CONTROL OF URBAN POLLUTION SERIES;

CUPS/12/1982-83

ASSIMILATION CAPACITY

OF

POINT POLLUTION LOAD

The River Yamuna in the Union Territory of Delhi

-CENTRAL BOARD FOR THE PREVENTION AND CONTROL OF

WATER POLLUTION, 6TH FLOOR, SKYLARK BUILDING

60-NEHRU PLACE, NEW DELHI-110019.

FOREWORD

This report attempts to introduce resilience of river as

a living organism in combating onslaught of human interferences

in the form of using river as receptacle of urban liquid wastes,

domestic and industrial. The resilience of river expressed as

assimilation capacity is used in prescribing the extent to which

the wastewaters pouring into the river Yamuna is required to

be treated before discharge into the Yamuna. If this extent of

treatment is introduced the river water quality would come back

from its present E grade quality to at least C grade quality if

not B grade.

The team lead by Dr. R.H. Siddiqi, Consultant to the

Central Board, comprises Dr. R.C. Trivedi, Dr. Shyam Lal, Dr.

S.D. Makhijani, Shri J.S. Kamyotra, Shri Rajan Chopra, Shri Brij

Mohan Gupta, Shri S.K. Nigam, Shri Sanjeev Agrawal and Shri

N.C. Durgapal. This work has not only given training to the team

who participated but also created a model for investigation for

others to follow.

(DR. NILA Y CHAUDHURI)CHAIRMAN

CONTENTS

Page

I. OBJECTIVES, FINDINGS AND RECOMMENDATIONS 1

1.1 Introduction 11.2 Objectives I

1.3 Findings 21.4 Recommendations 3

2. WASTEWATER LOADS THROUGH DRAINS 4

3. SELF PURIFICATION OF RIVER YAMUNA 11

3.1 Death Rate of Coliform Bacteria II

3.2 BOD And DO Profiles 15

1. OBJECTIVES, FINDINGS AND RECOMMENDATIONS

1 .1 INTRODUCTION

The Central Board for the Pre vention and Co ntrol o f Water Pollution undertook a study of the wastewate r , b oth domes tic and industrial , gene rate d in Union Territo ry o f Delhi and its e ffect o n water quality of river Yamuna in 1978-79 . The findings were published in report serie s CUPS/ 1&2 / 19 78- 79 ( 1,2) . Later, a comprehensive report on water quality aspects in Yamu na sub-basin, as part of the Ganga basin, was also brought out in a publication ADSORBS/2/ 1980-81 (3 ).

In the se s tu dies the volume and stre ngth of wastewater discharges through va-ious drains in Union Terri tory of Delhi were determined mainly through 'dry studies'. Furthermore, on the basis of l imited wate r qual ity o b s e r vatio ns in the Wazirabad to Okhla reach of the river certain stipulations were made regarding self pU-ification of the 7iver.

1 .2 OBJECTIVES

This re port presents more field data as a co ntinuatio n of the above work. The study had the following specific objectives.

- Qua ntifica tio n o f was te l o ads g e ne rate d within Unio n Territory of Delhi and discharged into river Yamuna.

- Surveillance of activities of Delhi Municipal C o r po ration regarding co ntainme nt and r e duction of waste l oads to the Yamuna.

Assessment of self purification capacity of the river in the reach from Wazirabad to Okhl�

1. Union Territory of Delhi (Ab -idged): Control of Urban PollutionSeries CUPS/ 1/ 1978-79

2. Union Territory of Delhi (Detailed) : Control of Urban PollutionSe �ies CUPS/2/1978-79

3 . Basin sub-basin Inventory o f Water Pollution: The Ganga Basin -Part I. The Yamuna Sub-basin: Assessment of Development Study ofRiver Basin Series ADSORBS/2/ 1980/81.

1

1. 3 FINDINGS

1 . 3. 1 The pollutional load , measured in terms of BOD did not show any change during the year 1982-83. The load ranged between 78,000 land 1 80 , 000 kg/day. The highest load was observed during July 1 982 ( Table 3. 2 ) .

1 . 3. 2 The to tal flow through all the d r ains ranged between 734 ,000 and 3,037,000 KLD. The highest flow was observed during July , 1 982 ( Tab le 3. 2 ) .

1 . 3. 3 Najafgarh, Civil Mil , Power House and Sen Nursing Home drains and Okhla Primary effluent channel t ogether cons titute mo r e than 95 p e r cent of t h e total BOD load ad ded to river Yamuna ( Table 2 . 5 ) .

1 . 3. 4 Considering the presence o f heavy metals, the following drains are significant: Naj afgarh , Powe r Hous e , Sen Nursing Home , Trans-Yamuna MCD and Tughlakabad drains.

1 . 3. 5 The total flow in the drains, not considering Barapulla d rain and Okhla Primary and Secondary effluent channels, in 1 978-79 was 41 2,000 KLD. The,corresponding flow dU-ing 1 982-83 ranged b e t ween 6 31 , 000 and 2 , 66 5 , 000 KLD (Table 2 .3) indicating a substantial increase.

1 . 3. 6 Considering the major drains listed in Table 2.4 , the total BOD load in 1 978-79 was 1 49 , 46 5 kg/day. Assuming that the l o ad s d iverted from Barapulla and other d rains contrib ute t o load from Okhla, the total load in 1 982-83 was 1 29 , 304 kg/day , indicating a 13.5� decrease in BOD load.

1 . 3. 7 The Okhla Primary effluent channel contributed o n an ave rage 2 3,000 kg/day BOD load amounting to 1 7� of the total load (Table 2 . 4 ) .

1 . 3 . 8 The coliform organism concentration in Gurgaon canal decreases by one order of magnitude for each day of travel time.

1 .3. 9 The deoxygenation and reaeration constants for river Yamuna in the reach from Wazirabad to Okhla are e qual t o 1 . 3 and 2 . 8 , respecti vely, at 2 30C.

1 . 3. 1 0 The river is so heavily polluted with organic matter that it is not able to recover wi thin 30 hours of travel time from Naj afga�h d rain to Okhla during low flow season.

2

1 . 3. 1 1 Total containment of discharges from Civil Mil, Power House and Sen Nursing Home d rains and a 70� reduction of flow from Naj afgarh d rain is likely to bring up the river water quality to 'c' level from view point of DO criteria, both during winterand su m m e r s e as o n s w h e n the m in imum rive r f l o w is 1 , 887 , 320 m3/day .

1 . 4 RECOMMENDATIONS

1 . 4 . 1 Provid ing adequate disposal of primary t reated effluent at Okhla Sewage Works will reduce the BOD load on �iver Yamuna by 1 7�. Hence this should be attempted by MCD as one o f it s priority control programmes .

1 . 4 . 2 In order t o check MCD's progress in contro lling pol lution of river Yamuna, the five maj o r inputs nam ely, Naj afgarh , Civil Mil, Power House and Sen Nursing Home drains and Okhla Primary effluent channel should be monitored regularly. A six hour monitoring programme may be conducted for this purpose, using appropriate peaking factors.

1 . 4 . 3 O ccasional checks should b e m ad e o n Maharani Bagh d r ain and Okhla secondary effluent channel through grab samples and measurement of instantaneous flows .

1 .4 . 4 Tughlakabad d ra.in should b e fur ther checked for o ccur en ce o fheavy metals.

1 .4 . 5 Barupulla and Trans-Yamuna MCD drains should be watched for any increase in flow.

3

2. WASTEWATER WADS THROUGH DRAINS

2. 1 Nineteen major and minor wastewater drains meeting river Yamuna within the Union Territo ry of De lhi were identified. The lo catio ns of 1 7 of these drains are sho wn in Figure 2.1. The rem aining 2 drains are se condary treated and primary and untreated waste water channels from Okhla sewage treatm ent plant. Drains one to 15 meet river Yam una upstream of Okhla barrage and drains 16 and 17 discharge into Agra Canal. T heprimary and untreated effluent channel from Okhla sewage treatment plant meets river Yam una downstream of Okhla barrage. T he se co ndar y tre ate d e ff luent is utilize d o n land fo r irrigation. In addition to the T rans-Yam una MCD drain, municipal waste water from Shahdra area is also carried through Shahdara drain which meets river Yamuna outside Union Ter-itory of De lhi.

2.2 The 1978-79 study showed a certain amount of waste load in the Barapulla drain serialed as 14 in Figure 2. 1 . During this study the drain was noted to have only stagnant water resulting from backflow of -iver Yamuna. It was therefore ·not included in the survey; however, its numbering is retained to maintain parity with earlier reports.

2.3 The waste water from the remaining 18 drains was characterized o n three occasio ns dUr'ing 1982-83. In addition, o ut of thesedr ains 4 major drains, nam ely, Najafgarh, Civil Mil, Po wer House and Sen Nursing Home drains which contribute about 9 0 per cent of BOD load to river Yamuna upstream of Okhla barrage were characterized on two more occasio ns . T he Shahdara drain was characte rize d o nly o nce . Initially, o ne hourly flow based composite samples were collected. Later compositing was done o n two hourly basis when individual samples over a 24 hourperiod were also analyzed to dete rmine diurnal variation in characteristics.

2.4 The concentrations of suspended solids (SS ) and organic matter in the various drains, as measured b y biochemical oxygen demand (BOD) and chemical oxygen demand (C OD) determinations, is shown in Table 2.1. The waste water samples were also analyzed for pH o n all occasio ns. These values ranged between 7.2 and 8.0.Figure 2.2, which is based on data of Table 2.1 , shows the ratio of COD and BOD value as 3. In addition to these analyses samples co llected in Ap-il-May 1982, were also analyzed for total dissolved solids (TDS ) and heavy metals. Results of these an�lyses are given in Table 2.2.

4

,

1 N AJAFGAR H DR AIN

2 MAGAZINE R DAD DRAIN

3 SWEEPER COLONY DR AIN

I. KHYBER PASS DR AIN

5 /JE.TCAlF HOUSE DR AIN

6 KUDSIA BAGH DRAIN

7 MOAT DRAIN

8 TRA NS YAMUNA M.CD DR AIN

9 MORI GATE DR AIN

10 CIVIL MILL DRAIN

11 POWER HOUSE DR AIN

12 SE N NURSING HOME DRAIN

13 DR AIN NO 11.® BARAPULLA DRAIN (NOW DRV.

15 MAHARANI BAGH DRAIN

16 KALKA JI DR AIN

17 TUGHLAKABAD DR AIN

• RIVER MONITORING STATIONS

•

FIGURE-2'1 D RAINS AND MONITORING STATIONS

,

300

� 200 E

'f' 0 0 100 0)

0

o _" .--0 ,", "

o

0

0

, -----0

0 �< u O

0 �o�;: 0'<>

�o o 0 o 0

..--" 0

100 200 300 COD mg!1

0 0

1.00 SOD

FIGURE -22 B.o.o vs CO.o RELATIONSHIP FOR WASTEWATERIN DRAINS

TABLE 2.1 DRAIN WASTEWATER CHARACTERISTICS, mg/ l

S.NO. DRAIN APRIL-MAY, 1982 JULY,1982 MARCH, 1983 SS BOD COD SS BOD COD SS BOD COD

1- NAJAFGARH 450 124 340 946 50 187 174 62 204 2. flAGAZINE ROAD 577 377 683 213 124 487 293 277 496 3· SWEEPER COLONY 49 36 98 127 31 93 56 71 166 4. KHYBER PASS 300 18 60 186 22 171 15 8 48 5· METCA LF HOUSE 433 105 318 94 61 170 290 b 327 6. KUDSIA BAGH 217 83 336 82 64 55 234 b ·337 7. MOAT a a a a a a 269 b 233 8. TRANS-YAMUNA MCD 535 96 431 1,079 59 288 256 b 526 9· MORI GATE 304 36 139 25 9 34 301 81 290

10. CIVIL MIL 457 140 327 173 111 241 261 153 380 11- POWER HOUSE 1,302 63 180 433 136 453 642 148 419 12. SEN NURSING HmIE 424 101 260 349 80 278 197 102 217 13· DRAIN NO. 14 58 8 22 237 2 27 21 3 20 14. BARAPULLA c c c c c c c c c 15. MAHARANI BAGH 109 62 180 232 71 230 303 220 466 16. KALKAJI 17 7 30 137 7 b 185 38 146 17. TUGHLAKABAD 2,736 129 224 41 2 b 602 66 285 18. OKHLA PRIMARY 366 164 360 447 110 320 189 99 262 19· OKHLA SECONDARY 176 80 186 78 36 135 86 82 224

a - not sampled because of negligible flow b - sample lost c - Barapulla drain was not characterised as it was not flowing

TABLE 2.2 - HEAVY METALS AND TOTAL DISSOLVED SOLIDS ( TDS ) IN DRAIN WASTEWATER, APRIL-MAY, 1982, mg/l

S.No. DRAIN Cr Ni Cu Zn Pb Cd TDS

1- NAJAFGARB 0.14 0.15 0.12 0·59 0.12 0.008 1,127 2. MAGAZINE ROAD 0.02 0.03 0.16 0.36 0.09 0.002 1,096 3· SWEEPER COLONY 0.01 0.01 0.05 0.24 0.04 <0.001 390 4. KHYBER PASS 0.04 0.03 0.03 0.12 0.07 0.010 803 5. METCALF HOUSE 0.02 0.02 0.06 0.31" 0.07 0.002 1,214 6. KUDSIA BAGH 0.03 0.02 0.07 0·30 0.15 0.002 826 7. MOAT a a a a a a a 8. TRANS YAMUNA MCD 0.09 0.12 0.20 0.73 0.09 0.004 2,364 9. MORI GATE 0.02 0.03 0.06 0·30 0.07 0.001 775

10. CIVIL MIL 0.05 0.06 0.19 0.65 0.09 0.002 748 11- POWER HOUSE 0.05 0.15 0.23 0.75 0.06 0.001 1,846 12. SEN NURS ING HOME 0.10 0.05 0.12 0.42 0.09 0.003 879

r 13. DRAIN NO. 14 0.01 0.02 0.01 0.15 0.08 0.005 547 14. BARAPrrLLA b b b b b b b 15· MARARANI BAGH 0.01 0.02 0.03 0.15 0.03 0.001 816 16. KALKAJI 0.01 0.02 0.01 0.19 0.05 0.002 1,257 17. TUGHLAKABAD 0.49 0.21 0·51 0.32 0.23 0.007 3,831 18. OKHLA PRIMARY 0.04 0.04 0.10 0·35 0.07 0.001 880 19· OKHLA SECOl/DARY 0.01 0.03 0.04 0·30 0.04 0.002 612

a - not sampled because of negligible flow b - Barapulla drain was not characterised as it was not flowing

2 . 5 It is seen f:-om Table 2 . 1 that d r ains at serial numbe,.s 3, 4 , 9 , 1 3 and 1 6 have low BOD concent ration, mostly below 50 m g / 1. The Moat d ,.ain at s e r ia l num be,. 7 whi ch h ad negl igible flow on the fir st two sampling o ccasions and therefore was not characterized , was found to have significant discharge during March 1 983. Though the BOD of the sample could not be determined it can be estimated as one thi:-d of COD value as about 70 mg/l. The d rain at se:-ial number 1 9 , Okhla Se condary Treatment e ffluent channel had BOD values abo ve 30 mg/l on all occasions and more than 5 0 mg/l on two o ccasions , indicating a below satisfactory performance of the treatment plant .

2 . 6 A perusal of Table 2.2 shows that t he sample from Tughlakabad drain at se -ial number 17 contains the highest concentrations o f heavy metals and TDS. This obser vation al ongwi th the lowBOD in the waste indicates a strong indust:-ial o rigin from m e t a l pr o ce s s ing ind u s t r ie s . O t h e r d r ains w h ich s h o w significantly high co ncentration of metals are Naj afgar h , Trans-Yamuna MCD , Power House and Sen Nursing Home d rains .

2.7 T able 2 . 3 shows the wastewat er flow and BOD load data o f the drains. The fl ow rates were determined from the surface velocity which was measured by using a float and area of flow. The surface velocity was multiplied by a standard factor, 0.85 to obtain average velocity. The discharge in Najafgarh d rain w hich carries the highest flow was also measured using a current meter. The two determinations were within 2 per cent of each other .

2 . 8 The d ata o f Table 2.3 show a higher flow rate in most o f the drains during the post-monsoon (July 1 982) obser vation. This is attributed to subsoil flow into the drains. The wastewater BOD loads from the d ,.ains remained more or less same during the year of observation.

2 . 9 Limited obser vatio ns were carried out on Shahd ara d r ain. Samples collected in July 1 982 showed a flow rate of 58, 580 KLD and a BOD load equal to 1 , 602 kg/day.

2 . 1 0 In order to evaluate the progress by Municipal Corporation of Delhi (MCD ) in controlling flow of city sewage through the drain to :-ive r Yamuna, all 1 9 d rains need not b e monitored. Table 2 . 1 suggests elimination o f drains at serial numbers 3, 4 ,9 , 1 3 and 1 6 from future moni to-ing programme on the basis of the�" low BOD concentration, which is less than 50 mg/ l. Natural drainage channels flowing through congested localities can not be realistically expected to have better quality water.

6

TABLE 2.3 WASTEWATER FLOW AND BOD LOAD IN DRAINS

\ APRIL - MAY! 1 982 JULY, 1 982 MARC H! 1 983 S .NO. DRAIN FLOW BOD FLOW BOD FLOW BOD AVERAGE AVERAGE

KLD Kg/D KLD Kg/D KLD Kg/D FLOW BOD ( 1 982-83 ) ( 1 982-83 )

, KLD Kg/D

1 . NAJAFGARH 429 , 3 70 53 , 242 2, 3 1 8 , 700 1 1 5 , 935 1 , 01 6 , 000 62,992 1 , 254 , 690 77, 390 2. MAGAZINE ROAD 5 , 340 2, 01 2 3 , 020 3 75 478 1 32 2, 946 840 3 . SWEEPER COLONY 730 26 1 , 360 43 484 34 858 34 4. KHYBER PASS 3 , 030 55 6 , 480 1 49 3 , 564 28 4 , 358 77 5 . METCALF HOUSE 6 , 850 71 9 1 0 , 890 665 6 , 462 704b 8 , 067 696 6. KUDSIA BAGH 5 , 270 437 1 5 , 720 1 , 01 7 9 , 6 1 4 1 , 076b 1 0 , 201 843 7. MOAT a a a a 2, 048 1 57b8. TRANS-YAMUNA MCD 4 , 5 20 444 1 3 , 480 803 5 , 324 932b 7, 775 726 9 . MORI GATE 740 27 1 , 040 1 0 538 43 773 27

1 0. CIVIL MIL 78 , 450 1 0 , 983 71 , 970 7, 992 80 , 496 1 2,3 1 6 76 , 972 1 0 , 430 1 1 . POWER HOUSE 72 , 950 4 , 595 1 1 7, 680 1 6 , 007 38 , 93 2 5 , 76 2 76 , 5 21 8 , 788 1 2. SEN NURSING HOME 4 , 490 453 71 , 450 6 , 402 1 08 , 5 1 0 1 1 , 068 61 , 483 5 , 974 1 3 . DRAIN NO. 1 4 6 , 1 20 48 1 5 , 380 44 1 6 , 950 50 1 2, 81 7 47 1 4. BARAPULLA c c c c c c 1 5 . MA HARANI BAGH 9 , 5 70 593 1 1 , 060 786 8 , 36 2 1 , 820 9 , 664 1 , 066 1 6 . KALKAJI 2, 780 1 9 2, 250 1 7 1 , 056 40 2, 029 25 1 7. TUGHLAKABAD 81 0 1 05 4!32O 1 0 2!988 1 97 2!706 1 04

Sub total 631 ,020 73 , 758 2, 664 , 800 1 4 2, 263 1 , 301 , 806 97,351 o.

1 8. OKHLA PRIMARY 91 , 380 3 , 746 3 25 , 900 36 , 072 294 , 252 29 , 1 30 23 7, 1 77 22, 983 1 9 . OKHLA SECONDARY 1 1 , 630 307 46 , 050 1 , 688 4 2, 1 86 3 , 459 33 , 289 1 , 8 1 8

TOTAL 734!030 77 , 81 1 3!036!750 1 80, 023 1 !638!244 1 29!940

a - not sampled because of negligible flow b - calculated on baSis 6f 0 . 33 COD value c - Barapulla drain was not character·ized as it was not flowing.

Table 2.4 lists t hose drains which were found to carry more than 2 ,000 kg/ day BOD load during either t he 1 978-79 or the

11 982-83 survey. It is evident that Najafgarh, Civil Mil, PowerHouse and Sen Nursing Home drains and Okhla primary effluent channel be included in the routine mo nitoring program m e . Occasional checks through grab samples and instantaneous flow meas ure m e nts should be made on Maharani Bagh drain and Okhla secondary effluent channel. In view of the results reported in 2.6 above , Tughl akabad drain wastewater should be further checked for occurence of heavy metals. Kalkaji drain need not be monitored further.

2 . 1 1 Table 2.5 gives fur ther analysis o f data of Table 2.3 in terms of per cent BOD contribution by five selected drains. These d rains t ogether contribute more than 9 5 per cent of the to tal load on river Yamuna in the Union Territory of Delhi.

2 . 1 2 As mentioned earlier, four of these drains were characterized on two additio nal occasions when two hourly s amples wereanal yze d individually. These data are shown in Figures 2.3 to 2.6 . I n addition t o collection o f more data o n t he pollutional loads car�ied by these drains , the purpose of these o bservations was al so to characterize t he variation in flowrates and o rganic matter co nce nt r atio n to deter mine peaking factors during specified observation periods. Such an analysis o f these data is given in Table 2.6. The o bservation pe rio dswere selected to coincide with sustained high flow rates over a pe riod o f six hours. The table shows inve rse of peaking factors for both flow and COD. I t is felt that these dat a could be use d to determ ine wastewater loads in the various drains by carr ying o ut only a limited sampling o f 6 hours duration.

8

TABLE 2.4 DRAINS DISCHARGING SIGNIFICANT BOD LOADS, Kg/DAr

DRAIN

NAJAFGARH

TRANS-YAMUNA MCD

CIVIL MIL

POWER HOUSE

SEN NURSING HOME

MAHARANI BAGH

JlARAPULLA

KALKAJI

TUGHLAKABAD

OKHLA PRIMARY

OKHLA SECONDARY

APRIL-MAY JULY 1 982 1 982

53, 242 11 5 , 935

444 803

1 0, 983 7, 992

4 , 595 1 6, 007

4 53 6 , 4 02

593 786

a a

1 9 1 7

1 05 1 0

3 ,746 36, 072

3 07 1, 688

MARCH 1 983

62, 992

932

1 2, 3 1 6

5 , 762

11 , 068

1 , 820

a

4 0

1 97

29, 1 30

3 ,459

TOTA L

AVERAGE, AVERAGE, 1 982-83 1 978-79

77,390 78, 000

726 6, 725

1 0, 430 1 , 5 20

8, 788 1 , 5 1 0

5, 974 5 , 625

1 , 066 3 ,885

4 1 , 4 00

25 3, 200

1 04 8, 6 00

22, 783 NOT CONSIDERED

1 , 8 1 8 NOT CONSIDERED

1 29, 3 04 1 49 , 465

a - Barapulla drain was not characterized as it was not flowing

S .NO.

TABLE 2. 5 BOD LOA D DISCHARGED BY MAJOR DRAINS

DRAIN PER C ENT OF TOTAL BOD LOAD APRIL-MAY, 1 982 JULY, 1 982 MARCH, 1 983

1 . NAJAFGARH

2. CIVIL MIL

3 . POWER HOUSE

4 . SEN NURSING HOME

5 . OKHLA PRrMARY

TOTAL

68. 7

1 4 .2

5·9

94 .1

62.2 49·8

4 . 2 9 . 7

8 . 6 4 .6

3 ·4 8 . 7

1 9 . 3 23 ·0

97 .7 9 5 . 8

,.

S .NO . DRAIN

1 . NAJAFGARH

2 . CIVIL MI L

3 . POWER HOUSE

•

TABLE 2 .6 FLOW AND COD PEAKING FACTORS DURING SPECI FIED OBSERVATION PERIODS ( OP) FOR FOUR MAJOR DRAINS

DATE OBSERVATION FLOW OF PERIOD (OP) PEAKING OBSERVATION FACTOR- l

..... -...

COD PEA KING FACTOR- l

AVERAGE, 24 HR. AVERAGE, 24 HR.AVERAGE, OP AVERAGE, OF

3 · 1 1 .82 l l AM - 5 PM 0 · 94 0 .75 24 .1 1 .82 l l AM - 5 PM 0 .79 0 .75

3 . 1 1 .82 9 AM -3 PM 0 ·98 0 .68 24 .1 1 .82 9 AM - 3 PM 0 .93 0 .69

3 .1 1 . 82 9 AM - 3 PM 0 .96 0 .8 126 .11 .82 9 AM - 3 PM 0 .8 7 0 .65

4 . SEN NURSING HOME 3 ·11 .82 9 AM - 3 PM 0 .73 0 .84 26 .1 1 .82 9 AM - 3 PM 0 .70 o. '14

AVERAGE 0 .86 0 .74

, ��

--=­'"

��----r-------------�

6O<H

)-4 NOV 82 AVERAGE 194 L.-S PO AVE 157

E 400

o o u

� �

� 0 -' "-

8AM

:�

OBSERVATION PERIOD

8P'"

41 ) -4 NOV 82

2 AVER/JC:£ 1347 aBS PO AVE 142G

0 8AM 8PM

8A'"

8AM

o o

8OO'�-� -24

- --2

-5-N()-V 821

AVERAGE 183 '

60

01 SA'"

0"' � - -"'-j

SAM

;t:. �

� 6 0 -' "-

24-25 NOV 82

AVER,6GE 1·52 02

CBS PO AVE 9·55

8AM 8P'" 8AM

FIGURE-2'] FLOW AND C 0.0. VARIATION IN NAJAFGARH DRAIN

o o u )-4 NOV 82

AVERAGE 437 OBS. PO.AVE. 637

----'--'--+'DBSE VATiON

,."0------------,

;l0 o -' ... O· •• +-::--:-==-=-----, )-1. NOV82

O'B' AVERAGE (}1 08S. PO AVE 0'83

BAM 8PM 8AM

.;t. � �

;l 0 -'...

800',--0=,---------.

60

>

'·2

'0

O�

0

0·1

24- 25 NOV82 AVERAGE 473 OBS.PO. AVE. 679

21.-25 NOV 82 AVERAGE (}67 085, PO AVE o-n

8AM 8P'"

- - - - - -

BAM

FIGURE-2-/. FLOW AND COO VARIATION IN CIVIL MILL DRAIN

a o

WOI.-----------�---------.

600

5 -6 NOV82

AVERI>C£ 360OBS PO AVE 4/.,4

u 200

BAM 8PM 8AM

H,-____________________ -,

1·2

5-6 NOV 82

AVERAGE 0·79CBS PO AVE. 082

8AM 8PM AM

a o

800,--------- --r-------- --.

600

I,()O

26-27 NOV 82

AVERGE 351 CBS PO AVE 537

u 200

O+-�--,--.--.---,-� BAM 8PM BAM

�,--------------------,

>0

�08

-' ... o

26- 27 NOV 82 0·2 AVERAGE 0-81

C8S PO · AVE 0 93 O +-������_.� AM 'OPM SAM

FIGURE-2·5 FLOW AND CO D VARIATION IN POWER HOUSE DRAIN

B. �r----- ----'----- --�

600

3 -I. NOV 82

AVERAGE 514 OBS PD AVE. 611

OSSE RVAllON PERIOO

Ol��--�-''-�--��

'-4

,.

'-0

<t8 ;J{!..>: 0

;; D � O-t.

0-2

BAM BPM BAM

A ....

- -

OBS PO.AIIf_OB7

- - -

BPM

AV

- - --

SAM

BOO �----------.-

----------, 2 6 -27 NOV 82

AVERAGE 447 CBS PO AVE 600

� 400 ---, E

D D u 200

O+-�--�--�--��--� BAM BPM BAM

'4 26-27 /IOV 8 2 OBS PO AVE 0-S4

L I AVE o S9

'2

,{}-

,;\Q. ()8- -l:

Otr ;; D LZ 0-"

0-2 L SAM

-- -

ApM

- - - - -=

L SA ....

FIGURE-2-6 FLOW AND COD VARIATION IN SEN NURSING HOME DRAIN

3. SELF PURIFICATION OF RIVER YAMUNA•

The uncontrolle d addition o f wast e s to �iver Yam una has deteriorated its water quality to such an extent that the river stretch between Wazirabad and Okhla in the Union Ter�itory of Delhi was classified in the 1 978-79 study as 'E', i.e . suitable fo r ir r igation, industrial coo l ing and waste wate r disposal, even though the designat e d best use for the r ive r st retch is bathing . This warrants the ,iver water quality to be improved from class E to Class B, the de signate d class fo r bathing water .

The two pollutants which have caused this degradation of water quality are colifo rm bacte ria and organic matter . Both o f these are added to the river in varying quanti ties through the drains described previously in this report . The o bservations and analyses presented in the following sections estimate the self purification capacity of the �iver with respect to these two parameters.

3.1 DEATH RATE OF COLIFORM BACTERIA

3 . 1 . 1 The r ate o f dest r uction o f coliform bacteria in aquatic environment is considered to be substantially parallel to that o f pathogenic intest inal bacte r ia. The r e cognized facto r sinfluencing the removal o f coliform bacteria from the aquatic e n v ir o n m e n t a r e ( i ) s a l in i t y , ( i i ) heav y m e t al s , ( iii) coagualtion , flocculation , sedimentat io n , ( iv) solarr adiat io n , ( v ) · n ut r ient deficien c ies, ( v i ) pr e dat ion ,( Vii) bacteriophages and (Viii) algal activity .

3.1 . 2 The r ate o f decrease o f colifo r m count in a flowing wate r is described by a first order equation:

N - N e-k t- 0 b • . . . 3 . 1

where No and N are coliform counts initially and after traveltime t, respectively, and Kb is bacterial decay rate constant.The value o f Kb is influenced by the vario us fact o r s listedabove and m ay change from one rive r system to another. It is also influenced by a change in temperature o f the river water according to

3 . 2

whe r e Kb ( T1 ) an d K b ( T2) are de cay r at e co n s t an t s at

1 1

t emperat ures T 1, and T2o C, respectively. I t s value can be

determ ined from the slope of a plot of log o f number of bacteria vs. time of flow on the basis of the above equation.

3.1 .3 The stretch of the :-iver between Wazirabad and Okhla receives m icrob ial inputs from a number of both point and non-point sources. Theoret ically it is possible to analyze such a si tuat ion on the b asis of Equatio n 3. 1, if the input s are quantified. Co nside:-ing the limitation of method of coliform determination, sampling errors and uncertainties in quantifying no n-point inputs, co nclusions from analysis of data for the stretch of the Yamuna between Wazirabad and Okhla will have low reliability. It was therefore decided to study the death rate of the organisms in Gurgaon canal which receives water from the Yamuna through Agra canal about 5 km downst r eam o f Okhla barrage (Figure 3. 1). It is realized that the channel geometry and bed characteristics of the canal being different from that of the r iver, the death rate may also be different. However, most of the factors influencing the death rate, listed in 3. 1. 1would st il l be the same for both situat ions. Further, both water bodies have sluggish water velocities in the range of 0.2 to 0.4 m/s and have shallow depths.

3. 1 . 4 A 14. 6 km st r etch of Gurgaon canal bet ween Badar pur andBal labgarh was sel ected for this study. The canal does not receive any waste wi thin this reach. Three sampl ing stations were chosen to cover this reach. Sampl es were coll ected on three co nsecut ive days. On each day four samples w ere collected between 1 0 AM and 4 PM from every station .

l3. 1. 5 Discharge measurements were car-ied out using a current meter.

Discharge data based on stage height were also obtained from Haryana ir-igat ion department. Averages of the two values were used to calculate velOCity and time of travel. Table 3.1 shows the channel cross-sections and the average discharge values at points where it changed within the reach of study .

3. 1. 6 Individual samples were analysed for total and fecal coliforms, t emperature and disolved o xygen ( DO) . On each day t im e basedcomposi te samples were also prepared which were analysed fo r BOD. The DO and BOD data were used for calculating BOD and DO profiles in the canal which are presented in Appendix I.

3.1 . 7 Figures 3. 1 and 3.2 show the bacterial counts plotted according to Equat ion 3. 1 and curves of best fit. The death rat e constants fo r total and fecal coliforms are determined as 3.26 and 2.47 per day, respect i vely, in the 14.6 km stretch o f Gurgaon canal.

1 2

5X1 06,--------------------- ------________________ ____ �

3

G 10

8 7 6

5

I.

3

E 0 � 2 z "-� � Q: " "- -:J 10:l o , u , ..J 9 ;: 7 o >- 6

5

4

3

2

o

N=No eJ·16 t {days}

1 4 8 16

TIME OF FLOW, HR -----,:c:!P�12 20 24

FIGURE -3·' DISAPPEARANCE OF TOTAL COLIFORMS IN GURGAON CANAL

JX�6� ________________________ ____________________ ,

2

vi 9 8 7 6

t ; -' J E

0 � -z 2 "-� � '" 0 '= -' 0

105 u -' 9 « u 8 w ... 7

6

5

4

J

2

o 4 8 12

IMAX•

AVE.

MIN. TEMPERATURE 23°C

N - N -2'1.71 (days)- .e

16 20

TIME OF FLOW, HR � 24

FIGURE-)'2 DISAPPEARANCE OF FECAL COUFORMS IN

, GURGAON CANAL

Station

I

a -II

TABLE 3. 1 LOCATION OF SAMPLING STATIONS ON GURGAON CANAL AND CANAL DISCHARGE

Distance kIn

0

5 . 486

9.1 43

Channel Section

��MI- 11·6 M o[

""'- f2•3M 1 M-----i r------;2f 1.5 M I- 10·4M .,

��t-----AM r 1().1. M -I

24 . 2.83

7.66

7. 66

7. 66

Discharge! m31..s 25 .2.83 26 .2.83

7.66 6.31

7.66 3. 9 7

7. 66 3. 9 7

III 1 4 . 6 29

a - A d istributary is taken off at this pOint . There is al so a weir resulting in a water fall and aeration.

3.1 .8 Using the lower value of the death rate constant which·was observed fer fecal coliform it is see·n t hat the c ol iform MPN concentration decreases by one order of magnitude in log scale for each day o f tre.vel t ime. Therefore , if the concentratio n in t h e Yamuna is t aken as 1 06 / 1 00 m l after c onfluence o fNaj afgarh drain on t h e basis of 1 978-79 reports (1 , 2 ) , it is expected to decrease to about 1 05 / 1 00 ml at Okhla which isabout one day's travel time downstream during low flow season (Table 3.2 ) . Tl)e coliform count will not decrease to an acceptable level at Okhla (less t han 5000/ 1 00 ml for c lass C rivers) even if the microbial load through Najafgarh drain is curtailed by 70 per cent.

Distance from Wazirabad

km

o

0.88

4 .50

8 . 22

9 . 58

1 2 . 03

1 4 . 1 8

20.1 3

TABLE 3.2 LOCATION OF SAMPLING STATIONS ON RIVER YAMUNA AND MAJOR DRAINS

Time of flo� hr

0

1 . 2

6 . 5

1 1 . 5

1 2 .0

1 4 . 0

1 7 . 6

20 . 7

29 . 4

I.

I I .

I I I .

IV.

V.

Sampling Station

Wazirabad

Monastery

Pontoon Bridge

NOida Bridge

Okhla

Drain

Najafgarh

Civil Mil

Power House

Sen Nursing Rome

a - Calculated on the baSis of average stream velocity of 0 . 1 9 m/s

1 . Union Territory of Delhi (Abridged): Control of Urban Pollution Control Series CUPS/ 1 /1 978-79

2 . Union Territory of Delhi (Detailed): Control of Urban Pollution Control Series CUPS/2/1 978-79

1 4

3 .2 BOD AND DO PROFILES

3 .2 .1 Aerobic decomposition of organic matter in the river exerts a d em and on its oxygen resource s . The BOD and DO profiles are respectively given by

,

3 ·3

•

D = =--=-\ ( e-K1 t _ e-K

2t ) + Doe-K

2t 3 ·4

KrK1 where Lo and L are ultimate BOD as mg/ l initially and afte rt ravel time t , respectively, K1 and K2 are d eoxygenation andreaeration rate constants, per day, respectively, and Do and Dare Oxygen deficit as mg/l initially and after a travel time t, respectively .

3 .2 . 2 The deoxygenation constant for the river is evaluated from the s l ope o f an ari t h m e"tic - l o g plo t of Equat i o n 3 . 3 . The reaeration constant is related to river channel characteristics according to

. . . � 3 .5

H3/2where DL(T) is d iffusion c onstant at temperature TOC , m 2 /d, Uis average velocity, m is , and H is average depth, m . The d iffusion constant is given by

The river deoxygenation rate constant varies with temperature as

3 ·7

whe re KT and KT a re d e oxyge n at io n rate c o n s t a n t s at1 2

temperatures T 10C and T2oC, respectively.

3 . 2 .3 Five sampling stations between Wazirabad and Okhla barrage were chosen to study the dec omposition rate of o rganic matter and its e ffect on DO of river Yamuna. For t he purpose of this analysis BOD inputs from the four m aj o r d rains, namely, Najafgarh, Civil Mil, Power House, and Sen Nursing Home drains, (Table ?5), wi thin the reach of study were considered . Table 3 . 2 gives the d is tance s of these d rains and the sampling stations frem Wazirabad barrage .

15

3.2 .4 Hi ver water samples we.e collected on three consecutive days. On each day, during 8-hour period of sampling, spanning between 9 AM and 5 PM, six samples were collected at equal intervals of t im e. On sampling stations II and IV where t he river was flowing t hrough distinct c hannel s , an individual sample was prepared by collecting water at three points across the entire span of the river. Individual samples were analysed for DO and temperature. On each day a time based compo site sample was also prepared which was analysed for BOD and chlorides . The results of these analyses are given in Table 3 .3 .

3 . 2.5 The river water sampling programme was carried out t o coincide with the drain monitoring programme in March 1 983. Therefore, t he BOD inputs were calculated on t he b as is o f observations presented in Table 2 .1 and 2 .3 .

3 . 2 .6 The discharge of the river was obtained from records at Wazira­bad barrage. Att empts to m easure discharge by current m et er were not successful because of extremely low velocities at some pOints across the river channel. The average discharge recor­ded during the three days of observations was 1 ,887 , 320 m3/day.The river cross-section was measured at station I I and is shown in figure 3.3. Taking this as a typical sec t io n , t he average stream velo c ity was c al culated for a to tal discharge of 2 , 903, 320 m3/day , being t he sum of the river disc harge atWazirabad and flow from Naj afgarh drain, as 0.19 m/s.

3 .2 .7 In order to validate the assum ptions of co mplete m ix ing o f river water and drain disc harges , impl ied in t he analyses o f BOD and DO profiles, and t o verify the discharge measurements , a mass balance f o r c hl o r ide ion which is a conservative ion , was carried out. The chloride concentration in the major drain disc harges during March 1 983 sampling is given in Table 3 .4 . Figure 3.4 shows the mass balance of chloride ion. The figure was constructed from the flow data of Table 2.3, chlo:'ide data o f T ab l es 3.3 and 3 .4 and taking t he flow o f t he Yamuna justdo wn stream of Wazirabad barrage as 1 , 887 , 320 m3 / day. It isseen t hat there is a good agreement bet ween the observed and computed concentrations.

3 .2 .8 Due to the l o w veloc i ty in t he river c hannel most o f the suspended matter in the drain discharges settles to the bottom of the river where it undergoes anaerobic decomposition. Even during winter months inspection of the river reach under study sho wed product ion of m ethane bubbl es. A part o f the sett l ed matter is resuspended through buoyant action of the bubbles or it is �olubulized and escapes to t he aerobic layer o f t he river. T he fraction of the set t l ed organic matter which is stabilized through anaerobic reaction does not tax the oxygen resource of the river.

1 6

Station

I

II

III

IV

V

TABLE 3.3 T HE YAMUNA WATER QUALITY FROM WAZIRABAD TO OKHLA DURING MARCH 1 4-1 6 , 1 983

1 4 . 3. 1 983 1 5 . 3. 1 983

DO BOD Cl DO BOD Cl Average Range Average Range Average

9 · 0 8. 1 -9 .9 2. 1 1 6 8 . 9 8 . 1 -9 . 7 4 . 2 8 8 . 6

1 . 7 0. 0-2. 7 1 9 · 9 4 0 1 . 2 0. 0-2. 2 1 7. 9 4 0 1 . 6

0.8 0. 5-1 . 1 1 1 . 9 33 0. 5 0. 2-1 . 0 1 1 . 8 36 0. 1

2. 3 0. 8-3.2 9 . 8 39 1 . 7 0. 3-3. 2 1 3 ·4 37 1 . 3

1 . 9 1 . 0-2.4 6 . 8 31 2·5 0. 7-3. 7 7. 1 31 2. 0

a - Sample was lost

16 . 3. 1 983

DO BOD Cl Range

7. 7-9 . 6 4 . 3 7

0. 5-2. 0 a 4 0

0.0- 0. 2 1 3· 3 38

0. 1 -2. 0 1 1 . 6 37

1 . 0-2.8 6 . 5 28

TABLE 3.4 CHLORIDE CONCENTRATION IN MAJOR DRAINS, MARCH 1 983

DRAIN CHLORIDE, mg/l

NAJAFGARH 88

CIVIL MIL 79

POWER HOUSE 69

SEN NURSING HOME 1 1 6

3.2.9 In order to compute the BOD and DO profiles the fraction of BOD stabilized through aerobic reactions and the river deoxygention rate constant were estimated by successive trials and computing a BOD p rofile to m atch the o n e o b s erv ed. A s firs t approximations, the non-settleab l e BOD was assumed as 70%, a conventionally used value for sedimentation of sewage and the d eoxygenation rate constant as 1 .4 per day. This value was ob tain ed from a p l o t o f BOD d a ta f o r s tatio n s I V and V according to Equation 3. 2. These values were then corrected to 75% and 1 . 3 per d ay, respectively. Figure 3.5 shows the observed BOD-5 values of river water samples and calculated BOD-5 profile using the mod ified values as above. It is seen that these values give a fairly good agreem ent between the observed and calculated profiles.

3.2.1 0 The river reaeration rate constant was estimated according to Equation 3.5 at station II ( Figure 3.3) as 2.57 per day at 230C. This value was later correc ted to 2.8 per day to ob tain agreement between the observed and calculated DO profiles. In Equation 3.4 the ultimate initial BOD, Lo was estimated fromthe BOD-5 value using a rate constant of 0.1 9 per d ay as observed in lab orato ry studies ( Figure 3.6 ) and DO saturation conc entration of 8.6 mg/ !. Figure 3.7 sho ws the observed dissolved oxygen data and the calculated DO profile according

18

r E � , :r

>-Q. '" o

AREA - 175· 4 rr.2

AVE DEPTH - 0 a-79m DISCHARGE - 1�03320 J'd

2 � __ -. ____ -, ____ -. ______ ,-____ .-____ .-____ , 6 � � ,� � � � SPAN , m -----,F"" ... �

FIGURE-3-3 RIVER CHANNEL CROSS-SECTION AT MONASTRY, SAMPLING STATION II

• !

, •

40

I'" g, E u? 10 o 1< o -':z: u

10

o

-

-

� � « ;; z .... ....

�

0

-8

CD ®, o

!-U § --' 0 --' I L � --' s: '> P � .... .... .... .... ....

w L o I <.:> Z Vi0:: ::>z z

tJj�

DRAINS

0

---J \ 8�'�"m. OBSERVED

SAMPLING

@) ®10 20

TIME OF FLOW, HOUR ..."

80

STATIONS

G: 30

FIGURE-)'4 OBSERVED AND CACULATED CHLORIDE PROFILE OF RIVER YAMUNA BETWEEN WAZIRABAD AND OKHLA, 14 -16 MARCH'S)

'" E

10

"" 5 I

o o ..

9

1 0

o

o o

®

-' -' :i -' > U

10

IU '" ::J 0 r It IU � 0 Q.

IU 1 o :r

� iii It ::J Z Z W '"

DRAINS INPVT BOO-5 = 75 ... OF OAAIN BOO-5

-I o

'----CAlCULATED

�---OBSERVED

SAt.4PllNG STATIONS

v

20 30 1'1t04E OF FLOW, HOUR ;:::ar

FIGURE-)·S OBSERVED AND CALCUL ATED 80D-S PROFILE BETWEEN WAZIRABAD AND OKHLA,14-16 MARCH'8J

90

60

70

)60 50

40 '" E

0' 30 0 CD

70

10

0 0

-0-19ty=129 (I-e)

2 3 4 5 6 7 TIME, d c!II

O� �--------------------�

041 -s: 104

Q-1>-- 0-36

•

0·36 •

_1_ y= 0 ' 3 5 (K, L.l 3 0-)4

0 2 3 4 5 6 7 TIME, d c!!o

y ( i}) y

19-' 0-3712 08 0-358) 57·2 0-3755 73-2 0'L097 85-2 (J-L35

FIGURE-)'6 CALCULATION OF BOD RATE CONSTANT, NAJAFGARH DRAIN

% 0: .. .. ... .. � '"

, "(J , z ..

I' =a. 6-

f z '" Cl > CD ®><

4-0 0 '" > .... -0 III III 2-0

� 0

0 10

TIME Of

'" III ::> .... 0 .... % i0:

.... '" � � 0 U .. � , �

.T T

FLOW, HOUR

'" % � .. z iii0: ::> z DRAINS Z '" III

, �

_ CALCULATED

T MAX.

Q AVE. OBSERVED

...LMIN.

S .... PllNG ST .. TlONS

� 20

-

)0

FIGURE - H OBSERVED AND CALCULATED DO PROFILE BETWEEN WAZIRABAD AND OKHLA, 1�-16 MARCH' 83

,

3 . 2 . 1 1

3 · 2 . 1 2

3 . 2 . 1 3

3 . 2 . 1 4

to Equat ion 3 .4 . The step dec r ease of DO at confluence o f Naj afgarh d rain with t h e r iver i s due t o t he m i xi ng of d r ain d ischarge which does not contain any DO , with the river water.

Figure s 3.8 and 3 .9 show some DO profiles for r iver Yamuna predicted for reduced discharges of the drains. These curves are d rawn assum i ng that the prev iously evaluated r iver de­oxygenat ion and reaerat ion constants will be app l i cable and that they change with change in tem pe rature accord i ng t o Equat ions 3 . 6 and 3 . 7 , the reduced d ischarges from the d rains do not effect the velocity of flow in the river channel and the river fl ow is the same as obse rved during the present study which is in the range of critical low flows both dur ing winter and summer seasons.

Figure 3.8 shows DO profiles at 230C . Curve 1 shows the profi.le if drains other than Naj afgarh d rain are t o tally d iverted. Comparing this with figure 3.7 it is seen that this has a m inim al effect on t he r iver wate r qual ity. Curve 2 i s b ased on the assumpt ion that 50 p e r cent o f the flow from Naj afgarh d rain i s al so c ontained. This resul ts i n a DO profile which is above 4 mg/l, the m inimum value recomme:� - 3dfor class ' C ' waters .

Figure 3 .9 shows the DO profiles at 300C fo r wastewater d i scharge from Naj afgarh d rain only , for 50 and 70 per cent d iversion of d rain wastewater ( curves 1 and 2 respect ively ) . I t is seen that though 50 per cent d iversion may be adequate to improve the water quality during winter season, during summer the c r i t ical DO concent rat ion is l ikely to go below 3 mg/ l . Seventy per cent containment o f the flow i n Naj afgarh d rain, however, would result in a DO profile above 4 mg/l.

Compar ing the river w�t�r DO and BOD data with that presentedin the 1 978-79 report \ � ) i t i s seen that there i s n o change i nwater qual ity. This is to b e expected since as reported earl ier there was no appr ec iable r educt ion in the BOD load s from the drains .

1 . Union Territory of Delhi (Abridged): Control of Urban Pollution Control Series CUPS/1 / 1 978-79.

1 9

l()

I ·

;;' 6 E UJ "' Z " w a: eo a: > " c; • CD

0 w C' ,. " �0 CD Vl " Vl 2 !!: 0 N

" �

0 0

:r '" " "' u. "� " z

TEMPERAT URE 2J"c 1

CD OISC "iARGE FROM NAJAFGARH URAIN ONLY�o 50 ,. DISCHARGE OF NAJAFGARH ORAIN I

DIVERTED 1 • C R ITICAL 00 :

10 20 TIME OF FLOW, HOUR ----,c:!O�

11�---'I 1� I " I a: 1 "' I � I 1 11

" I � I"" ", I01 1 1 1 1 30

FIGU RE-JoS PREDICTED 00 PROFILE FOR REDUCED B OO LOADS AT 23 ·C

\

:z: '" .. " ... .. � .. z

10�--��--------------------------------��������-;n TEIOPERATURE 30 C 0 SO'l. DI SCHARGE OF NAJAFGARH

DRAIN DIVERTED

f 0 0 70"1. DISCHARGE OF NAJAFGARH DRAIN DI VERTED

• CRITICAL DO

(2) =a. 6 E '" . "

.. z '" w a: " "" > .. t'\ • ., '" C,

"" 0 0 '" .. '"I > ., �, � .. 0 Ul !!: c'!':? 1 N �, 0 .. ""

II " I 0 , , , 1 0

10 10 30 TIME OF FLOW, HOUR c!Io

FIGURE- ]·9 PREDI CTED DO PROFILES FOR REDU CED BO D LOADS AT ]0 ·C

,

• J

1

10

1 '5 '0

;;. 9 E - 8

0 7 0 ., 6 -' " 5z "

U 4

3

L. '" E

_ 4 z � ;; 3o c � 1 --' o

• -

0 ..

t

0

•

-

• 0

• 0-48 d' 6

4 8 '2

TIME O F FLOW, HR

AE RATION DUE TO fALL AT WEIR

A PP E N D I X-]

• 24 · 2·83

0 15· 2·83• 26· 2·83

-.

16 10 2 4

..

MAX.

AVE. OBSERVED -

� 1 - A i5 O...L.-;.....=Q......._� ......... ----..:I::.,. __ �.-----,-__ -.---, ----,_-----.j

MIN.

o 4 e 10 16 20

TIME OF FLOW, H R ---do!oo�

24 28

BOD AND DO PROFILES IN GURGAON CANAL BETW EEN o

BADARPUR AND BALLABH GARH TEMPERATURE 23 C

, .

. . �