 ha showed salinity build up. It was estimated that approximately 180,000 ha became saline or saline sadie because of inadequate drainage measures. By 1990, about 64,000 ha of land showed evidence of water logging. These problems resulted due to canal seepage losses, inadequate on-farm irrigation management and inadequate drainage of soil. Table 1 show that the waterlogged area in Rajasthan has increased from 1992 to 1997. This proves that the problem of drainage in the Rajasthan state is severe. The waterlogged area in Rajasthan may further rise with time if no drainage is provided. Subsurface drainage has been proved to be an effective means to reclaim and control saline and waterlogged lands in various parts of world. A pilot project was initiated at Lunkaransar in the year 1993 with the collaboration of Central Soil Salinity Research Institute, Kamal to control the water logging and soil salinity by providing subsurface drainage. Sedimentation problem in the subsurface drains is the principal cause of failure of drains. TABLE-I 1 PROGRESSIVE WATER LOGGING IN STAGE 1 (IGNP)

(Area in ha) Category

Years 1992-93 1993-94 1994-95 1995-96 1996-97

Waterlogged (WT below 1 m)

13,750

9,680

10,192

14,750

17,270

WT between 1 to 1.5 m

22,000

17,760

18,790

20,670

24,140

WT between 1.5 to 6.0 m

2,92,960 1,60,670 1,98,643 2,07,300 2,97,820

Source: Under Ground Water Department IGNP, Bikaner. A variety of permeable and porous materials available economically in large quantities have been placed around subsurface drains as envelopes. The placing of envelope material around subsurface drain prevent the movement of soil particles into the drain and provide material in immediate vicinity of drain opening that is more permeable than surrounding soil leading to lower drain entrance resistant. The materials are called 'Envelopes' rather than 'filters' because as per definition a filter

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is porous mass through which fluid passes in order to separate it from matter held in suspensions. Envelope materials are generally used in soils having very high hydraulic conductivity or where there is chance of sedimentation in the sub-surface drain system. Under these conditions use of envelope becomes unavoidable. Envelopes improve the hydraulic conductivity around the drain tube and facilitate the entry of water. The main objective of placing envelope is to prevent the entry of soil particles into the drain which reduces pipe capacity and to improve permeability in the immediate vicinity of the drain openings. Among the most available drain envelopes, synthetic drain envelopes are being widely used to protect drainage pipe from sedimentation installed in soils where clogging hazards has been diagnosed. Synthetic envelopes play an important role in subsurface drainage due to its effectiveness and ease in transportability. To assess the performance of synthetic envelopes in actual field condition, it should run for at least 10 years. Though for specific application, laboratory performance tests are necessary to predict the filtration and permeability behaviour of a system. These laboratory evaluations give a fair deal of idea about the performance of synthetic filters in field conditions. Saulmon (1971), Healy and Long (1972), Mckeys and Broughton (1974), Rapp and Riaz (1975) and Broughton (1976) conducted various experiments to study the effect of different envelope materials in the subsurface drainage. Broadhead et al. (1983) conducted laboratory tests to evaluate the ability of thin synthetic envelopes to prevent sediment from entering surface drains. Woven nylon screens with precise size of openings were used to determine the effect of envelope opening size on soil movement. Tiligadas (1988) conducted experiments on sand tank model to assess the affect of water supply in the outflow head and the total head on entrance resistance of 50 mm diameter corrugated plastic drain. A non symmetrical flow theory was applied to evaluate the entrance resistance of drain. The results showed that for a given hydraulic head and outflow, the apparent entrance resistance increased when water level inside the drain diminished and vice-versa. Stuyt ( 1992) studied the variability in the degree of sedimentation within a subsurface drainage system and concluded that in all areas where soil manipulation had occurred, localized drain silting problems occurred. Singh ( 1995) conducted laboratory tests of three synthetic envelopes HG 22, SAPP 240 and CAN 2. These synthetic envelopes were previously used in Rajasthan Agricultural Drainage Project Kota, for field testing. He evaluated these envelopes in laboratory by using sand tank model and permeability apparatus to observe their performance in terms of entrance resistance. He concluded that the values of entrance resistance for sand and soil varied from 0.125 day/m to 0.020 day/m and 1.427 day/m to 1.787 day/m, respectively. Entrance resistance of drain tube without envelope for sand and soil was found to be 0.02 day/m and 1.822 day/m, respectively. The SAPP 240 and CAN 2 showed improved performances. Singh and Kumar ( 1997) conducted laboratory tests to evaluate hydraulic conductivity and entrance resistance of the


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synthetic drain envelopes (SAPP 180 and synthetic filter). They suggested that SAPP 180·filter is more suitable as compared to synthetic filter. Since, a concrete study on performance evaluation of synthetic envelopes was lacking under the field conditions of Indira Gandhi Canal Command Area, the present study was carried out in the actual field conditions of Lunkamsar Farm, Bikaner and laboratory conditions. The study was carried out to study the performance of various synthetic envelopes by measuring entrance resistance at the drain pipe in a sand tank model with corrugated plastic pipe and to study the permeability behaviour of soil envelope system for different synthetic envelopes. The experiments were conducted at CTAE, Udaipur, Rajasthan using the soils brought from the Indira Gandhi Canal Command area. MATERIALS AND METHODS The Indira Gandhi Canal Project, approved by Planning Commission of India in 1957, was taken up for implementation in two stages. The first stage has already been completed and second stage is under execution. The command area lies between 28° 30' and 300 32' north latitude and 73° 45' to 74° 46' east longitude in the north western Rajasthan. The command area covers an area of 757290 ha comprising parts of Sriganganagar, Hanumangarh, Bikaner, Jaisalmer and Barmer districts of Rajasthan state (Fig. 1). The command area has altitude ranging from 180 to 270 meter above mean sea level. In Indira Gandhi Canal, water is supplied from Harike barrage intercepted by Satlaz and Vayas Rivers and its major tributaries are Naurangdeshar, Rawatsar, Gajner left and Bhadra canal command. The area was rainfed till 1957 when irrigation development activities started. Now the area remains wet because of frequent irrigation. The climate in the region is arid with three distinct seasons. The average annual rainfall of the region ranges from 200 to 250 mm. Maximum temperature goes up to 52 OC during summer and minimum temperature goes below freezing point in winter. Evaporation rates exceed precipitation in all months except during the monsoon season. The soil texture in Indira Gandhi Command area varies from sandy loam and loamy sand with an average sand content of about 81%. Generally the soils have not been fully derived from the under laid material of lime stone due to incomplete weathering process. There are two types of soils occurring in the farm area i.e. desert plain soils and dune soils. The area is comprised of alluvium saline type with underlying sediments of sand, silt, clay and kankar. The geophysical resistivity studies revealed that surface soils of nearly 1 to 26m are under laid with about 20m thick Gypsi-Ferrous layers below which fine to coarse sand mixed with clay is expected. Three synthetic envelopes viz. HG 22, SAPP 240 and CAN 2 were used in the study. The physical properties of all the three synthetic envelops are given in Table 2. Performance of synthetic envelopes significantly depends upon the entrance resistance

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FIG. 1 LOCATION OF STUDY AREA

created by it and pattern of permeability behaviour. These factors are important in selecting a synthetic envelope for particular field conditions in sub-surface dfainage system. Therefore laboratory tests were conducted for the performance evaluation of the three different envelopes at Irrigation Water Management (IWM) Lab, CfAE Udaipur. The experimental site, Lunkamsar Farm (area of 30 hectares), was chosen for conducting the field tests because of existence of well designed sub-surface drainage system. The sub-surface drainage system at Lunkamsar Farm was installed by Ground ISH JOURNAL OF HYDRAULIC ENGINEERING, VOL. IS, NO. 2, 2009

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TABLE-2 PHYSICAL PROPERTIES OF SYNTHETIC ENVELOPES


S.No.

Geo-textiles

Properties HG22

SAPP240

CAN2

1.

Filtration opening 095 size (micro meters)

99.5

111.00

175.0

2.

Mass per unit area (grnlm2)

236.8

226.9

180.0

3.

Thickness (mm)

2.33

2.83

1.9

4.

Tear strength (Newton)

221.9

195.5

90.0

5. Newton)

Breaking strength of seams

307.4

743.90 Available

Not

Fibers identification Polyester (%)

100

97.1

100.0

Cotton

-

2.9

0.0

6. 6.1 6.2

Water Wing, Indira Gandhi Canal Command, Bikaner, Government of Rajasthan under the technical guidance of Central Soil Salinity Research Institute, Kamal at an average depth of 1.6 m and the spacing of 125m. In order to avoid the failure of subsurface drainage system due to sedimentation, synthetic envelopes were also used. Soil was also brought from Lunkamsar farm site for measuring the entrance resistance of synthetic envelopes and to study the permeability behaviour of soil of Indira Gandhi Canal Command area under laboratory conditions at CTAE, Udaipur. The soil samples of almost one ton were collected from the experimental farm site Lunkamsar (Bikaner) for measuring the entrance resistance of three different types of synthetic envelopes viz. HG 22, SAPP 240 and CAN2 and permeability behaviour of soil by using Sand Tank Model. The schematic diagram of Sand Tank model is shown in Fig. 2. In the experimental set up of sand tank model, all outlets of external tank were closed and a constant level of 60 em of water was maintained in it. During the first set up, one of the envelopes to be evaluated was wrapped over the drain tube. After ensuring stabilized state, the reading of all the piezometers was taken. Then, by opening the outlet 1 the water table in external tank was maintained up to 50 em and all the readings of steady discharge and piezometers were taken. Similar procedures were repeated for the head of 40, 30, 20 and 10 em. The same procedure was repeated for all the three envelopes. The piezometer readings on both ends of the tank simulated the height of water table of the mid plane. Several readings were taken at each head. Entrance resistance (We) was determined by using following equation


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I

I


I

,"

FIG. 2 SCHEMATIC REPRESENTATION OF THE SAND TANK MODEL

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Where, We= entrance resistance (day/m); he= entrance head loss (m); L =length of drain (m); q" = flow rate per unit length of drain (m 3/day/m or m2/day); Q =total drain discharge (m 3/day). The permeability behaviour of soil envelope system for all the synthetic envelopes was conducted for the soil of Lunkamsar Farm by using permeability behaviour apparatus as shown in Fig. 3. Four piezometers were installed with two PVC pipes of 1.0 m length by inserting first at the bottom side of the pipe and remaining at a vertical spacing of 20 em each. The bottom of pipes were closed by three synthetic envelopes to be tested, giving support of round shaped wire mesh and a cap providing sufficient clearance between wire mesh and cap by using the ring shaped PVC piece 1.5 em height. The upper end was also closed by the PVC cap after filling the pipes with soil. In order to maintain the same density of the soil in the pipe, alternate drying and wetting process was conducted every time with the change of envelope. The set up was fixed with the wall through clamps in the IWM Laboratory of CTAE, Udaipur, by putting a water tank on a table of adjustable height. A constant head of 60 em was maintained. By using the PVC flexible pipes of equal diameter a divider was connected to supply water to both the pipe fixed on the wall. A scale was attached with the piezometer pipes to observe the pressure head.


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PERFORMANCE EVALUATION OF SYNTHETIC ENVELOPES IN INDIRA GANDHI COMMAND AREA. RAJASTHAN

SUP'P'LY

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TUBE


1 - - - - 1 - - "EZONETER

11T · • · · · . lUl·:.····.·.~ OUTLET

FIG. 3 SCHEMATIC DIAGRAM OF APPARATUS USED TO STUDY PERMEABIUTY BEHAVIOUR OF SOIL ENVELOPE SYSTEM

After setting the whole set up, water supply was opened from the water tank and a constant head was maintained. Reading of each piezometer was taken with the help of vertical scale attached with the piezometer at the initial12 hours. By placing all the three envelopes in the lower cap of the apparatus the readings of piezometers and discharge were taken with respect to time. This experiment was continued with each envelope for the time till it reached stabilized state of piezometer readings with outflow through the soil envelope system per unit time. The hydraulic conductivity was determined by Darcy's law. RESULTS AND DISCUSSION The present study has been conducted at Lunkamsar farm and CfAE laboratory, for the Indira Gandhi Canal Command Area soils, to evaluate the performance of different synthetic envelopes by measuring entrance resistance at the drain pipe in a sand tank model. The permeability behaviour of synthetic envelope soil system for different synthetic envelopes was also studied. Laboratory studies were conducted to evaluate the performance of three synthetic envelopes viz. HG 22, SAPP 240 and CAN 2 by using sand tank model and permeability apparatus for soil which was brought from Lunkamsar, Bikaner. The data were analyzed to evaluate the performance on the basis of entrance resistance and permeability behaviour with time. The effect of entrance resistance and entrance head loss was also observed over the discharge through the drain tube in a sand tank

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model. To evaluate the pattern of change in permeability behaviour, the observations were noted down at certain time interval regularly, till a constant value of permeability was reached. When experiment was started, water level in the outer tank of the sand tank model was decreased from 60 em to 10 em in the steps of 10 em. The entrance head losses, corresponding discharge rates and computed entrance resistance for the soil of Lunkarnsar under the lab conditions are presented in the Table 3. The graphs between the entrance resistance and the entrance head loss for three different envelope materials are given in Figs. 4, 5 and 6. The graphs clearly show that there is linear relationship between the entrance head loss and entrance resistance. The curves indicate that entrance head loss increases near the drain pipe at a faster rate with increase in discharge. This implies that entrance resistance being a ratio of hydraulic head loss near the drain pipe and discharge per meter length of drain pipe increases with increase in discharge. TABLE-3 DISCHARGE RATE (Q), ENTRANCE HEAD LOSS (HE) AND ENTRANCE RESISTANCE (WE) FOR DIFFERENT ENVELOPE MATERIALS OF SOIL BROUGHT FROM LUNKARNSAR AREA UNDER LAB CONDITIONS he (m)

HG22 We q (m3/ (day/ m) day/m)

he (m)

SAPP240 We q (mJ/ (day/ m) day/m)

he (m)

CAN2 q (m3/ day/m)

We (day/ m)

0.276

0.126

2.192

0.283

0.164

01.730

0.280

0.1415

1.984

0.240

0.114

2.111

0.246

0.149

1.652

0.241

0.1255

1.922

0.189

0.094

1.990

0.189

0.125

1.516

0.170

0.095

1.789

0.135

0.070

1.920

0.145

0.109

1.330

0.125

0.079

1.582

0.0820 0.0435

1.885 0.0800

0.077

1.038

0.0838

0.059

1.421

0.0362 0.0210

1.726 0.0650

0.069

0.942

0.0430

0.041

1.048

The entrance resistance of the drain envelopes HG 22, SAPP 240 and CAN 2 were computed by using Equation 1 and found to be ranging from 2.192 to 1.726 day/m; 1.730 to 0.942 day/m; and 1.984 to 1.048 day/m, respectively. The reason of such variations in the entrance resistance may be the converging nature of flow towards the drain. The average values of entrance resistance for HG 22, SAPP 240 and CAN 2 were found to be 1.95 day/m, 1.33 day/m and 1.51 day/m respectively. For SAPP 240 filter, the entrance resistance was found to be the lowest among the three envelopes. Therefore SAPP 240 filter is recommended for the Indira Gandhi Canal Command Area, Rajasthan.

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0.3

--

he = 0.545We - 0.915 0.2

E rn rn

0 "0

0.1

ctl

Q)

0


.c.

14

Q) ()

1.6

1.8

24

2.2

2

c: -0.1

~

c:

w

-0.2

HG 22 synthetic envelop

-0.3

Entrance resistance (day/m) FIG. 4 ENTRANCE RESISTANCE VERSUS ENTRANCE HEAD LOSS FOR LUNKARNSAR SOIL FOR HG 22

0.3

--E en en

..Q

he = 0.268We - 0.198 0.2 0.1

"0 ctl

Q)

..c:

0 1.2

Q) (.)

1.4

1.6

c: ....ctl -0.1 c:

-

w

-0.2

SAPP 240 synthetic envelop

-0.3

Entrance resistance (day/m) FIG. 5 ENTRANCE RESISTANCE VERSUS ENTRANCE HEAD LOSS FOR LUNKARNSAR SOIL FOR SAPP 240


18

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0.3

-E ( /) (/)

0

(11)

•

he= 0.247We- 0.244 0.2 0.1

'0


co Q)

..r::::.

0

1.2

Q) (.)

1.4

1.6

1.8

2

22

c

....co -0.1 c w +"

-0.2

CAN 2 synthetic envelop

-0.3 Entrance resistance (day/m)

FIG. 6 ENTRANCE RESISTANCE VERSUS ENTRANCE HEAD LOSS FOR LUNKARNSAR SOIL FOR CAN 2

In order to determine the filtration performance of envelopes in drainage system, experiments were performed in the CTAE laboratory by observing the piezometric heads and discharge through soil column. The graphs between time and hydraulic conductivity were plotted for all the three different envelopes. The soil-envelope systems permeability for the total thickness and contact layer v/s filtration time of all the ~hree envelopes are presented in Figs. 7, 8 and 9. These graphs indicate rapid decrease in hydraulic conductivity for early 12 hours. The distribution of soil particles in layers is a function of the tendency of the soil for clogging. A decrease of hydraulic conductivity was observed for layer adjacent to the envelope. It was also observed with the soil envelope system that initially hydraulic conductivity in the layer varies while it becomes constant after longer duration of filtration. The hydraulic conductivity of total thickness decreases right from the beginning and attains a constant value after more than 72 hours (see Tables 4, 5 and 6). However, the hydraulic conductivity value seems to be increasing in respect to the initial value during first 12 hours for contact layer. Later on it decreased and stabilized after 60-70 hours. The increase in hydraulic conductivity of contact layer may be attributed to the excessive loss of soil particles which results in an increasing permeability. The overall decreases in hydraulic conductivity is due to the cake formation at the interface of soil and envelope and thereby stabilization. For Lunkarnsar area soil the hydraulic conductivities of total thickness were found to be 4.53 crnlhr, 5.22 crnlhr and 4.91


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Br---~------~==============~

I

···+···K-total

----K-contact

•············ ·•········•··

···•··•

....

··········•

• •


HG 22 synthetic envelop

2+---~---r--~----~--~---r--~----4

0

12

24

36

48

72

60

84

Time (hrs)

FIG. 7 PERMEABILITY BEHAVIOUR OF LUNKARNSAR SOIL FOR HG 22

•·········· ·····

SAPP 240 synthetic envelop

0

12

24

36 48 60 Time (hrs)

72

84

96

FIG. 8 PERMEABILITY BEHAVIOUR OF LUNKARNSAR SOIL FOR SAPP 240

Br-------------r==============li

1--

•··...

K-contact · .. • · · ·

·•·······•···

K-totall

···········•······•

CAN 2 synthetic envelop 2+---~--~--~--~--~--~--~--,-~

0

12

24

36 48 60 Time (hrs)

72

84

96

FIG. 9 PERMEABILITY BEHAVIOUR OF LUNKARNSAR SOIL FOR CAN 2


PERFORMANCE L\'ALUATION OF SYNTHETIC ENVELOPES IN INDIRA GAI'WHI COMMAND AREA, RAJASTHAN

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TABLE-4 PIEZOMETRIC OBSERVATIONS FOR EVALUATION OF HYDRAULIC CONDUCTIVITY FOR ENVELOPE HG 22 Time (hrs) 0 12 24 36 48 60 72 84

Hl (em) 100.00 101.00 103.50 105.00 108.00 111.00 114.50 114.50

H2 (em) 84.00 85.00 88.00 91.00 93.00 94.50 94.50 94.50

H3 (em) 79.00 78.50 81.00 83.50 86.00 89.00 93.00 93.00

H4 (em) 70.00 70.50 72.00 74.00 76.50 78.00 80.00 80.00

Q (eclhr) 145.00 143.00 138.00 132.00 126.00 117.00 111.00 111.00

K-eontact (emlhr) 5.67 6.10 5.40 4.89 4.67 3.74 3.009 3.009

K-total (emlhr) 6.81 6.61 6.17 5.95 5.63 4.99 4.53 4.53

TABLE-S PIEZOMETRIC OBSERVATIONS FOR EVALUATION OF HYDRAULIC CONDUCTIVITY FOR ENVELOPE SAPP 240 H4 Time Hl H2 H3 K-eontact K-total Q (em) (hrs) (em) (em) (em) (emlhr) (eclhr) (emlhr) 70.00 150.00 5.67 7.55 98.00 79.00 0 88.00 71.50 143.00 99.00 5.93 7.33 12 87.00 80.01 101.50 90.00 73.00 5.44 24 82.00 139.00 6.87 105.00 91.00 84.00 75.00 131.50 5.11 6.13 36 108.00 92.50 86.50 77.00 126.00 4.67 5.73 48 110.00 93.00 89.50 79.50 4.22 5.54 60 120.00 113.50 95.00 94.00 83.00 3.62 5.22 72 113.00 84 113.50 95.00 94.00 83.00 3.62 5.22 113.00 96 113.50 95.00 94.00 83.00 113.00 3.62 5.22 TABLE-6 PIEZOMETRIC OBSERVATIONS FOR EVALUATION OF HYDRAULIC CONDUCTIVITY FOR ENVELOPE CAN 2 Q Hl H3 H4 K-eontaet K-total H2 Time (em) (em) (em) (hrs) (em) (eclhr) (emlhr) (emlhr) 70.50 5.91 151.00 7.47 99.00 84.00 79.50 0 12 100.50 86.00 79.00 71.00 145.50 6.21 6.42 24 103.00 88.50 81.00 72.50 136.00 5.63 6.28 105.00 90.00 83.00 74.00 131.00 5.13 5.95 36 4.26 108.00 93.00 86.00 75.50 127.00 5.50 48 77.00 121.50 109.50 94.50 88.50 3.72 5.27 60 90.00 78.50 114.50 111.00 96.00 3.50 4.96 72 80.00 112.00 96.00 3.27 4.91 92.00 111.50 84 80.00 112.00 96.00 3.27 4.91 92.00 111.50 96




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cm!hr and that of contact layer to be 3.009 cmlhr, 3.62 cmlhr and 3.27 cm!hr for the HG 22, SAPP 240 and CAN 2, respectively. The hydraulic conductivity of SAPP 240 filter is more than HG 22 and CAN 2 filters. Relationships between entrance resistance versus entrance head loss, hydraulic head versus discharge and hydraulic conductivity versus time shows the similar trend for the area. It was found during the course of study that the envelopes improved the permeability and decreased the value of entrance resistance. The SAPP 240 filter shows more hydraulic conductivity and minimum entrance resistance than HG 22 and CAN 2 filters. Therefore these two properties prove that the performance of SAPP 240 was the best among the three envelopes. Therefore SAPP 240 filter is found to be the most suitable synthetic envelop for Indira Gandhi Canal Command area and it can be used for subsurface drainage system in order to provide adequate drainage and to overcome the water logging problems.

CONCLUSIONS The average entrance resistance obtained from Sand Tank model for three envelopes viz. HG 22, SAPP 240 and CAN2 are 1.959 day/m, 1.33 day/m and 1.51 day/m respectively, for Lunkarnsar area soil. The hydraulic conductivity values for the total thickness (K-total) were found to be 4.53 cmlhr, 5.22 cm/hr and 4.91 cm/hr and for contact layer (K-contact) were found to be 3.009 cmlhr, 3.62 cm!hr and 3.27 cmlhr for HG 22, SAPP 240 and CAN2, respectively. SAPP 240 showed the best performance for Lunkarnsar area, Bikaner. SAPP 240 has minimum entrance resistance and maximum hydraulic conductivity among HG 22, SAPP 240 and CAN 2. The SAPP 240 filter is recommended for Indira Gandhi Command area for subsurface drainage system.

REFERENCES Bengston, R. L., Carter, C. E., Morris, H. F. and Kowalejut, J. G. (1983). Subsurface Drainage Effectiveness. Trans. ASAE. 26 (2), pp. 423-425. Broadhead, R. G., Schwab, G. 0. and Reeve, R. C. (1983). Synthetic Drain Envelope and Particle Size Distribution. Trans. ASAE. 26(1), pp. 157-160. Broughton, R. S. (1976). Laboratory Tests on Commercial Envelopes. In Proc. Third National Drainage Symposium ASCE. Pub. 1, 1-77, pp 34-39. Healey, K. A. and Long, R. P. (1972). Prefabricated Filter FinforSubsurface Drains. J. of Irrig. and Drain. Div. of ASCE, 988(1R-4), pp. 543-553. IGNP ( 1991 ). Indira Gandhi Nahar Pariyojana, a report Government of Rajasthan for trial and demonstration of horizontal sub surface pipe drainage at Lunkarnsar in Oct. 1991. Mckeys, E. and Broughton, R. S. (1974). A Laboratory Test of Some Drain Tube Filter Materials. J. of Canadian Agricultural Engg. 16, pp. 62.


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Rapp, E. and Riaz, M. ( 1975). A Comparison ofSome Filter Materials for Corrugated Plastic Drains. J. of Canadian Agricult. Engg. 27, pp. 106-109.


Saulmon, R. W. (1971). Needfor Envelope Material above Drain Tile. J. oflrrig. and Drain. Div. ASCE, 97, pp. 661-663. Singh, B. and Kumar, R. ( 1997). Evaluation of Hydraulic Characteristics ofSynthetic Drain Envelopes. B.E. thesis submitted to Deptt. of Soil and Water Conservation Engineering, College of Technology and Agricultural Engineering, Rajasthan Agricultural University, Bikaner, Campus Udaipur, Rajasthan. Singh, N. K. ( 1995).1Aboratory Study for the Evaluation ofSynthetic Drain Envelopes. M.E. Thesis submitted to Deptt. of Soil and Water Conservation Engineering, College of Technology and Agricultural Engineering, Rajasthan Agricultural University, Bikaner, Campus Udaipur, Rajasthan. Stuyt, L. C. P.M. (1992). Mineral Clogging of Wrapped Subsuiface Drains, Installation in Unstable soils. A field survey. In Proc. 5th International Drainage Workshop, Lahore, Pakistan, ICID-CIID, IWRI, 3, pp. 5.50-5.64. Tiligadas, E. (1988). Effect of Different Parameters on Entrance Resistance of Corrugated Plastic Drains. Agricult. Water Managmt. 13(2-4), pp. 225-232.


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