status of sewage treatment in india

Status of Sewage Treatment in IndiaCentral Pollution Control Board November 2005 CONTRIBUTIONS Guidance, Planning, and Principal Coordinators Dr. B. Sengupta, Member Secretary Mr. P. M. Ansari, Additional Director Report preparation Nazim uddin, Environmental Engineer Monotoring of CETPs CPCB Zonal Office, Bangalore CPCB Zonal Office, Bhopal CPCB Zonal Office, Lucknow CPCB Zonal Office, Varodara CPCB Zonal Office, Kolkata PAMS Division, CPCB Head Office, Delhi Analysis of samples CPCB Zonal Office Laboratory, Bangalore CPCB Zonal Office Laboratory, Bhopal CPCB Zonal Office Laboratory, Lucknow CPCB Zonal Office Laboratory, Varodara Wastewater, Laboratory CPCB Head Office, Delhi FOREWORD Pollution caused by sewage discharged from cities and towns is the primary cause for degradation of our water resources. A solution to this problem not only requires bridging the ever widening gap between sewage generation and treatment capacity (generation being 29000 million litre per day against the existing treatment capacity of 6000 million litre per day) but also calls for development of facilities to divert the treated sewage for use in irrigation to prevent nutrient pollution of water bodies, utilize the nutrient value of sewage in irrigation and bring down fresh water use in irrigation. The use of treated sewage in irrigation was emphasised in the Water (Prevention and Control of Pollution) Act 1974; however, by and large, the State Governments have failed to recognize its importance during the last 30 years. It is a matter of grave concern that due attention is not paid to operation and maintenance of existing sewage treatment facilities by State Governments and , as a result, 45 of the 115 sewage treatment plants studied recently by Central Pollution Control Board failed to achieve the prescribed discharge standards. This reports analyzes and presents in detail the gap between sewage generation and treatment capacity, the technologies used for sewage treatment in India, performance of 115 sewage plants studied by Central Pollution Control Board with plant-specific technical remarks and also discusses the efficacies of various treatment technologies. We hope the information contained in the report would be useful to all concerned. (Dr. V. Rajagopalan) Chairman Treatment technologies in various sewage treatment plants 4.CONTENTS 1. Recommendations Tables Table A: Rise in urban population since 1901 Table B: Sewage generation and treatment capacity scenario in Class I cities and Class II towns Table C: State wise gap in sewage generation and installed treatment capacity in Class I cities Table D: State wise gap in sewage generation and installed treatment capacity in Class II towns Table E: Sewage treatment technologies employed in STPs of Class I cities Table F: Sewage treatment technologies employed in STPs of Class II towns Table G: State wise summary of performance status of STPs Table H: Raw sewage characterstics in 97 STPs studied by CPCB Annexure I Table 1: State wise summary of STPs in Class-I cities and Class-II towns Table 2: Sewage generation and treatment capacity in Class I cities having STPs Table 3: Sewage generation and treatment capacity in Class II towns having STPs Table 4: Sewage generation in Class I cities having no STP Table 5: Sewage generation in Class II towns having no STP 30 40 29 21 22 12 12 11 11 7 6 3 4 1 3 8 12 15 17 Table 4: Sewage treatment plants in small towns having <50000 population 50 Annexure II Data sheets of performance evaluation studies of STPs 51-97 . Performance evaluation of sewage treatment plants 5. Sewage genaration and existing treatment capacity 3. Introduction 2. Efficacy of STPs in improving bacteriological qualitty 6. 8% (329 bcm) and about 53. of the utilizable potential. Thus. including snowfall. is only about 1122 bcm.5 Disposal of about 29000 MLD domestic sewage from cities and towns is the biggest source of pollution of water bodies in India.1998. This entails an ever-increasing demand of water for power generation. In 1997 .2 The food requirement of the growing population will be about 450 million tons in 2050 as against the present highest food grain production of around 198 million tons. the utilization of surface and ground water increased to about 57. domestic use and power generation sectors are exerting enormous pressure on our water resources as utilization of water has also been consequently increasing at a fast pace. reduce the demand for fresh water in irrigation sector and result in huge savings in terms of nutritional value of sewage in irrigation. the competing demand for water for irrigation. The precarious balance between growing demands and supplies brings forth the importance of recycling and reuse of water so that same water can be used for multiple uses one after the other thereby reducing demand for fresh supplies. irrigation water requirements of the country are likely to exert tremendous pressure on our water resources in the future.4 With the increasing population as well as all round development in the country. However.2% (230 bcm). sewage . the actual utilization of surface and ground water was about 20% and 10%. 1. In 1951. 1. 1. the total water resources available for utilization. Two-third of this is obtained from irrigated food grain production areas. considering both surface and ground water as one system. Our dependency on coal-based power plant will have to continue for long time. The resources potential of the country in the form of annual natural run off in the rivers is about 1869 bcm. 1.3 Power generation is another sector which exerts ever increasing pressure on our water resources as our major power plants are coal-based that consume significant quantity of water in their cooling systems. of the utilizable potential. respectively. in India is 4000 billion cubic metres (bcm). 1. including ground water.1 INTRODUCTION The annual estimated precipitation. respectively. Treatment of domestic sewage and subsequent utilization of treated sewage for irrigation can prevent pollution of water bodies.1.6 In spite of the urgencies of saving large number of river stretches from pollution and recycling treated sewage for reducing ever-increasing pressure on our water resources. A large number of rivers stretches are severely polluted as a result of discharge of domestic sewage. owing mainly to uneven distribution of precipitation in time and space. 1. There still remains a large gap in sewage generation and sewage treatment capacity. . 1. most of which have been established under schemes financed by Government of India are to be operated by respective state governments. 1. Whatever sewage treatment capacity exists in our country today were mostly created under schemes financed by Government of India.7 The existing sewage treatment plants.treatment and reuse remains a widely neglected field in our country. It is primary responsibility of state governments to establish sewage treatment and disposal facilities. presents basic information on 269 existing and proposed sewage treatment plants and presents individual performance evaluation reports of about 115 sewage treatment plants studied by Central Pollution Control Board. It is observed that the neglect towards sewage pollution control is also reflected in the operation of these sewage treatment facilities as a large number of plants are found operating at sub optimal efficiency during their random inspections by Central Pollution Control Board. This gap is widening because urban population is increasing at a fast rate and state governments continue their neglect towards this issue.8 This report compiles information on sewage generation and existing sewage treatment capacity in all Class I cities (having more than hundred thousand population) and Class II towns (having fifty to hundred thousand population). Owing to the gross neglect of state governments in this area. Government of India took initiative and financed many sewage treatment plants in cities along bank of rivers under various river action plans. in all there are 269 STPs.2.012 285. Table A summarises the growth of urban population in the last 100 years. . The percentage of urban population to the total population of the country.293 Data source: 1991 Census of India 2.873 25.1 32.9 and 31.097 846.234.090 439.443. Thus.327 252. Besides. Of these.455.302.851.78 Decadal % increase in urban population 0.84 10.866.644. Class II towns and other smaller towns. This report assesses pollution caused by sewage generated from these two classes of cities/towns.954 Urban.91 23.088.550 628.321.757 223. According to the Census figure of 2001.7 percent. 2. Table A Rise in urban population since 1901 Year 1901 1911 1921 1931 1941 1951 1961 1971 1981 1991 Total 238.170 33.247 741.249 274.544.0 41.547 217. 24 and 21 STPs are operational and 25.3 19. A state wise summary of sewage treatment plants (STPs) in various classes of cities is given in Annexure I -Table 1.1 36. 2.297 62.652 683.688 Rural 212.043 245.936. about 285 million live in urban areas.709 78.977 159.771 548.4 38. However.34 25.027.283 298.381 360. cities having more than hundred thousand population are classified as Class I cities and towns having fifty to hundred thousand population as Class II towns.238 318.603 109. which in the year 1991 was 25.676 Urban 25.5 31.454 226.2 Problem of pollution of water bodies and that of ground water is more related to cities and towns and their surroundings as pollution caused by villages and very small towns is either assimilated by or has negligible effect on the surrounding environment.159.093.213 278.580 361.35 8. stands at 27.660.354. there is possibility of bacteriological impacts on smaller communities that come in direct contact of sewage.977.8 percent in the year 2001.660.235.298. the number of class I cities is 414 and class II towns is around 489. out of the total population of 1027 million in the year 2001.1 percent.941.113.390 251. The percentage decadal growth of population in rural and urban areas during the decade 1991-2001 was 17.1 2001 1.086.29 17. 27 STPs are in 26 other smaller towns.1 SEWAGE GENERATION AND EXISTING TREATMENT CAPACITY In India.396.507. In India. including 231 operational and 38 under construction.015.153.97 19.521. 7 and 6 are under construction in Class I cities. respectively.99 13.633 28. as % of total 10.989 44.18 11.3 There are 211 sewage treatment plants (STPs) in 112 of the 414 Class I cities and 31 STPs in 22 of the 489 Class II towns.71 27.2 46.462. 186.4 26. respectively.675 523.168 439.691.29 11.151.045.86 17.611.329. 7% of the sewage generation) gap in sewage treatment capacity that has not even planned yet. Against this. November. Therefore. MLD 1549 123 4 32. the average water supply figures for respective states as given in CPCB’s status reports on Class I cities (CUPS/44/1999-2000) and Class II towns CUPS/49/1999-2000) and assuming sewage to be 80% of the water supply. as most of the STPs have been installed under various National River Action Plans of Govt. a capcity gap of 8605 MLD exists in 112 Class I cities having STPs.4 All Class I cities and Class II towns together generate an estimated 29129 MLD sewage. 2.6 (6.5 to 1 lac population 39 32 119 224 13503 3836 4807 4018 26164 (100%) 2965 (100%) 6135 1293 804 373 414 8605 (32.0%) City category population & Number of cities Class I cities having more than 10 lac population Class I cities having 5 to 10 lac population Class I cities having 2 to 5 lac population Class I cities having 1 to 2 lac population All the above Class I cities together Class II towns having 0. of India.5%) 14334 (49.9%) 11512 (44%) 489 Nil 2822 (95.2%) 22939 (78. In percentage this gap is 78. MLD (A+B) 9031 3351 4039 3696 20117 (76. There remains a gap of 22939 MLD between sewage generation and installed capacity.9%) 2822 (95. MLD Installed sewage treatment capacity. Table B Sewage generation and treatment capacity in Class I cities and Class II towns (Sewage generation estimated on the basis of 2001 population) Sewage generation.8%) (In 22 towns) Capacity gap in cities having STPs. we are left with a 21196 MLD (equal to 72.5 Estimation of sewage generation is primarily based on 2001 census population.3%) Class II towns (100%) Figures arrived at using data provided in Annexure I Tables 2 to 5 *Estimated sewage of the cities having STPs 8605 (29. The combined treatment capacity of the STPs in these Class I cities is 6047 MLD. In few cases estimation is based on 2001 census population and the sewage generation factors wherever given in these two reports. of India. .1 (1. 2004” of Ministry of Environment & Forests.2%) 2. If this is also added to existing capacity.1%) (In 112 cities) 200 (>143*) (4. Summary status of sewage generation and treatment capacity is given in Table B and detailes are given in Annexure I-Table 2 to 5. installed sewage treatment capacity is only 6190 MLD.15%) 1742.5%) 34.2.5 (6. Govt.7%) Planned treatment capacity.2%) All Class I cities and 29129 893 6190 (21. MLD (A) Sewage generation in cities having no STPs.6 An estimated 14652 MLD sewage is generated from 112 Class I cities having STPs. MLD (B) 2896 2058 3235 3323 Total capacity gap. Another 1743 MLD (equal to 6%) capacity is under planning or construction stage. MLD 4472 (In 29 cities) 485 (In 13 cities) 768 (In 34 cities) 322 (In 36 cities) 6047(23.7% of the sewage generation. Capacity of the STPs have been taken form “MIS Report of Programmes under NRCP-Volume-II.5 1708. Maharashtra. Karnataka.10 In case of Class I cities. abnormally high gap of 5223 MLD in Maharashtra is mainly attributed to inclusion of Mumbai where sewage is mostly discharged into sea untreated or after primary treatment. Rajasthan. Karnataka. Uttar Pradesh and West Bengal have a sewage treatment capacity gap of more than 1000 MLD each. 2.8 There remain 302 Class I cities and 467 Class II towns having no sewage treatment facilities. Rajasthan. Incidentally. Bihar. 2. . Madhya Pradesh. Madhya Pradesh. Jharkhand. An estimated 11512 MLD sewage is generated from 302 Class I cities not having STPs and 2822 MLD sewage is generated from 467 Class II towns not having STPs. Among these. Punjab.9 State wise gap between sewage generation and treatment capacity for Class I cities and Class II towns are shown in Table C and Table D. Andhra Pradesh. these are the same states that have sewage treatment capacity gap of more than 500 MLD each in case of Class I cities. 2. Maharashtra. except for Jharkhand.11 In case of Class II towns. Andhra Pradesh.7 An estimated 143 MLD sewage is generated from 22 Class II towns having STPs whereas the combined treatment capacity of the STPs in these 22 Class II towns is 234 MLD. and may be considered the most lagging states. Gujrat. and may be considered the most lagging states.2. These states are followed by Bihar. Uttar Pradesh and West Bengal have a sewage treatment capacity gap of more than 100 MLD each. 2. Gujrat. Tamil Nadu. Punjab and Tamil Nadu that have sewage treatment capacity gaps in 5001000 MLD range. Delhi. respectively. 5 1455.1 728.0 (In 1 city) 487.1 22.0 State Andaman & Nicobar Islands Andhra Pradesh Arunachal Pradesh Assam Bihar Chandigarh Chhattisgarh Dadra & Nagar Haveli Daman & Diu Delhi Goa Gujrat Haryana Himachal Pradesh Jammu & Kashmir Jharkhand Karnataka Kerala Lakshadeep Madhya Pradesh Maharashtra Manipur Meghalaya Mizoram Nagaland Orissa Pondicherry Punjab Rajasthan Sikkim Tamil Nadu Tripura Uttar Pradesh Uttaranchal West Bengal Number of cities 1 46 0 4 19 1 7 0 0 1 0 23 20 1 2 7 28 7 0 23 40 1 1 1 1 8 2 13 17 0 26 1 52 3 58 2947.2 21.7 12.3 21. MLD treatment (A+B) capacity.5 23.2 194.6 438.7 5644.3 968.5 295.2 142.4 Installed sewage treatment capacity.2 1183.0 20117 22.2 418.4 1089.5 295.3 (In 3 cities) ? (In 2 cities) 27.3 100.2 2879.6 438.4 310.1 369.6 207.162 (In 1 city) 617.2 49.5 2330.0 207. 5 & 6 (Annexure I) .2 2084.2 348.3 0.9 79.4 21.4 25.9 25. MLD Capacity gap Sewage in cities having generation in STPs.0 142.5 (In 4 cities) 142.6 2166.0 (In 5 cities) >240.6 (In 18 cities) 264.7 12.5 445.2 1209.7 592.9 62.2 14.5 1173.2 14.2 340. 3.4 (In 6 cities) 795.4 308. MLD 11.6 438.9 11512 TOTAL 414 26164 6047 (In 112 cities) Figures arrived at using data provided in Tables 2.5 349.3 118.7 2241. MLD 11.Table C State wise gap in sewage generation and installed treatment capacity in Class I cities (Sewage generation estimated on the basis of 2001 population) Estimated Sewage generation.3 806.6 5222.8 440.5 425. MLD cities having no (A) STPs.2 14.9 49.4 921.6 418.0 3055.7 1754.1 863.3 (In 1 city) 783.8 82.7 23.7 12.0 (In 1 city) 163.8 (In 19 cities) 872.9 25.1 677.3 617.0 27.1 486.1 (In 14 cities) 18.3 805.9 517.0 8605 182.5 1412.0 446.1 1063.1 874.5 1146.7 21.0 411.0 43.9 25.1 457.2 668.2 1245.1 (In 7 cities) >25.0 18.1 (In 1 city) 69.1 677.5 49.8 200.0 (In 9 cities) 515.0 500.9 539.3 241.9 Nil Nil 142.0 (In 1 city) 241.4 Total Planned capacity sewage gap.1 135.8 23.9 200.1 (In 7 cities) 421.5 404.0 170.6 690.1 295.8 1780.4 (In 11 cities) ? (In 1 city) 168.0 53.3 46.3 335. MLD (B) 11.6 997.8 1708.6 571. 560 173.600 8.654) (In 1city) Nil 6.325 188.325 208.3 (In 1 city) 4.411 124.879 Nil 192.876 33.617 0.480 34.0 (In 1 city) 5.500 202.387 238.437 229.411 122. MLD State Andaman & Nicobar Islands Andhra Pradesh Arunachal Pradesh Assam Bihar Chandigarh Chhattisgarh Dadra & Nagar Haveli Daman & Diu Delhi Goa Gujrat Haryana Himachal Pradesh Jammu & Kashmir Jharkhand Karnataka Kerala Lakshadeep Madhya Pradesh Maharashtra Manipur Meghalaya Mizoram Nagaland Orissa Pondicherry Punjab Rajasthan Sikkim Tamil Nadu Tripura Uttar Pradesh Uttaranchal Number of cities 0 52 0 9 18 0 7 0 0 0 3 36 7 0 4 17 30 24 0 25 44 0 1 0 1 15 1 20 28 0 57 0 57 4 177.984 37.801 97.560 73.5 (In 2 cities) 19.411 117.777 30.18 (>4.875 8. MLD (B) MLD(A+B) capacity.777 30.053 26.656 134.Table D State wise gap in sewage generation and installed treatment capacity in Class II towns (sewage generation estimated on the basis of 2001 population) Estimated Sewage generation.494 209.9 147.640 123.9 373.984 37.038 286.469 2.938 136.95) (In 1 city) 29(>9.287 59.252 139.021 147.110 6.313 14.478 209.437 233.494 209.952 139.021 154.728 374.703) (In 1 city) Nil 14.100 39.6 73. 5 & 6 (Annexure I) *Figures within parenthesis show estimated sewage of the concerned cities ** Gap pertains to few towns even though the combined capacity exceeds estimated sewage generation in the 21 towns 2.197 6.350 37.540 8.801 97.021 9 (>6. MLD Capacity gap Sewage Total Planned Installed sewage in cities having generation in capacity sewage treatment capacity.741 286. 3.313 174.640 123.984) (In 2 cities) Nil 174.875 8.325 188.954 18.952 139.313 186.469 73. MLD cities having no gap.084 379.875 8.441) (In 1 city) Nil 173.540 8.3(>10. STPs.556) West Bengal 29 160.640 123. treatment MLD* (A) STPs.084 192.002 6.053 26.469 18.795) (In 3 cities) 4.540 8.4 28.197 29.3(>12.807) (In 2 cities) Nil 2.801 97.1 .777 30.001 10.002 12.053 26.038 286.197 23.100 (In 6 cities) 200(>143*) TOTAL 489 2965 14** 2822 2836 (In 22 cities) Figures arrived at using data provided in Tables 2.18 (>11.4(>24.42 (>3. 3.3% of STPs. UASB technology is mostly used as the main treatment unit of a scheme including other primary and tertiary polishing units. Series of Waste Stabilization Ponds (WSP) technology is also important as it is employed in 28% of the plants even though its combined capacity is only 5. Extended-Aeration ASP process is expected to provide a better quality effluent because the process is operated in a substrate-limited condition and also because of better settling properties of mixed liquor. covering 26% of total installed capacity.4% of STPs. Biogas generated in anaerobic reactors is a resource and. treatment scheme based on conventional .1 TREATMENT TECHNOLOGIES IN VARIOUS SEWAGE TREATMENT PLANTS Technologies employed in various sewage treatment plants are mentioned in the lists of STPs in Table 2 and Table 3 of Annexure I. UASB technology and WSP technology.4 Activated sludge process (ASP) technology is the most suitable one for large cities because it requires less space as compared to other two technologies. followed by Up flow Anaerobic Sludge Blanket (UASB) technology.3 In Class II towns. only excess sludge of anaerobic reactor to be wasted to sludge beds.6% of total installed capacity and 10. Since.3. if utilized. 3. The secondary excess sludge is also well stabilized and has better drainability.5% of total installed capacity followed by Up flow Anaerobic Sludge Blanket (UASB) technology. series of Waste Stabilization Ponds (WSP) technology is the most commonly employed technologies. covering 10. 3. further reduces overall operational cost. A break up of various treatment schemes involving ASP or UASB as one of the units is also given in the tables.2 In Class I cities. respectively. In treatment schemes based on conventional version of ASP technology. covering 71. 3. Based on the information available. However. as both these technologies employ land intensive ponds in treatment schemes. covering 59. Activated sludge process (ASP) is the most commonly employed technology. both primary and secondary sludges are commonly treated in anaerobic sludge reactors. an analysis of various treatment technologies employed in different sewage treatment plants is presented in Table E and Table F for Class I cities and Class II towns. Thus. This reduces the required area of sludge beds and also substantially reduces aeration cost of that organic portion of primary and secondary sludge that is treated anaerobically as compared to the Extended-Aeration version of ASP technology where primary settling tank and anaerobic sludge digester are generally omitted from treated scheme and whole secondary excess sludge is directly taken on to sludge beds.6%.9% of total installed capacity and 72. namely. These two technologies are mostly used as the main treatment unit of a scheme including other primary or tertiary treatment units. compared to conventional ASP process. this treatment scheme is one of the most economical ones. Ahmedabad. Vadodara.ASP process and anaerobic digester for primary and secondary sludge have proven successful in providing good quality effluent and possible energy recovery. An 86 MLD STP has been set up at Ataldhara. 753 and 218 mg/L to 49. The combined effect of above factors often results in a final effluent having BOD >20 or 30 mg/L. Operationaly. However. is also very crucial in deciding overall performance of the plant. COD. Inadequate operation of the plants based UASB+Polishing Pond technology is gradually leading to development of a bad impression about the technology itself. TSS and Fecal & Total Coliform and its suitability for large cities. 3. with an added advantage of biogas generation. 149 and 38 mg/L.6 Inclusion of polishing pond in most of the scheme employing UASB technology has made this a less suitable scheme for large cities due to land scarcity. COD and TSS from 155.5 Most of the treatment schemes using UASB technology include grit chamber as preliminary treatment unit and one-day retention time pond as the terminal polishing unit. 3. Another 126 MLD STP has been set up at Vasna. as the anaerobic bacteria are very sensitive to shock loading. respectively. there seems no wisdom in opting for operationally costly Extended Aeration version for such large installations. which is the terminal unit of the scheme. Such a low VSS/TSS ratio may not have been considered while deciding the normally encoundered 8 hr hydraulic retention . This STP needs to be studied in detail to assess the optimal efficiency of the treatment scheme in reducing BOD. all anaerobic treatment processes including UASB technology are very sensitive to environmental changes. This leaves us with only about 40% active biomass that actually plays role in treatment of incoming organic matter. this makes UASB technology as the most suited for cities of all sizes. Alternative treatment schemes having UASB as one treatment unit have been adopted at two places. This happens frequently at most of the places due to power cuts. Ideally. This plant has been found reducing BOD. Many polishing ponds have been found releasing TSS higher than an expected value of <30 mg/L due to reasons discussed in next chapter. as it merely requires passing the sewage through treatment scheme. Gujrat where UASB is the primary treatment unit of the scheme followed by an ASP unit. Intermittent feeding can greatly affect the performance of a UASB reactor. 3. Gujrat where UASB is main treatment unit followed by coagulant-aided tertiary sedimentation. Performance of polishing ponds. which otherwise is the most suitable option for sewage treatment in our country.7 It is observed that higher percentage of inert suspended solids that enter UASB has a direct impact on steady state VSS to TSS ratio in the reactor and ash content to the tune of 60% are common in UASB reactor. UASB reactor with higher hydraulic retention time and coagulant aided tertiary sedimentation. may provide an excelent solution for sewage treatment in cities. 3. Mostly employed configuration of WSP technology uses two parallel streams of at least three stages of ponds. A treatment scheme including screening. At few places two-stage or even single-stage oxidation ponds have also been used. no resource in the form of biogas is recovered. However. the second stage being facultative pond and the third stage being maturation pond. At few other places series of ponds have been used with final ponds used as fishponds. Therefore.8 Series of Waste Stabilization Ponds (WSP) technology is also one of the most economical ones operationally. proper operation of grit removal facility is very important to improve performance of UASB reactors. Higher hydraulic retention time will also provide large settling area in UASB reactor that will result in more clarified effluent. grit removal. . It may also be studied if higher hydraulic retention time of UASB reactors can compensate for this situation. which helps improve the quality of treated sewage in terms of nutrients also. Total hydraulic retention time of all ponds is normally kept 5 to 7 days. The advantages of WSP technology over UASB technology are its less sensitive operation and greater improvement in bacteriological quality. unlike UASB technology. the first stage being anaerobic ponds. as it merely requires passing the sewage through treatment scheme. both operational cost wise and for improving bacterial quality also.time for UASB reactors. if proven successful. Table E Sewage treatment technologies employed in STPs of Class I cities S. Technology No. 1 Activated sludge process (ASP) ...PST+ASP …ASP-Ext. Aer. …ASP-Ext. Aer.+ Ter. Sed. ...High rate ASP+Biofilter …Aerated lagoon+fish pond …Facultative lagoon + ASP ASP (sum of all the above processes) 2 3 4 5 Fluidized aerobic bio-reactor (attached growth) Trickling Filters or Biofilters UASB+Activated sludge process UASB …Grit channel or PST+UASB+PP …UASB+Sedimentation …Grit channel or PST+UASB UASB (sum of all the above processes) 6 7 8 9 10 Waste Stabilization Ponds Oxidation Pond (single stage) Anaerobic digester + Trickling filter Karnal Technology ( for plantation) Only primary treatment Total 24 1 5 30 42 3 1 2 3 150 (100%) 16.0 0.7 3.3 20.0 28.0 2.0 0.7 1.3 2.0 1229.73 126.00 158.17 1513.90 327.53 69.00 4.45 12.46 84.00 5812.83 (100%) 21.2 2.2 2.7 26.0 5.6 1.2 0.1 0.2 1.4 51.2 126.0 31.6 50.5 7.8 23.0 4.5 6.2 28.0 42 3 7 1 3 1 57 5 6 1 28.0 2.0 4.7 0.7 2.0 0.7 38.0 3.3 4.0 0.7 3059.63 63.36 58.04 181.84 49.50 44.50 3456.87 66.00 192.62 86.00 52.6 1.1 1.0 3.1 0.9 0.8 59.5 1.1 3.3 1.5 72.8 21.1 8.3 181.8 16.5 44.5 60.6 13.2 32.1 86.0 No. plants of % age as Combined number capacity, MLD %age as Average capacity size, MLD Table F Sewage treatment technologies employed in STPs of Class II towns S. Technology No. 1 2 3 4 5 ASP (preceded by primary sedimentation) Grit channel or PST+UASB+PP Waste Stabilization Ponds Trickling Filters Karnal Technology ( for plantation) Total No. plants 1 3 21 2 2 29 (100%) of % age as Combined number capacity, MLD 3.4 10.3 72.4 6.9 6.9 12.5 23.83 161.26 16.68 10.13 224.4 (100%) %age as Average capacity size, MLD 5.6 10.6 71.9 7.4 4.5 12.5 7.9 7.7 8.3 5.1 4. 4.1 PERFORMANCE EVALUATION OF SEWAGE TREATMENT PLANTS Central Pollution Control Board has conducted performance evaluation of 115 sewage treatment plants. Based on these studies, operational performance of individual STPs along with technical remarks are presented in Annexure II. 4.2 Based on the performance evaluation studies carried out by Central Pollution Control Board, a state wise summary of performance status of STPs is given in Table G. Table G State wise summary of performance status of STPs STPs that achieved general standards for discharge in surface waters* Bihar 3 3 Chandigarh 2 1 Chhattisgarh 3 2 Delhi 26 20 Gujrat 9 6 Haryana 7 2 Himachal Pradesh 5 5 Karnataka 4 2 Madhya Pradesh 2 1 Maharashtra 4 0 Punjab 4 4 Rajasthan 1 0 Uttar Pradesh 25 8 Uttaranchal 2 1 West Bengal 18 15 TOTAL 115 70 *BOD: 30 mg/L; TSS: 100 mg/L and COD: 250 mg/L State STPs studied by CPCB STPs did not achieve general standards 0 1 1 6 3 5 0 2 1 4 0 1 17 1 3 45 4.3 Based on the analysis of 106 raw sewage samples, average sewage characterstics in terms of main parameters BOD, COD and TSS have been found 185.5 mg/L, 481 mg/L and 328 mg/L, respectively. Average COD to average BOD ratio is 2.6. A more detailed analysis of these results is presented in Table H. Table H Raw sewage characteristics in 115 STPs studied by CPCB BOD, mg/L Range 0-50 50-100 100-150 150-200 200-250 250-300 300-500 500-1000 No. of samples in the range 7 28 20 22 15 4 5 6 Range 0-100 100-200 200-300 300-400 400-500 500-600 600-700 700-800 800-1200 >2000 COD, mg/L No. of samples in the range 3 14 12 19 16 15 12 9 5 1 Range 0-100 100-200 200-300 300-400 400-500 500-600 600-700 700-1000 900-1200 2000-2300 TSS, mg/L No. of samples in the range 11 33 23 12 12 6 3 4 1 2 Average: 185.5 and SD: 175 Average: 481 and SD: 343 Average: 328 and SD: 329 4.4 It is seen that BOD of raw sewage lies between 50-250 mg/L in nearly eighty six percent observations, COD of raw sewage lies between 100-700 mg/L in nearly eighty three percent observations and TSS of raw sewage lies between 100-500 mg/L in nearly eighty five percent observations. 4.5 Of the 115 STPs studied, capacity utilization has been reported in 80 cases. It is observed that average capacity utilization is only 72.2 %. 4.6 In 47 STPs employing Activated Sludge Process and having secondary clarifier as the terminal treatment unit, TSS has been found less than 30 mg/L in 26 cases, 30-50 mg/L in 6 cases and >50 mg/L in 15 cases. Thus, it is possible to achieve TSS value less than 30 mg/L in final clarified effluent of biological processes. 4.7 In 47 STPs employing Activated Sludge Process with no tertiary treatment, BOD has been found less than 20 mg/L in 28 cases, 20-30 mg/L in 7 cases, 30-50 mg/L in 7 cases and 50100 mg/L in 5 cases. In most of the cases where BOD exceeded 20 mg/L, TSS also exceeded 30 mg/L. From this and the observation given in section 4.6, it can be inferred that Primary Settling + Activated Sludge (PST+ASP) technology can provide treated effluent having BOD<20 mg/L and TSS< 30 mg/L 4.8 In 41 STPs employing Up flow Anaerobic Sludge Blanket (UASB) technology or Waste Stabilization Pond (WSP) technology and having ponds as the terminal treatment units, TSS has been found less than 30 mg/L in 9 cases, 30-50 mg/L in 11 cases, 50-100 mg/L in 13 cases and >100 mg/L in 8 cases. This indicates that in spite of a larger settling area available in ponds as compared to secondary clarifiers, fewer percentage of ponds are able to provide effluent having TSS less than 30 mg/L. Most obvious reasons behind this discrepancy appear to be excessive algal growth due to stagnation and high weir loading. Efficiency of ponds in terms of effluent TSS can be improved by preventing excessive algal growth, which generally occur when effluent remain stagnant in ponds, and providing adequate effluent structures with sufficient weir length and baffle preceding the effluent weir to arrest floating matter. With these precautions/ improvements, ponds are also expected to provide effluent having TSS <30 mg/L. 4.9 In 18 STPs employing UASB+Polishing Pond technology, BOD has been found less than 20 mg/L in 3 cases, 20-30 mg/L in 3 cases, 30-50 mg/L in 7 cases, 50-100 mg/L in 3 cases and >100 mg/L in 2 cases. In most of the cases where BOD exceeded 20 mg/L, TSS also exceeded 30 mg/L. This standard is already made applicable to STPs in Delhi. .3 . 4. BOD has been found less than 20 mg/L in 12cases. In most of the cases where BOD exceeded 20-mg/L limit. An effluent conforming to this quality in terms of BOD and TSS will also easily conform to COD value<100 mg/L.8. COD and TSS.10 above. Cleaning of accumulated sludge from ponds after recommended 6 month / 1 year period is the other most important factor in operation of STPs based on Up flow Anaerobic Sludge Blanket (UASB) technology having ponds as the terminal treatment units or series of Waste Stabilization Pond (WSP) technology. 100 mg/L and 30 mg/L limits for BOD.4. respectively for treated sewage quality.11 Importance of preventing excessive algal growth in ponds and improvement in outlet structures of ponds has been emphasised in section 4. 50-100 mg/L in 2 cases and >100 mg/L in 1 case. The first technology has been found capable of providing final effluent having BOD<20 mg/L and TSS< 30 mg/L. Up flow Anaerobic Sludge Blanket + Polishing Pond (UASB+PP) and series of Waste Stabilization Pond (WSP). Gujrat State Pollution Control Board has already stipulated 20 mg/L. namely.9 and 4.12 Most of the of STPs in India employ any one of the three technologies. 20-30 mg/L in 2 cases. The other two technologies are also expected to provide final effluent of this quality provided the STPs based on these technologies are operated properly. Primary settling followed by Activated Sludge Process (PST+ASP). TSS also exceeded 30-mg/L limit.10 In 23 STPs employing series of Waste Stabilization Pond technology. as the average COD/BOD ratio of 115 treated sewage samples is found 3. Other important factors for improving overall efficiency of the UASB reactors are: i) ii) iii) Uniform and continuous feeding of raw sewage Maintaining recommended VSS concentration in UASB reactor Proper removal of grit and wasting excess sludge from suitable pockets/levels of reactor to maintain good VSS/TSS ratio 4. 30-50 mg/L in 6 cases. 4. 97 x 105 . 1. 2 x 105. 4 x 106.Frequent disfunctioning of UV unit in the STPs employing this technology was the reason behind the observed high levels of Fecal Coliforms.6 x 106.98 x 107 and 6.1 x 105. 7 x 105. 7. 2. 2. From field studies it is observed that there is further scope of increasing of coliform removal efficiency in the Waste Stabilization Pond (WSP) and UASB+Polishing Ponds technologies by way of improved outlet structures and modifications in flow regimes of Polishing Ponds. 1 x 106.2 Analyzed data indicated that Fecal Coliforms levels in sewage treated with Oxidation Pond technology were 7 x 104. Geometric mean of these 9 values is 2.17 x 104. 3. 5 x 105 and 2.41 x 106 .9 x 107.9 x 106. .3 It was found that Waste Stabilization Pond (WSP) and UASB+Polishing Ponds technologies provided fecal coliform reduction to a level of >99%.2 x 107 and 2. Geometric mean of these 12 values is 2. 5.1 x 107.9 x 106 2. Geometric mean of these 13 values is 1.1 x 106. A large data comprising of 319 observations on 85 STPs was collected for the purpose but only those 44 observations were considered for evaluation of performance of STPs in terms of coliform reduction where STPs were found operating between 90% to 110% capacity utilization.1 x 106. 2. effluent coliform can be improved by providing adequate effluent structures with sufficient weir length and baffle preceding the effluent weir to arrest floating matter. 5.1 EFFICACY OF STPs IN IMPROVING BACTERIOLOGICAL QUALITY Central Pollution Control Board analyzed in 2004 performance data of a large number of STPs employing different technologies for assessing their efficacy in improving bacterial quality so as to determine norms for permissible coliform level in treated sewage in Delhi and the process required for achieving the same keeping in view techno-economic feasibility.5 x 107 .9 x 104. 1080.3 x 106. 1.375 x 105 .5 x 105. 2. 7 x 105. Efficiency of ponds in terms of effluent TSS and. 1.1 x 105. 5. 6 x 105.1 x 107 and 2. 2. 5. 3.3 x 107.45 x 106 FC levels in sewage treated with ASP technology were 1. 1. 7. 1 x 106. 3 x 106.9 x 107. 3.06 x 105. 1 x 106.3 x 106.1 x 105. FC levels in sewage treated with UASB + Polishing Pond technology were 4.2 x 106.8 x 105. 2. 4.5. as a result.2 x 105. And FC levels in sewage treated with two stage bio-filtration technology followed by UV disinfection were 180. 1. Geometric mean of these 4 values is 3. it was recommended to make arrangements for treatment of the entire sewage up to secondary level to achieve BOD<20 mg/l and SS<30 mg/l on priority basis rather than treating part of sewage to tertiary level to achieve BOD. when secondary treatment facility for at least 90 % of sewage is installed.6 CPCB has also proposed to carry out experimental studies on treated sewage in Delhi to investigate effectiveness of following suggested tertiary treatment technologies required for augmentation of STPs based on ASP and Trickling Filter (TF) technologies to achieve the suggested FC standards of 2500 MPN/100ml for discharge into Yamuna or for utilization sports fields and public park. for which no FC limit is prescribed as treatment of entire sewage to the required FC level of 2500 MPN/100 ml will be very expensive.4 CPCB observed that less than 50% of the entire sewage of Delhi is being collected and treated.5. A: Chemicals aided flocculation and tertiary sedimentation B: Chemicals aided flocculation and tertiary sedimentation + Granular media (Sand) filtration C: Chemicals aided flocculation and tertiary sedimentation + Chlorination D: Chemicals aided flocculation and tertiary sedimentation + Granular media (Sand) filtration + Chlorination . for irrigation of trees or crops not eaten raw.10 mg/L. TSS<15 mg/L and FC<2500 MPN/100 ml while leaving significant part of sewage untreated.5 It was also recommended to utilize treated sewage. as much as possible. Therefore to achieve the maximum removal of pollution load with the funds available. all STPs need to be augmented with tertiary treatment facilities for removal of FC to a standard 2500 MPN/100 ml so that the main objective of maintaining quality of Yamuna River may be fulfilled. A similar approach needs to be adopted at other places also. Afterwards. 5. 5. the actual capacity utilization of STPs is only 72. This activity requires to be recognized as one of the most important indicators of overall development of the States.4 Considering the widening gap between sewage generation and treatment capacity. Continuous upgrading of capacity with rise in population in cities/town taken in first phase will also be required along with implementation of next phases. Thus. ii) to prevent nutrient pollution of our water bodies and iii) to utilize nutrient value of sewage in irrigation. the existing treatment capacity is just 18.5 Treatment schemes based on primary sedimentaion followed by activated-sludge-process with anaerobic sludge digester and sludge drying beds for anaerobic sludge is quit suitable . 6. state governments are required to prepare a very thoughtful action plan to fill this gap in a minimum time frame. 6. This clearly indicates dismal position of sewage treatment.3 Utilization of conventionally treated sewage for irrigation of crops not eaten raw is also equally important i) to save fresh water considering our diminishing water resources. 6.2 % capacity is being added. If not realized urgently. Importance of utilization of treated sewage in irrigation was emphasized in Water (Prevention and Control of Pollution) Act 1974. and cities/towns polluting environmentally sensitive water bodies will be required to be taken up on priority basis in first phase. Sewage diversion schemes should adopt at least 25-30 years plan period for design. this problem is fast going to magnify to an unmanageable level. 6. However.e. more than thirty years back but this issue continues to be largely neglected by State Governments.2 State Governments should realize the problem of pollution of water bodies and pay attention to their liability to set up sewage treatment plants in cities and towns to prevent this pollution. Large cities where pollution problem is more severe. which is the main cause of pollution of rivers and lakes. Against this. State Governments are required to take up sewage diversion and utilization schemes as an integral part of all sewage treatment schemes. To improve the water quality of rivers and lakes. i.6 % of present sewage generation and another 5. RECOMMENDATIONS 6. which is expected to be 33212 MLD at present assuming 30% decadal growth in urban population.6. Therefore. there is an urgent need to increase sewage treatment capacity and its optimum utilization. cities/towns responsible for pollution of critically polluted stretches of rivers. there exist STPs having 6190 MLD capacity while another 1743 MLD capacity is being added.2% and as such only 13.5 % of the sewage is treated.1 The estimated sewage generation from Class I cities and Class II towns (as per 2001 census) is 29129 MLD. . STPs are usually run by personals that do not have adequate knowledge of running the STPs and know only operation of pumps and motors. Auxiliary power back-up facility is required at all the intermediate (IPS) & main pumping stations (MPS) of all the STPs. 6. The operational parameters are not regularly analyzed hence the day-to-day variation in performance is not evaluated at most of the STPs. Thus. 6. Moreover. Ahmedabad based on anaerobic-sludge-blanket reactor followed by coagulant aided tertiary sedimentation needs to be studied in detail for assessing its optimal efficiency. It is also necessary to recognize the importance of return flow and waste sludge flow measurement. there is a need that persons having adequate knowledge and trained to operate the STPs be engaged to manage STPs and an expert be engaged to visit the STPs at least once a month and advice for improvement of its performance. as nearly 39% plants are not conforming to the general standards prescribed under the Environmental (Protection) Rules for discharge into streams. as this scheme also require less land and may be suitable for large cities.scheme for large cities where land availability is a problem. or he may opt for energy saving by operating fewer aeraters provided mixing requirements of the plant are still fulfilled. oxygen requirements and nutrients requirements are all dependent on SRT. the existing treatment capcity remains underutilized while a lot of sewage is discharged without treatment in the same city. as it will provide sufficient safety factor. as without this it is difficult to have proper control on plant operation and it is not possible to use SRT as a plant control parameter. This scheme is most likely to be operationally economical as compared to the scheme based on activated-sludgeprocess in vogue. plant operators must recognize the importance of using Solids Retention Time (SRT) as a plant control parameter because treatment efficiency. However. in addition to influent flow measurement. sludge production.7 In treatment schemes employing activated-sludge-process. Moreover. the plant at Vasna. SRT being the ratio of total suspended solids in the system and that wasted per day. Operation of a conventional activated-sludge-process near 5 day SRT is recommended. But all this maneouring requires a basic knowledge of intricacies of aerobic biological treatment.6 Operation and maintenance of existing plants and sewage pumping stations is also a very neglected field. which an operator must be equipped with. In a number of cities. then operator has a choice to either operate the plant at higher than 5 day SRT. it is most simple to operate plants on the basis of SRT. better bacteriological quality may be achieved with the help of coagulants in tertiary sedimentation. If a plant based on conventional activated-sludge-process receives low strength sewage than it was designed for. 11 Six STPs in Shimla and one STP in Chandigarh have tertiary sedimentation unit after activated sludge process. cleaning accumulated sludge from ponds after suitable intervals (prefrebly less than 6 month for primary anaerobic pond and once a year for subsequent ponds). Continuous uniform feeding to the plant. 6. Multiple stage ponds (at least three) with first pond as anaerobic one is the most widely used and suitable configuration. are the most important factors for successful operation of such plants therefore these factors must not be ignored. such as coagulent-aided tertiary sedimentation and chlorination etc.8 Treatment schemes based on grit removal followed by up-flow-anaerobic-sludge-blanket reactor followed by polishing pond is a siuitable technology for all medium and small size cities/towns where required land can be made available. the first emphasis should be given to development of 100% treatment capacity upto secondary level of treatment and diversion of treated sewage for its utilization in irrigation of crops not eaten raw. Biogas generated in reactors must be utilized. avoiding stagnation of water in ponds to prevent excessive algal growth. This will require augmentation of treatment plants with tertiary treatment units. proper removal of grit. 6. if arrangements for utilization of biogas are not available they must be installed immediately. providing proper wier length and baffle in the outlet structure of pond and not allowing hycinth growth are the most important factors for successful operation of such plants therefore these factors must not be ignored. Improvement in bacterial quality of remaining sewage to be used for irrigation of sports fields and public parks or that has to be discharge into water bodies due to unavoidable circumstances is the next area of concern. cleaning accumulated sludge from polishing pond after a year time.10 As mentioned in section 6. avoiding stagnation of water in ponds to prevent excessive algal growth and providing proper wier length and baffle in the outlet structure of polishing pond. Continuous uniform feeding to the plant. These plants need to be studied in detail with different combinations of lime and alum dozing and also with additional chlorine dozing to assess efficacy of this scheme in providing coliform reduction to the desired FC level of 2500 MPN/100 mL for utilization of treated sewage in sports field and public parks or where sewage has to discharged in streams providing negligible/insufficient dilution. The operation of these plants is somewhat sensitive. maintainence of design VSS concentration and VSS/TSS ratio in UASB reactor. one of the most economical ones and suitable for small towns where sufficient land is easily available. 6.3 above.2 and 6.6.9 Treatment scheme based on series of Waste Stabilization Ponds (WSP) technology is quit rugged. . sewage treatment and reutilization of treated sewage need to be accorded higher priority.6.12 Considering the urgency of preventing pollution of our water bodies and preserving our precious water resources. . of STPs Total no. MIS-Nov04 report and 1995 Class-I cities questionaire survey . of Total no. Cities having No. Towns of cities STPs STPs of towns STPs 1 46 0 4 19 1 7 0 0 1 0 23 20 1 2 7 28 7 0 23 40 1 1 1 1 8 2 13 17 0 26 1 52 3 58 414 0 9 0 0 4 1 1 0 0 1 0 5 7 1 0 0 11 1 0 7 19 0 0 0 0 3 0 2 1 0 6 0 14 1 18 112 0 15 0 0 7 4 3 0 0 30 0 10 12 6 0 0 14 1 0 12 21 0 0 0 0 3 0 4 2 0 10 0 28 1 28 211 0 52 0 9 18 0 7 0 0 0 3 36 7 0 4 17 30 24 0 25 44 0 1 0 1 15 1 20 28 0 57 0 57 4 29 489 5 5 3 1 2 1 3 1 2 1 1 4 1 4 1 2 2 3 26 1 2 3 3 27 Remarks: Figures arrived at from Census2001data.ANNEXURE I Table 1 State wise summary of STPs in Class-I cities and Class-II towns Class-I cities State Andaman & Nicobar Islands Andhra Pradesh Arunachal Pradesh Assam Bihar Chandigarh Chhattisgarh Dadra & Nagar Haveli Daman & Diu Delhi Goa Gujrat Haryana Himachal Pradesh Jammu & Kashmir Jharkhand Karnataka Kerala Lakshadeep Madhya Pradesh Maharashtra Manipur Meghalaya Mizoram Nagaland Orissa Pondicherry Punjab Rajasthan Sikkim Tamil Nadu Tripura Uttar Pradesh Uttaranchal West Bengal TOTAL Class-II cities Smaller towns having STPs having No. of Towns STPs STPs 0 1 0 0 1 0 0 0 0 0 1 0 0 0 0 0 2 0 0 1 2 0 0 0 0 0 0 2 0 0 3 0 2 1 6 22 0 2 0 0 1 0 0 0 0 0 2 0 0 0 0 0 2 0 0 1 2 0 0 0 0 0 0 3 0 0 3 0 5 2 8 31 1 1 having No. 369 13.198 46.369 3449878 87 300.510 13.19 5.228 4.00 30.04 Pre-95 2004 Pennar River Godavari River Godavari River Pennar Godavari Godavari 514707 124 63.903 32.00 14.68 22. generation generatio of STP.Corp) City-1+ Munger Chapra Chandigarh City-5+ 14 Chandigarh …Mohali(Diggiyan) …Mohali(Diggiyan) …Raipur Khurd …Raipur Kalan Chhatisgarh City-5+ 15 Bhilai Nagar …Kutelabhata vill.Table 2 Sewage generation and treatment capacity in Class I cities having STPs S.00 1988 AL+FP Ganga River Ganga 1376950 181 249.806 378947 313347 235540 87 87 87 32.00 2007 2007 2007 2007 2007 Pre-95 Krishna River Krishna Musi River Krishna Population Sewage Sewage Capacity .603 11.00 1965 1965 1965 OP OP OP Seonath River Mahanadi 808796 432 349.00 172.00 1988 1985 1985 1988 WSP ASP ASP AL+FP Punpun.00 9.00 1988 1988 AL+FP WSP Ganga River Ghaghara River Ganga Ganga 340349 181 61.N. Ganga Ganga 189772 149839 87 87 16.261 20.00 2003 2003 2004 Pre-95 WSP WSP WSP Kalyani River NMB 30.824 Pre-95 Krishna River Krishna 825436 101 83.968 27.50 2.139 339.00 25.00 45.00 30.036 Pre-95 Pre-95 Godavari delta Krishna delta NMB NMB 227657 87 19.Corp …I …II …III …IV …V 2 3 4 5 6 Vijayawada City-5+ Guntur City-2+ Nellore Rajahmundry Ramagundam …I …II …III 7 8 9 Tirupati City-1+ Eluru Tenali Bihar City-10+ 10 Patna …I Kermallichak …II Saidpur (28+17) …III Beur (20+15) …IV Pahari City-2+ 11 12 13 Bhagalpur (M. City/Town and STP Andhra Pradesh City-20+ 1 Hyderabad M.73 2004 2005 Pre-95 ASP ASP UASB+PP Ghaggar ASP+Tertiary For Irrigation For Irrigation NMB 187311 178835 181 181 33. …Risali village …Bhilai House 553837 208 115.00 4.19 68. 2001 factor* n.00 35. MLD MLD** Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.400 68.00 14.00 21. .492 14. 19 10.92 10...2 …Timarpur 6 …Yamuna Vihar 10-I …Yamuna Vihar 10-II …Vasant Kunj 2.Narela 10 …Okhla 12 …Okhla 16 …Okhla 30 …Okhla 37 …Okhla 45 …Pappankalan 20 …Rithal 40-O …Rithal 40-N ..N.Kondli 25-II .863 82.84 181.73 54.Nilothi 40 .55 72.....233 86..46 22..280 106. MLD MLD** Year of Technology Treated sewage STP’s River basin of STP disposal*** comm..Ghitorni 5 ..65 45. 2001 factor* n.38 168. Yamuna River Ganga 3515361 181 636.2 …Vasant Kunj 3 Gujarat City-20+ 17 Ahmedabad …I Pirana …Vasna 18 Surat …Anjana …Bhatar …Singanapur City-10+ 19 Vadodara …Ataladara …Tarsali …Gajarwadi Population Sewage Sewage Capacity .57 90.73 136.84 68.00 13.84 45. City/Town and STP Delhi * City-100+ 16 Delhi Mun Corp (U) Coronation Piallar10-I Coronation Piallar10-II …Coronation Piallar 20-II …Delhi Gate 2.46 113.Sen N.46 45.Rohini 15 . Vishwamitri Dhadhar .00 66.46 54.20 204.Kondli 10-II …Mehrauli 5 …Najafgarh 5 ..2 .00 27.Keshopur 20 .00 126.. 10453394 282 2947.849 45.55 90.46 45.Kondli 10-I . ASP ASP ASP ASP ASP ASP ASP ASP ASP ASP HR ASP+ Biofilter ASP HR Biofilter WSP ASP ASP ASP ASP-Ext. Aer.73 22..46 10.Keshopur 12 ..00 2002 2001 2003 UASB+ASP ASP ASP Kansa. 2.. generation generatio of STP..Keshopur 40 ..H...73 181.00 2003 2004 1996 2000 2003 UASB+FL UASB+CL Sabarmati / Khari Sabarmati 2433787 138 335.46 90.63 ASP TF ASP HR Biofilter ASP ASP ASP ASP ASP ASP ASP ASP-ExAer.27 45.84 45..92 181.00 52..50 120.00 ASP ASP ASP Mithikhadi Koyalikhadi Tapi Tapi 1306035 138 180.S.92 181.00 100.00 22. 16 19.00 2000 2000 2000 2000 2000 UASB+PP UASB+PP UASB+PP UASB+PP WSP Ganga 216213 210476 98 136 21.942 34. Yamuna Canal Ganga W.162 1.910 18.Medwala …K..580 10.Valley …Hebbal …V.323 30.00 45.989 25.690 10.00 2002 2002 2000 2003 UASB+PP UASB+PP UASB+PP WSP Yamuna River W. 1994 FL+ASP Aji River NMB Pre-95 Sabarmati River Sabarmati 1054981 112 118.397 69.00 2000 2000 2000 UASB+PP UASB+PP UASB+PP Yamuna River Ganga 261665 102 26.00 Ganga Ganga 189587 98 18.45 Pre-95 2001 Pre-95 2003 Pre-95 Pre-95 Pre-95 WSP WSP Kabbani River Tungabhadra Tungabhadra Tunga River Shimsa River Talekta Stream Krishna River Kaveri Krishna Krishna Krishna Kaveri Krishna Krishna .35 4.80 ASP(Ext.Aer+ Tertiary Sed) -do-do-do-do-do- Sutlej River Indus 4292223 126 540.158 20.44 5.150 Capacity of STP. Yamuna Canal Ganga Ganga Ganga 173542 100528 98 98 17.625 30. City/Town and STP 20 21 Rajkot City-1+ Gandhinagar Haryana City-10+ 22 Faridabad …I …II …III City-2+ 23 Panipat …I …II 24 25 Sonipat Karnal …I …II City-1+ 26 Yamunanagar …I …II 27 28 Gurgaon Palwal Himachal Pradesh City-1+ 29 Shimla …Snowdon …Dhalli …Summer Hill …Lalpani …Maliyana …North Disposal Karnataka City-20+ 30 Bangalore .00 8.820 UASB ASP ASP Bio-filter Ponnaiyar River NMB 742261 363780 317000 274105 248592 245946 205634 150 126 126 126 126 126 126 111. MLD 133.35 0.50 Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.00 35.00 142161 177 25.007 9.S.00 9.00 50.339 45.836 39.N. generation 2001 factor* 966642 138 195891 353 Sewage generatio n.189 28. MLD** 44.00 25.Valley City-5+ 31 32 33 34 35 36 37 Mysore City-2+ Davanagere Bellary Shimoga Tumkur Bijapur Raichur Population Sewage .C.00 40..537 31.852 30.93 19.76 3. 00 22.00 2005 ? ? Pre-95 9.00 8. 2001 factor* n.115 49.428 Ganga Betwa River Ganga 2540069 2051320 1261517 1193266 192 172 172 172 487.00 24.351 6.0/8.693 352.00 4.00 Pre-95 ASP Pre-95 Primary 1978 1978 1985 2003 2003 UASB ASP ASP Mula&Mutha/Bhima Maur River Thane Creek Ulhas Godavari NMB/Coastal NMB/Coastal 1076967 172 185.00 2. MLD MLD** 163284 160392 117386 126 126 126 20.55 9.00 2004 Karnal WSP FAB FAB 153768 125457 115 115 17. Shipra Ganga Ganga An.574 20.099 150.238 78.791 5.00 UASB+FP UASB ASP Pre-95 Primary+OP Primary ASP 2004 2000 Godavari River Godavari 1006417 872667 873037 598703 172 172 172 172 172 172 172 172 173.T.230 90.83 Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.00 23.981 205.9 18.S.910 Pre-95 Perriyar River Coastal 1597441 1433875 133 178 212.442 52.00 3. City/Town and STP City-1+ 38 39 40 Hospet Bhadravati Hassan Kerala City-10+ 41 Kochi Madhya Pradesh City-10+ 42 43 Indore Bhopal …South T.104 150.00 14.46 2001 2001 WSP Karnal Tapi River Tapi 194360 115 22.063 63.162 102.977 75.09 8.N.242 110.102 74.460 255. generation generatio of STP.82 26.882 16.50 54.9 2.00 2.00 2.683 14.396 52.+ TF Lake (Shahpura) Bio-filter (TF) For Irrigation WSP Vaishali River Shipra River Ganga Ganga 826919 429933 138 115 114. Bhima Pre-95 OP Pre-95 Primary .209 14.00 Mallamukta Godavari Sina. Pre-95 2001 Pre-95 WSP Tungabhadra Bhadra River Hemavati Krishna Krishna Kaveri 596473 139 82.00 2005 1959 1959 99/UC Pre-95 UASB Khan. Dig.827 216.00 45.46 36. Bhima River Kamwadi/Ulhas Krishna NMB Krishna Godavari Tapi Godavari Sangli-Miraj & Kupwad 436639 Nanded-Waghala Jalgaon Ahmadnagar 430598 368579 307455 Primary+OP Krishna River WSP/Primary Godavari River Girna River Sina. Nagar …Bherkheda City-5+ 44 45 Gwalior City-2+ Ujjain …I …II City-1+ 46 Burhanpur …I …II …II 47 48 Bhind Vidisha Maharashtra City-20+ 49 50 51 52 Pune Nagpur City-10+ Thane (54 or 36) Kalyan-Dombivali …Kalyan …Dombivali 53 Nashik …Nasik …Triambak 54 55 56 57 58 59 60 61 Pimpri Chinchwad City-5+ Aurangabad Solapur Bhiwandi City-2+ Population Sewage Sewage Capacity . 00 Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.00 20. Pre-95 OP Manjeera River Godavari Primary+TF Primary Primary Pre-95 Primary Bharathi River Ulhas Ulhas Tapi Krishna NMB NMB Tapi Coastal 1.00 2005 2005 Adiyar/Coom Coasta 746062 81 60.282 29.00 152.518 Pre-95 60.17 2004 2003 WSP UASB WSP WSP Kaveri Kaveri 411298 215725 152984 151184 164 81 81 81 67.00 28.00 04/UC 04/UC 2005 04/UC UASB+PP UASB+PP UASB+PP UASB+PP Sutlaj River Indus 701223 147 103.306 36.431 58.00 1989 1989 UASB ASP Ganga River Ganga .00 2004 2003 2004 2004 Pre-95 20. Lake Ganga 4216268 81 341. City/Town and STP 62 63 64 65 66 67 Latur City-1+ Kolhapur Ulhasnagar Ambarnath Bhusawal Panvel Orissa City-5+ 68 69 70 Bhubaneswar Cuttack City-1+ Puri Punjab City-10+ 71 Ludhiana …Bhattian …Balloke …Jamalpur City-5+ 72 Jalandhar Rajasthan City-20+ 73 Jaipur …Jalmahal …Jaisinghpur Khoh Tamil Nadu City-20+ 74 Chennai …I …II …III City-5+ 75 Tiruchirappalli …I …II City-2+ 76 77 78 79 Tirunelveli Thanjavur City-1+ Kancheepuram Erode …I …II Uttar Pradesh City-20+ 80 Kanpur …I …II (Jajmau) Population Sewage . MLD** 12.00 Sutlaj River Indus 2324319 158 367.073 111.00 28.893 Capacity of STP. generation 2001 factor* 299828 172 485183 472943 203795 172366 104031 172 172 172 172 172 Sewage generatio n.246 24.570 83.392 12.87 29.242 27.00 1979 2005 ASP Ext.451 81.N.00 12.00 110.S.05 Tambirpani Noyyal Pallar+Cheyyar Kaveri NMB Kaveri NMB Kaveri 2532138 134 339.453 17.00 130.346 35.474 12.315 33.Aer.00 5.080 100.647 17.7 647302 535139 157610 286 193 186 185.00 27.053 29.128 103.20 28.30 Pre-95 2003 2004 WSP Kuakhai/Kathjodi Mahanadi River Coastal Mahanadi Mahanadi Coastal 1395053 147 205. MLD 51.00 48. 96 10.S.535 28.N. 2001 factor* n.5) .00 80.00 990298 210 207.00 30.00 452925 316452 298827 134 183 134 60.963 60. 205264 175010 226 39.00 375.25 1100748 170 187.00 56.00 37.336 27.00 Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.505 14.Reach (79 or 47.692 57.411 6.Chit (63.00 63.45 38.782 70.043 14.00 12...40 3.911 40.. 1989 UASB 2006 Gomti River 2003 2007 Yamuna River 2002 2001 2001 1988 1994 1985 2004 Ganga River 1987 2005 Hindon River 2001 2001 2001 2001 2001 2001 2001 2001 1999 1988 2001 1988 04/Pro 1998 Gomti River Ganga WSP UASB+PP UASB+PP UASB+PP UASB+PP WSP WSP WSP Yamuna River UASB+PP UASB+PP WSP Ganga River Yamuna River Ganga River Ganga Ganga Ganga Ganga Hindon River Kali (W) River Yamuna River Ganga Ganga Ganga Ganga ASP Ganga UASB+PP WSP WSP Ganga River ASP+TF ASP ASP Ganga Ganga FAB Ganga 90 91 92 Mirzapur-cum-Vindhy.00 227876 211460 134 134 134 30.552 18.S.90 1987 1987 1987 ASP WSP ASP Ganga River Ganga . City/Town and STP …III (Jajmau) (Experimental) 81 Lucknow …I …II City-10+ 82 Agra …Dhandupura …Peela Khar …Burhi ka Nagla 83 Varanasi Bhagwanpur(8or12) …Dinapur …DLW … 84 Allahabad …I …II City-5+ 85 Ghaziabad …I Cis Hindon …II Trans Hindon City-2+ 86 87 88 Saharanpur Muzaffarnagar Mathura Bangalighat dairy farm …Masani 89 Noida …I …II …III Farrukhabad-cumFatehgarh Etawah …I …II City-1+ 93 Sultanpur Uttaranchal City-1+ 94 Hardwar West Bengal City-20+ 95 Kolkata .Cos.00 1993 ASP Ganga River Ganga 4580544 135 618.00 4..Sub-E .784 42.127 12.5 293908 134 39.00 1259979 168 211.07 2207340 134 295.00 32.00 27.676 78.5 12.00 100085 134 13. MLD MLD** 5.00 9.00 968521 134 129.G.373 79.00 0.00 2. generation generatio of STP.384 34.9 or 45) Population Sewage Sewage Capacity .00 10..00 29. 5or12) Population Sewage Sewage Capacity . UASB: Upflow anaerobic sludge blanket reactor+Polishing pond. Canal Ganga Irrig.936 3.544 47.50 45. Ganga Ganga Ganga Pissic+Ganga River Ganga Ganga River Ganga Ganga Ganga 100 Bally (45or30) City-1+ 102 Serampore 103 Chandannagar …I …II 101 Baranagar (44.00 2.50 18.833 26. 1987 TF Ganga River Ganga River 1987 1988 1987 2003 1988 1988 1987 1988 1987 1987 1987 2003 2003 2003 2003 1988 ASP ASP WSP WSP WSP WSP TF TF TF WSP WSP WSP WSP WSP WSP Irrig.80 12.00 10.00 44.N. Pissic.S.90 4.623 19.5 or40) 250615 197955 162166 104 Baharampur (8 or 3.302 14.485 5.90 1.767 14.00 10.16 4.101 13.35 124198 135 16. MLD MLD** 1008704 441956 135 135 136.313 33.5?) 115036 Total 14652 7756**** ASP: Primary Sedimentation+Activated Sludge Process. WSP: Waste Stabilization Ponds. City/Town and STP City-10+ 96 97 Haora City-2+ Bhatpara …B-Old (Jagaddal) …B-New (Jagaddal) …E (Madrail) 98 99 Maheshtala Panihati (16.7) 160168 105 Barrackpur …I …II …III …IV 106 Titagarh …Bandipur …Titagarh …Titagarh 107 Khardaha 109 Baidyabati 110 Bhadreswar 111 Bansberia 112 Champdani 108 Nabadwip (10 or 4.90 Year of Technology Treated sewage STP’s River basin of STP disposal*** comm.031 35.664 10. TF: Primary Sedimentation+Trickling filter *Figures in italics are based on average water supply of state.5 116252 108231 105944 104453 103232 135 135 135 135 135 135 15. Pissic.00 8.54 135 135 21. other on sewage generation factor **Capacities shown in bold are for the planned/under construction STPs *** Shaded river stretches are already identified as most polluted stretches **** Installed capacity: 6047 MLD + Proposed capacity: 1709 MLD .93 16.175 59.90 63.54 4.530 14.1 4. Khal Ganga WSP WSP ASP 2003 1988 2005 2005 2006 2005 WSP WSP Ganga River Ganga Ganga Ganga Ganga Ganga Ganga Beel Ganga Ganga Irrig.00 8.00 389214 348379 261575 135 135 135 135 135 135 52.892 18.00 144331 3.50 10.724 21. generation generatio of STP.694 15.00 2.00 6. Pissicult. 2001 factor* n.611 14. 46 3.00 3.90 0.732 2.50 7.00 7.66 1.09 MLD . Population Sewage City/Town and STP .32 2. MLD 3.344 3.50 4.654 14.84 9.N.68 12.34 8.441 6.00 19. MLD** Year of Technology STP’s of STP comm.435 4.13 5. UASB: Upflow anaerobic sludge blanket reactor+Polishing pond.00 0.30 20.18 1987 1987 2003 2005 TF WSP WSP WSP 1988 1988 2005 2003 2003 2003 UASB+PP WSP WSP WSP WSP WSP Irrig.051 11.50 10. generation 2001 factor* Andhra Pradesh Mancherial 70231 49 …I …II Bihar Buxar 82975 92 Goa Panaji 58785 80 …I …II Karnataka Kollegal 52450 94 Harihar 75042 94 Madhya Pradesh Nagda 96525 72 Maharashtra Karad 56149 106 Wani 52814 73 Punjab Kapurthala 84361 150 Phagwara 95626 150 North side South side Tamil Nadu Karur 76328 55 Mayiladuthurai 84290 44 Kumara-palayam 65640 44 Uttar Pradesh Bijnor 79368 96 …I …II …III Vrindavan 56618 96 …Pagal Baba …Kali Deh Uttaranchal Rishikesh 59671 180 … Swargashram …Lakkadghat West Bengal Katwa 71573 86 Konnagar 72211 86 Gayespur 55028 86 …I …II Kalyani 81984 86 …I …II Garulia 76309 86 Budge Budge 75465 86 Sewage generation.Table 3 Sewage generation and treatment capacity in Class II towns having STPs S.619 4. other on sewage generation factor **Capacities shown in bold are for the planned/under construction STPs *** Shaded river stretches are already identified as most polluted stretches **** Installed capacity: 199.50 4.61 MLD + Proposed capacity: 34.709 2.490 Total 143.00 28.7**** ASP: Primary Sedimentation+Activated Sludge Process. Ganga 2000 2000 WSP WSP WSP WSP KARNAL Yamuna Ganga 15.634 4.00 2001 2001 WSP WSP WSP Capacity of STP.952 3.30 6.308 233.930 7.00 6.00 1.00 6.563 6.96 7.30 22.00 2004 2004 2001 2004 2004 2002 TF ASP WSP WSP KARNAL WSP OP WSP UASB UASB WSP WSP 2.33 6.950 5.888 7.210 4.855 12.00 6.00 8.741 0.054 6. WSP: Waste Stabilization Ponds. Treated sewage disposal*** River basin 1 2 3 4 5 6 7 8 9 10 Tungabhadra Krishna Chambal Krishna Ganga Krishna 2003 2006 2006 2004 2004 ? 11 12 13 14 15 16 17 18 19 20 21 22 6.00 6.198 3.703 5.155 6. TF: Primary Sedimentation+Trickling filter *Figures in italics are based on average water supply of state. 877 Maner River Godavari 969608 90.308 9.4 87.002 17.413 13. City Andaman & Nicobar Islands City-1+ 1 Port Blair Andhra Pradesh UA-10+ 2 Visakhapatnam City-5+ 3 Warangal City-2+ 4 5 6 7 8 9 10 11 12 13 Kukatpalle Kakinada Nizamabad Kurnool L.097 9.314 11.431 9.170 10.810 11.Table 4 Sewage generation in Class I cities having no STP S.945 12.184 13. Nagar Gajuwaka Quthbullapur Anantapur Secunderabad Karimnagar City-1+ 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Machilipatnam Malkajgiri Vizianagaram Proddatur Kapra Khammam Adoni Chittoor Nandyal Serilingampalle Ongole Rajendranagar Bheemavaram Mahbubnagar Cuddapah Hindupur Uppal Kalan Guntakal Gudivada Nalgonda Srikakulam Adilabad Alwal 183370 175000 174324 164932 159176 158022 155969 152966 151771 150525 149589 143184 137327 130849 125725 125056 118259 117403 112245 110651 109666 108233 106424 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 86 15.933 24.221 Population Per capita Total sewage.865 12.678 23.812 10.653 Coastal Coastal 100186 112 11.269 19.152 Nagavati River Penganga River Penneru River Krishna Delta Penneru Krishna Krishna NMB Godavari Penneru River Penneru River Godavari delta Godavari Krishna Penneru Penneru Kunderu River Pennar Muneru Tungabhadra River Godavari Krishna Konada stream Penneru River NMB Penneru Krishna Delta Krishna 290591 289920 286956 267739 261987 258944 225816 220951 204182 203819 86 86 86 86 86 86 86 86 86 86 24.516 9.No.770 15.420 19.689 13.590 13.026 22.528 Penneru River Musi River Maner River Penneru Krishna Godavari Musi/Manjira Godavari delta Manjira River Tungabhadra River Krishna/ Godavari Godavari Godavari Krishna 528570 132.991 24.052 12. l/d * MLD disposal ** River basin . Treated sewage sewage.653 9.253 10.992 14.2 69.155 13.B.755 10.531 22.560 17.050 14. 787 Nagamathi River NMB 192799 138 26.987 36.631 26.447 21.586 Hasdeo River Arpa/Son River Seonath River Mahanadi Mahanadi Mahanadi 143727 110987 115 115 16.590 Kharoon River Mahanadi 315695 265178 231182 115 125.289 48.579 18.512 Kalubhar River NMB 447734 138 61.S.764 Seonath River Mahanadi Mahanadi 510958 138 70.814 Phangun River Ganga River Ghughri River Phangun River Son River Ganga Ganga Ganga Ganga Ganga 175169 171235 131042 130339 124015 119276 119007 116692 108172 101506 181 181 181 181 181 181 181 181 181 181 31. City 37 38 Dharmavaram Tadepalligudem Assam City-5+ 39 Guwahati City-1+ 40 41 42 Silchar Dibrugarh Nagaon Bihar City-2+ 43 44 45 46 47 Gaya Muzaffarpur Darbhanga Bihar Arrah City-1+ 48 49 50 51 52 53 54 55 56 57 Katihar Purnia Sasaram Dinapur Nizamat Saharsa Hajipur Dehri Bettiah Siwan Motihari Chhatisgarh City-5+ 58 Raipur City-2+ 59 60 61 Korba Bilaspur Durg City-1+ 62 63 Rajnandgaon Raigarh Gujarat City-5+ 64 Bhavnagar City-2+ 65 Jamnagar City-1+ 66 Nadiad Population 103400 102303 Per capita Total sewage. Treated sewage sewage.No.1 115 36.174 26.305 33.606 Shedi River Sabarmati .373 Gurhi gandak River Simrahi Stream Great Gandak River Son river Gurhi gandak River Chandrabhaga River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga 605131 115 69.994 23.892 8.868 Brahmaputra River Kalong River Brahmaputr a 383197 305465 266834 231972 203395 181 181 181 181 181 69.589 21.359 55.591 22.297 41.540 21.719 23.529 12.121 19. l/d * MLD disposal ** 86 86 8.598 30.005 Bharlu/ Brahmaputra Brahmaputr a NMB 142393 122523 107471 250 250 250 35.798 Chitravati River Godavari delta River basin Penneru Godavari 808021 250 202.706 30. 4 98 98 98 98 98 98 98 17.233 36.7 117.No.664 21.365 18.104 25. City 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 Junagadh Surendranagar Dudhrej Bharuch Veraval Navsari Porbandar Anand Godhra Vejalpur Patan Palanpur Ghatlodiya Jetpur Navagadh Botad Kalol Haryana City-2+ 82 83 Rohtak Hisar City-1+ 84 85 86 87 88 89 90 91 92 93 94 Bhiwani Sirsa Panchkula Urban Estate Ambala Jind Thanesar Bahadurgarh Kaithal Ambala Sadar Jagadhri Rewari Jammu & Kashmir City-5+ 95 Srinagar City-2+ 96 Jammu Jharkhand UA-10+ 97 98 Jamshedpur Dhanbad City-5+ 99 Ranchi Population 168686 156417 148391 141207 134009 133083 130462 121852 113304 112038 110383 106259 104311 100059 100021 Per capita Total sewage.4 127.233 14.229 Jhelum River Indus 378431 112 42.552 16.487 19.488 10.605 16.927 9.461 15.384 Tawi River Indus 570349 198963 181 181 103.269 13.767 11. l/d * MLD disposal ** 138 138 138 138 142.552 17.7 138 138 138 138 138 138 138 203.586 20.123 18.167 Ganga Ganga 169424 160129 140992 139222 136089 120072 119839 117226 106378 101300 100946 103.9 138 138 23.816 15.012 Subarnrekha River Damodar River Subarnrekh a Ganga Subarnrekh a 846454 181 153.004 16.S.208 Subarnrekha River .737 13.279 21.893 Yamuna River Ghaggar Ganga Ganga Indus Indus/Ghag gar Ganga Ganga Ganga Ganga Indus/Ghag gar Ganga Ganga 894940 112 100.744 11.803 Bhadar Meshri/Panam River Purna River Narmada River Ozat River River basin NMB/Sabar mati NMB/Sabar mati Narmada Coastal NMB/Coast al Coastal Sabarmati Mahi Mahi NMB Sabarmati NMB NMB Sabarmati 286773 256810 98 98 28.425 9. Treated sewage sewage.808 13.636 15.478 19.337 11.6 103. 218 25.797 21.533 15.098 177079 130736 139 139 24.085 16.7 113.619 22.419 Narmada River Narmada 232321 230658 225468 115 115 115 26.240 68.929 Dhasan River Cchoti Kali Sindh Tons River Ganga Ganga Ganga .803 17.919 50.354 Benxithona river Markendya River Nethravati Krishna Krishna NMB/Coast al 187453 180931 172298 154849 141294 135597 131211 122594 113299 113039 101022 126 126 126 126 126 126 126 126 126 126 126 23.062 23.677 50.172 Coastal NMB 951469 115 109.703 33. Treated sewage sewage.276 14.717 26.447 14.No.031 21.579 Damodar River Ganga 786018 126 99.243 12.511 17.526 25.614 18.S.038 Malprabha River Krishna 427929 399600 398745 263636 201220 126 126 204.350 81. City City-2+ 100 Bokaro Steel City City-1+ 101 102 103 Mango Hazaribag Adityapur Karnataka City-5+ 104 Hubli-Dharwad City-2+ 105 106 107 108 109 Gulbarga Belgaum Mangalore Dasarahalli Bommanahalli City-1+ 110 111 112 113 114 115 116 117 118 119 120 Krishnarajapura Byatarayanapura Bidar Gadag-Betigeri Robertson Pet Mahadevapura Mandya Chitradurga Kolar Udupi Chikmagalur Kerala City-5+ 121 Trivandrum City-2+ 122 123 124 Kozhikode Kollam Thrissur City-1+ 125 126 Alappuzha Palakkad Madhya Pradesh UA-10+ 127 Jabalpur City-2+ 128 129 130 Sagar Dewas Satna Population Per capita Total sewage.729 Ponnayar NMB Manjira River Malprabha River Ponnayar Godavari Krishna NMB Shimsa River Vedavati River Palar + Cheyyar Swarna River Yagachi.9 126 126 53.345 Damodar River River basin 394173 Ganga 166091 127243 119221 181 181 181 30.722 Karmana River NMB/Coast al Coastal Coastal 436527 361441 317474 139 139 214.710 19.5 60. l/d * MLD disposal ** 181 71. Hemavati Kaveri Krishna NMB NMB/Coast al Kaveri 744739 152. 511 703947 549370 520301 172 172 172 121.783 14.446 Malini River River basin Mahi 186738 185580 183232 171976 150890 146859 137132 122309 116483 112160 107496 115 115 115 115 115 115 115 115 135. East coast/Harbour West coast / Arabian sea West coast / Arabian sea Malad creek Malad creek Thane creek 3.752 21. Sone River Baichaiya.770 14.3 2160. Treated sewage sewage.889 15.342 21. Bearma River Chambal River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Godavari Ganga Ganga Ganga 11914398 Zone-1 Zone-2 181.066 15.2 km marine outfall Colaba-40 mld 3.791 20. l/d * MLD disposal ** 115 25.583 409190 399978 341473 297612 259170 257572 235529 172 172 172 172 172 172 172 70.352 16.7 km marine outfall Worli-360 mld Population 221267 Per capita Total sewage.No.080 S.079 94. Tons Cchota Tawa River Kunwari River Sindh River Sindh River Wainganga River Chambal River Sonar.577 44.072 19.140 20.733 51.4 115 21.492 Zone-4 Zone-5 Zone-6 Zone-7 Coastal Purna River Pedhi Tapi Girna River Morna River Panjhara River Godavari Purna River Bharthi River Purna River Tapi Tapi Tapi Godavari Godavari Krishna Godavari NMB Bindusara River Penganga River Waingana River Taharpur stream Godavari Godavari Godavari NMB Wardha River Satara stream Godavari Krishna .5 125.065 12.7 km marine outfall Bandra-400 mld Zone-3 Versova (lagoons)-110 mld Malad-110 mld Bhandup (lagoon)-140 mld Ghatkopar (lagoon)-90 mld UA-10+ City-5+ 144 145 146 Navi Mumbai Amravati Mira-Bhayandar City-2+ 147 148 149 150 151 152 153 Malegaon Akola Dhule Chandrapur Parbhani Ichalkaranji Jalna City-1+ 154 155 156 157 158 159 160 161 Nala Sopara Bid Yavatmal Gondiya Virar Navghar-Manikpur Wardha Satara 184664 138091 122906 120878 118945 116700 111070 108043 172 172 172 172 172 172 172 172 31.762 23.381 68.492 89.302 40.475 21.189 44.S.459 20.072 19.796 58.104 18. City 131 Ratlam City-1+ 132 133 134 135 136 137 138 139 140 141 142 Murwara (Katni) Singrauli Rewa Khandwa Morena Shivpuri Guna Chhindwara Mandsaur Damoh Neemuch Maharashtra UA-100+ 143 Greater Mumbai 1.362 Gopad.777 17. 776 38.723 24.617 18.248 NMB 132876 112 14.S.456 18.374 Arian Kuppam River Pannaiyar Delta Coastal NMB 975695 147 143.455 21. Treated sewage sewage.A.027 Dhansiri River Brahmaputr a 289724 224601 206566 186 186 186 53.956 Ghaggar NMB Indus 159559 148243 126646 124624 124303 123284 106802 103059 147 147 147 147 147 147 147 147 23.No.675 19.S. City 162 163 Achalpur Barshi Manipur City-2+ 164 Imphal Meghalaya City-1+ 165 Shillong Mizoram City-2+ 166 Aizawl Nagaland City-1+ 167 Dimapur Orissa City-2+ 168 169 170 Brahmapur Raurkela Raurkela Ind.722 Mahanadi River Burha Balang River Mahanadi NMB 220749 217623 112 112 24. Bhima river River basin Tapi Krishna 217275 107 23. Kalang Brahmaputr a 229714 112 25. Nagar (Mohali) Malerkotla Khanna Rajasthan City-5+ 186 Jodhpur Population 107304 104786 Per capita Total sewage.320 18.421 Rushikulya Delta Brahmani river Brahmani river NMB Brahmani Brahmani 154164 106032 186 186 28.427 Indus 302870 217389 147 147 44.023 Chandrabhaga River Sina.882 Umkhara.123 15.732 NMB .150 Beas River Indus Indus Indus Indus Indus Indus Indus Indus 846408 158 133.889 41.792 18. Township City-1+ 171 172 Sambalpur Baleshwar Pondicherry * City-2+ 173 174 Pondicherry Ozhukarai Punjab UA-10+ 175 Amritsar City-2+ 176 177 Patiala Bathinda City-1+ 178 179 180 181 182 183 184 185 Pathankot Hoshiarpur Batala Moga Abohar S.700 15. l/d * MLD disposal ** 172 172 18.273 18.728 NMB 107382 112 12.522 31. 825 Amravati River Pallar Ponnayar Delta Adiyar/Coom Adiyar/Coom Kaveri River Adiyar/Coom Kaveri NMB Coastal NMB NMB Kaveri NMB NMB Veppar Delta Veppar River Thanjavur NMB NMB Kaveri 189327 112 21.304 Banas/Berach River Banas River NMB Mahi Ganga Ganga Indus Ganga 187571 184904 135663 129654 123701 116156 100476 158 158 158 158 158 158 158 29.119 33.153 16.S.215 21.205 Titas River .435 20.485 19.661 61.146 10.152 Kaveri River Kaveri 346551 302492 230913 216058 211768 208149 81 81 81 81 81 81 28.756 Noyyal River Vaigai River Kaveri NMB 693236 81 56. City 187 188 Kota Bikaner City-2+ 189 190 191 192 193 194 Ajmer Udaipur Bhilwara Alwar Ganganagar Bharatpur City-1+ 195 196 197 198 199 200 201 Pali Sikar Tonk Hanumangarh Beawar Kishangarh Jhunjhunun Tamil Nadu UA-10+ 202 203 Coimbatore Madurai City-5+ 204 Salem City-2+ 205 206 207 208 209 210 Tiruppur Ambattur Avadi Thoothukkudi Tiruvottiyur Nagercoil City-1+ 211 212 213 214 215 216 217 218 219 220 221 Dindigul Vellore Cuddalore Alandur Pallavaram Kumbakonam Tambaram Tiruvannamalai Neyveli Rajapalayam Pudukkottai Tripura (City-1+) 222 Agartala Population 695899 529007 Per capita Total sewage.704 17.636 29.770 74.583 Chambal River River basin Ganga NMB 485197 389317 280185 260245 210788 204456 158 158 158 158 158 158 76.269 41.554 10.071 24.663 11.501 17.838 11.305 32.No.512 44.881 8. Treated sewage sewage.370 12.860 Noyyal River Adiyar/Coom Adiyar/Coom Kaveri NMB NMB Coastal NMB/Coast al NMB Nagari River 196619 177413 158569 146154 143984 140021 137609 130301 128133 121982 108947 81 81 81 81 81 81 81 81 81 81 81 15.926 14. l/d * MLD disposal ** 208.545 18.353 15.502 18.875 Banas River Ghaggar NMB NMB Ganga NMB NMB NMB Ganga 923085 922913 81 81 74.025 83.4 158 145.844 11.342 11.379 9. 095 21.926 83.406 28.618 22.359 28.439 20. l/d * MLD disposal ** River basin 1074229 134 143.345 20.966 13.923 37.370 16.420 19. Rapti River Ganga Ganga Ganga Ganga 383248 297932 281549 278801 211987 210071 134 134 134 134 134 134 51.476 85.829 14.515 16.728 37. Treated sewage sewage.S.072 14.156 15.002 Badaun stream Kali (E) River Sai River Ghaghara River Badaun stream Gomti River Sarangan River Yamuna/Ganga Badaun stream Ghaghara River Ganga River Yamuna River Ken River Deoha River Karwan River Ghaghara River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ghaghara River Kali (E) River Sai River Betwa River Sirsa River Ghaghara River Cchoti Saryu River Lttle Gandak Badaun stream Ganga River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga .562 22.850 19.150 Betwa River Deoha River Kosi River Yamuna River Kali (E) River Cchoti Saryu River Ganga Ganga Ganga Ganga Ganga Ganga 182930 176256 169285 168376 164890 159996 151827 151757 148138 144924 144917 139444 134822 124082 123243 122164 120659 120566 112918 112474 111810 107098 106985 104943 104222 103757 102226 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 134 147.131 15. City Uttar Pradesh UA-10+ 223 Meerut City-5+ 224 225 226 227 Bareilly Aligarh Moradabad Gorakhpur City-2+ 228 229 230 231 232 233 Jhansi Shahjahanpur Rampur Firozabad Hapur Maunath Bhanjan City-1+ 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 Sambhal Bulandshahr Rae Bareli Bahraich Amroha Jaunpur Sitapur Fatehpur Budaun Faizabad Unnao Orai Banda Pilibhit Hathras Gonda Loni Lakhimpur Modinagar Hardoi Lalitpur Etah Basti Azamgarh Deoria Chandausi Ballia Uttaranchal City-2+ Population Per capita Total sewage.692 Ramganga River Karwan River Ramganga River Haldi.066 16.684 22.513 23.168 16.1 24.062 13.983 15.419 18.627 16.336 14.No.903 18.335 19.778 89.947 Kali (E) River Ganga 699839 667732 641240 624570 134 134 134 134 93.685 18.8 134 134 134 134 176.355 39. 477 17.774 18.702 20.435 39.1 61.305 21.5 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 24.651 Damodar River Ganga 492996 470275 392150 336390 314334 290057 285871 271781 231515 220032 215432 207984 202095 135 135 135 135 135 135 135 135 135 135 135 135 135 66.026 16.517 Ganga River Mahananda River Ganga Ganga Ganga Mahananda River Ganga Sunti Kosai River Ganga Ganga Jalangi River Ganga River Padma River Damodar River Roopnarayan River Ganga Delta Ganga River Ganga River Ganga River Damodar River Haldi River Ganga River Ganga River Ganga River Tista River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Brahmaputr a .049 14.078 27.389 17.495 22.704 29.083 28.283 Damodar River Mahananda River Ganga River Ganga River Ganga River Damodar River Damodar River Ganga Ganga Ganga Ganga Ganga Ganga Ganga Ganga Bidyadhari River Ganga River Ganga River Kosai River Ganga River Ganga Ganga Ganga Ganga Ganga 170695 170201 167848 165222 161448 155503 153349 150204 139070 138195 135516 129456 128811 127695 126118 124479 123523 122891 113766 113259 113120 111475 107530 143.590 15.593 36.940 45.656 18.487 52.158 38.295 17.795 20. l/d * MLD disposal ** 138.271 15.255 29.413 42.659 22.690 31.305 Ramganga River Ganga 486304 135 65.No.676 16.993 20.278 18.805 16.290 15. City 261 Dehradun City-1+ 262 Haldwani-Kathgodam West Bengal UA-10+ 263 Asansol City-2+ 264 265 266 267 268 269 270 271 272 273 274 275 276 Durgapur Siliguri South Dumdum Rajpur Sonarpur Kamarhati Kulti Barddhaman Rajarhat Gopalpur Barasat North Dumdum Naihati Kharagpur Uluberia City-1+ 277 278 279 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 Haldia Hugli-Chinsurah Bidhan Nagar Raiganj English Bazar Madhyamgram Medinipur Uttarpara Kotrung Krishnanagar Santipur Balurghat Jamuria Bankura Habra Kanchrapara Halisahar North Barrackpur Raniganj Puruliya Rishra Basirhat Ashoknagar Kalyangarh Darjiling Population 447808 Per capita Total sewage.239 17.554 63.S.977 22. Treated sewage sewage.842 Ganga River River basin Ganga 129140 134 17.358 15. 786 13.S.529 Tista River River basin Ganga Ganga Brahmaputr a Total 11512 MLD *Figures in italics are based on average water supply of state. City 300 301 302 Bangaon Dumdum Jalpaiguri Population 102115 101319 100212 Per capita Total sewage.678 13. other on sewage generation factor ** Shaded river stretches are already identified as most polluted stretches . l/d * MLD disposal ** 135 135 135 13. Treated sewage sewage.No. 463 2.422 5.139 3.147 3.591 3.647 3.577 2.839 3.No.187 2.465 2.382 3.864 4.778 3.245 5.457 7.737 4.610 2.627 2.745 2.142 Nagavalli River Population Per capita Total sewage.Table 5 Sewage generation in Class II towns having no STP S.375 3.652 3.359 3.405 4.021 4.266 3.921 3.186 4.839 4.769 2.494 2.151 3.461 2.467 2.496 2.516 2.520 2.655 2.454 2.337 4. Treated sewage disposal ** sewage.918 3.688 4.617 2.913 3.577 2.907 2.627 2. City Andhra Pradesh 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Kaghaznagar Mandamarri Bellampalle Nirmal Rayadurg Kadiri Tadpatri Srikalahasti Madanapalle Chinnachowk Rayachoti Tuni Pitapuram Amalapuram Samalkota Sattenapalle Vinukonda Ponnur Mangalagiri Bapatla Chilakaluripet Narasaraopet Koratla Sirsilla Jagtial Palwancha Kothagudem Nuzvid Kallur Yemmiganur Wanaparthi Gadwal Ramachandrapuram Sangareddy Siddipet Miryalguda Suryapet Gudur Kavali Kamareddy Bodhan Kandukur Markapur Chirala Gaddi annaram Tandur Anakapalle 59549 66176 66660 74017 54127 76261 86641 70876 97964 64053 72196 50217 50301 50889 53402 51350 52589 56504 59443 68103 89888 95002 54021 65016 89438 68561 79727 50338 52880 76428 50262 51428 52586 56691 61650 90247 94797 69303 78351 64222 71355 50084 58454 85455 53622 57943 84523 49 51 49 49 49 49 49 77 73 49 50 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 60 71 49 49 49 49 49 49 49 49 49 2. l/d * MLD . 009 5.316 3.843 10.509 8.271 7.584 6.114 6.528 4.571 8.272 8.862 3.460 5.141 7.829 .904 6.911 3.706 5.114 8.276 6.976 7.S.736 10.271 7.644 6.519 9.010 7.457 58 66 49 134 134 134 134 134 134 134 134 134 92 92 92 92 92 92 112 92 92 92 92 92 92 142 92 115 92 91 72 72 72 72 72 72 80 80 124 120 120 120 120 120 3. l/d * MLD 49 2.752 6.301 7. City 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 Bobbili Palacole Narsapur Tanuku Assam Bongaigaon Dhubri Jorhat Diphu Karimganj North Lakhimpur Sibsagar Tezpur Tinsukia Bihar Araria Aurangabad Begusarai Gopalganj Jamui Jehanabad Kishanganj Lakhisarai Madhubani Jamalpur Nawada Bagaha Phulwari Sharif Mokameh Samastipur Sitamarhi Supaul Chhatisgarh Jagdalpur Dhamtari Dalli-Rajhara Bhilai Charoda Chirmiri Bhatapara Ambikapur Goa Margao Mormugao Gujarat Viramgam Dholka Chandlodiya Ranip Savarkundla Amreli Population 50140 57171 58508 66779 60550 63965 66450 52062 52316 54262 54482 58240 85519 60594 79351 93378 54418 66752 81723 85494 77840 66285 96659 82291 91383 53166 56400 55590 56769 54020 73687 82099 50615 87170 91312 50080 65999 78393 97085 53095 53792 56135 87573 73695 90243 Per capita Total sewage.575 7.574 3.575 7.No.407 4.455 6.098 8.893 7.891 8.571 8.300 8.804 11.591 5.161 6.970 6.006 6. Treated sewage disposal ** sewage.767 6.606 4. 502 6.604 3. Treated sewage disposal ** sewage.567 Amalkhadi/ Kolak/ Par Damanganga/ Bhadar River Ambica River Amlakhadi River 61625 51518 59863 75730 50659 62091 53812 63437 53246 61941 59236 83463 96923 98372 51182 53547 76827 72 72 72 74 72 72 72 112 112 112 112 92 92 92 92 92 92 4.130 6.430 6.487 6.926 7.992 6.611 7.001 8.785 10. Tohana Fatehabad Hansi Narwana Narnaul Mandi Dabwali Jammu & Kashmir Anantnag Sopore Baramula Udhampur Jharkhand Phusro Chas Deoghar Katras Tisra Sindri Population 51153 56541 80439 83340 67952 51934 70633 79185 55477 51260 55094 63253 53868 56241 65826 98987 51087 53912 53581 55341 80807 95991 54056 58267 51963 61739 70653 54930 68825 71395 Per capita Total sewage.964 6.899 11.641 9.917 9.310 5.874 7.409 8.138 120 136 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 179 141 120 6.832 9.471 3.154 6.105 5.940 10.749 7.697 11.476 9.No. City 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 Petlad Borsad Khambhat Deesa Anklesvar Palitana Mahuva Dohad Chandkheda Una Mangrol Keshod Unjha Kadi Visnagar Mahesana Bilimora Vijalpor Sidhpur Upleta Dhoraji Gondal Modasa Himatnagar Bardoli Wadhwan Dhrangadhra Dabhoi Valsad Vapi Haryana 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 Ambala Cantt.236 7.634 7.937 6.478 9.050 4.068 .709 4.590 6.464 6. l/d * MLD 120 6.709 4.151 6.S.647 4.437 3.469 6.657 6.519 6.232 8.704 8.679 8.878 6. S.372 4.527 5.164 6.068 7.823 7.761 4.853 6.722 5.153 5.840 8. City 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 Jharia Jorapokhar Bhuli Giridih Ramgarh Cantonment Saunda Jhumri Tilaiya Daltonganj Chaibasa Bagbera Sahibganj Karnataka Ilkal Jamkhandi Rabkavi Banhatti Bagalkot Yelahanka Pattanagere Channapatna Rama-nagaram Dod Ballapur Nipani Gokak Basavakalyan Chamrajnagar Shahabad Yadgir Haveri Ranibennur Chik Ballapur Chintamani Koppal Gangawati Sindhnur Sagar Sira Tiptur Dandeli Sirsi Karwar Kerala Kayamkulam Thrippunithura Kalamassery Edathala Kannur Taliparamba Population 81979 85218 89584 98569 73455 85037 69444 71307 63615 67100 80129 51956 57887 70242 91596 93263 95769 63561 79365 71509 58061 67166 58742 60810 50587 58802 55900 89594 54938 65456 56145 93249 61292 50115 50056 53043 53287 58711 62960 65299 59881 63176 67137 63795 67441 Per capita Total sewage.199 7.765 5.716 4.002 5.402 8.603 8.705 4.968 5.964 8.460 6.542 92 92 92 98 92 105 92 92 92 92 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 94 112 94 112 133 133 133 133 133 133 7. l/d * MLD 92 7.278 8.314 5. Treated sewage disposal ** sewage.884 5.767 9.519 7.975 7.255 8.970 Kali River (Karnataka) .522 5.755 5.173 7.441 6.986 5.929 8.610 8.485 8.422 5.No.242 9.685 7.560 5.458 6.292 6.052 8.711 4. 135 7.139 133 133 133 133 133 133 133 133 133 133 133 133 133 133 133 133 133 72 72 72 72 72 72 72 72 72 72 72 72 162 72 72 140 77 93 72 72 72 72 72 127 73 73 73 73 73 123 13.010 13.380 4.898 3.133 11.490 10. Treated sewage disposal ** sewage.459 .752 7.080 4.404 5.218 7.166 7.911 8.900 5.443 6.606 3.937 4.962 4.735 10. l/d * MLD 133 9.787 4.658 3.997 6.073 7.978 4.596 8. Jabalpur Cantt.523 5.153 4.779 11. City 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 Payyannur Thalassery Kasaragod Kanhangad Changanassery Kottayam Cheruvannur Beypore Quilandy Vadakara Tirur Malappuram Manjeri Ponnani Thiruvalla Nedumangad Neyyattinkara Kunnamkulam Madhya Pradesh Balaghat Betul Sarni Chhatarpur Datia Pithampur Dhar Ashok Nagar Dabra Harda Itarsi Hoshangabad Mhow Cantt.618 7.861 5.558 7.165 5. Jaora Bina Etawa Sehore Seoni Shahdol Shajapur Sheopur Tikamgarh Basoda Khargone Maharashtra Kopargaon Sangamner Shrirampur Akot Anjangaon Bhandara Population 68711 99386 52683 65499 51960 60725 57111 66883 68970 75740 53650 58490 83704 87356 56828 56138 69435 51585 75061 83287 95015 99519 82742 68051 75472 57682 56665 61712 93783 97357 85023 66482 63736 51189 90930 89799 78583 50086 55026 68572 62358 86443 59996 61958 81270 80796 51163 85034 Per capita Total sewage.434 4.466 9.841 7.774 4.S.711 6.933 5.076 7.235 6.895 9.351 5.No.002 8.173 10.589 7.007 8.957 4. 589 5.695 5.No.627 6.827 4.748 4.885 3.157 6.134 4.062 5.978 5.334 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 120 73 73 73 73 73 88 112 112 90 90 90 90 90 90 90 90 90 6. City 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 Ambejogai Parli Shegaon Malkapur Buldana Khamgaon Bhadravati Ballarpur Shirpur-Warwade Basmath Hingoli Chopda Chalisgaon Amalner Udgir Kamptee Nandurbar Deolali Manmad Osmanabad Baramati Lonavala Kirkee Pune Khopoli N.847 7.540 8.473 4.854 4.592 5.650 6.740 4. Treated sewage disposal ** sewage.801 6.316 5.668 5.148 6.138 6.443 6.Raigarh) Ratnagiri Uran Islampur Phaltan Pandharpur Palghar Badlapur Hinganghat Karanja Washim Pusad Meghalaya Tura Nagaland Kohima Orissa Balangir Bargarh Bhadrak Dhenkanal Paradip Jharsuguda Brajarajnagar Bhawanipatna Kendujhar Population 69277 88510 52418 61015 62979 88670 56679 89995 61688 57360 69552 60865 91094 91456 91908 84340 94365 50617 72412 80612 51342 55650 76608 80191 58657 81886 70335 58330 50798 91381 52699 97917 92325 60158 62863 67152 58391 78584 85203 63651 92397 57651 73633 75570 76941 60745 51832 Per capita Total sewage.709 6.392 4.925 5.Mumbai (Panvel.189 6.503 4.286 5.597 6.708 10.889 3.187 5.467 4.570 4.S.454 4.282 5.077 4.729 8.258 3. l/d * MLD 77 5.966 3.665 Ib River Ib River Panchganga Patalganga River .801 7.909 6.676 6.461 3. 312 8.808 14.337 3.118 9.065 3.331 6.114 14. Fazilka Fiozpur Gurdaspur Jagraon Mansa Malout Muktsar Nabha Rajpura Sunam Sangrur Barnala Rajasthan Banswara Baran Balotra Barmer Bundi Nimbahera Chittaurgarh Ratangarh Sardarshahar Sujangarh Churu Dausa Bari Dhaulpur Suratgarh Chomu Jaisalmer Nawalgarh Karauli Hindaun Kuchaman City Ladnu Population 52586 54550 58647 76560 94947 57732 74333 55587 71986 80741 50788 55416 57418 67424 95451 67455 60106 72608 70958 83099 61953 82551 51024 78717 96397 85638 78372 61724 83517 88312 53323 96028 63463 81378 83808 97627 61589 50475 92137 58076 50717 58286 56482 66179 84784 50566 57047 Per capita Total sewage. Treated sewage disposal ** sewage.111 7.074 6.654 11.S.293 12.891 10.890 13.196 8.733 90 90 90 142 90 112 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 66 68 66 75 70 66 67 66 66 66 78 66 66 74 66 66 66 66 66 66 66 66 4.728 4.318 10.833 3.325 8.347 3.016 10.278 6. l/d * MLD 90 4.383 7.847 3.264 6.No.460 5.798 12.615 4.613 10.910 5.371 5.182 3.765 Banas/ Berach River .644 12.329 4.818 3.596 3.531 7.368 5.338 10.482 5.618 8.189 5.434 4.465 9. City 280 281 282 283 284 285 286 287 288 289 290 291 292 293 294 295 296 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 313 314 315 316 317 318 319 320 321 322 323 324 325 326 Barbil Jatani Sunabeda Jeypur Baripada Rayagada Pondicherry * Karaikal Punjab Tarn Taran Faridkot Kot Kapura Sirhind -Fategarh Gobindgarh Firozpur Cantt.652 5.519 6. 848 5.764 3.476 3.861 3.803 2.517 3.619 2.674 6.031 2.646 2.654 4.359 2.S.609 3.583 5.388 5. Treated sewage disposal ** sewage.079 2.427 3.133 2.367 2.630 .705 2.504 2.727 2.591 2.270 4.179 2.497 66 66 66 66 66 44 44 44 44 44 112 56 56 44 54 44 44 60 44 44 54 44 52 44 44 44 58 44 44 44 44 44 44 58 44 44 77 55 44 44 50 44 44 44 49 44 44 112 5.698 3.905 4.379 3.310 2.480 2.434 6.918 3.829 3.195 3.559 3.885 10.302 2.No.379 2.071 2.710 4.257 2.679 3.636 3.880 2.650 3.102 3. City 327 328 329 330 331 332 333 334 335 336 337 338 339 340 341 342 343 344 345 346 347 348 349 350 351 352 353 354 355 356 357 358 359 360 361 362 363 364 365 366 367 368 369 370 371 372 373 374 375 Makrana Nagaur Rajsamand Sawai Madhopur GangapurCity Fatehpur Tamil Nadu Kuniyamuthur Udumalaipettai Mettupalayam Kurichi Pollachi Valparai Panruti Chidambaram Virudhachalam Dharmapuri Krishnagiri Hosur Palani Kasipalayam (E) Gobichet-tipalayam Dharapuram Veerappan-chatram Chengalpattu Avaniapuram Nagapattinam Namakkal Tiruchengode Paramakudi Ramanatha-puram Mettur Attur Karaikkudi Pattukkottai Coonoor Udhagaman-dalam Kambam Bodinayak-kanur TheniAllinagaram Madavaram Thiruvarur Mannargudi Sankarankoil Puliyankudi Tenkasi Kadayanallur Arani Kovilpatti Arcot Population 83289 88313 55671 97491 96794 78471 56901 58893 66313 76794 88293 94962 55400 58968 59300 64444 65024 84314 67175 52500 55150 65137 72607 62631 51587 92525 53040 80177 82239 61976 53790 58150 86422 65453 50079 93921 58713 73430 85424 76793 56280 61588 53613 60142 62828 75604 60888 87458 50267 Per capita Total sewage. l/d * MLD 66 5.334 4. 885 5.827 6.571 4.587 4.803 4.064 10.No.201 6.696 5.283 8. Treated sewage disposal ** sewage.931 6.112 9.516 6.858 5. l/d * MLD 44 2.592 4.976 6.310 6.175 3.909 9.721 Ganga/ Kali (E) Palar River Agra Contonment Board 56198 Tanda Auraiya Mubarakpur Baraut Balrampur Nawabganj Baheri Faridpur Sherkot Kiratpur Chandpur Nagina Najibabad Ujhani Sahaswan Jahangirabad Sikandrabad Khurja Mughalsarai Kasganj Shikohabad Dadri Pilkhuwa Muradnagar Behta Hajipur Ghazipur Rath Shahabad Jalaun Konch Mauranipur Hasanpur Chhibramau Kannauj Kanpur Gola Gokarannath Lucknow 83079 64598 51080 85822 72220 75087 58577 61026 52870 55310 68359 71310 79087 51044 58194 51369 69902 98403 88386 92485 88075 57457 67191 74080 94414 95243 55938 67661 50033 50731 50886 53340 50279 71530 94780 53832 59593 .370 6.208 5.867 9.212 3.005 7.099 5.408 9.447 15.870 4.249 8.S.218 3.168 5.455 5.021 4.395 7.675 44 112 44 44 44 44 44 44 44 44 96 96 96 123 96 97 96 96 96 96 96 96 96 96 96 96 96 96 96 180 100 96 96 96 96 96 112 96 96 96 96 96 96 96 96 96 96 96 3.495 4.076 5.623 5.711 9.846 7.667 5.450 7.239 7.984 4. City 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 Tirupathur Arakonam Vaniyambadi Gudiyatham Ambur Tindivanam Viluppuram Sivakasi Virudhunagar Srivilliputhur Aruppukkottai Uttar Pradesh Population 60803 77453 85459 91376 99855 67826 95439 72170 73003 73131 83999 Per capita Total sewage.199 3.394 2.562 6.121 4.900 5. 565 112 96 96 96 96 96 96 112 96 96 96 96 96 96 96 96 113 96 101 86 86 86 96 86 86 86 86 86 124 86 86 86 86 86 86 86 86 86 86 96 86 86 10.No.270 6.605 7.844 7.391 5.436 4.079 4.S. City 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 458 459 460 461 462 463 464 465 466 467 Mahoba Mainpuri Mawana Meerut Khatauli Kairana Shamli Bisalpur Bela Pratapgarh Gangoh Deoband Bhadohi Tilhar Laharpur Obra Renukoot Gangaghat Uttaranchal Roorkee Rudrapur Kashipur West Bengal Bishnupur Kalna Rampurhat Suri Bolpur Gangarampur Bally Arambag Alipurduar Koch Bihar Old Maldah Ghatal Jhargram Contai KharagpurRly. l/d * MLD 96 7.487 4.146 5.179 7.990 4. Treated sewage disposal ** sewage.330 6.028 6.968 8.046 5.944 5.322 5.538 Total 2822 *Figures in italics are based on average water supply of state.913 8.616 7.327 4.349 7. other on sewage generation factor ** Shaded river stretches are already identified as most polluted stretches .597 4.525 5.030 5.572 6.138 6.825 8.647 4.012 8.935 5.665 7.808 5.404 4.798 10.643 8.352 5.517 9.827 6.413 4. Settlement Kandi Dhulian Jangipur Phulia Ranaghat Chakdaha New Barrackpur Islampur Population 78806 89535 69199 93170 58497 73046 89861 60680 71835 53947 81706 74439 52909 50080 52398 53524 70817 97064 88720 92978 61943 52176 50609 61818 65659 53548 92906 56129 73047 76812 62944 51586 53158 77497 88339 50345 72906 74464 50254 68754 86965 83183 52766 Per capita Total sewage.154 4.282 9.627 5. 64 *ASP: Primary Sedimentation+Activated Sludge Process.68 6.00 3.39 0.20 0.00 3.47 1.00 2003 3.50 1.60 5. 2003 WSP River basin 1 Total 56. UASB: Upflow anaerobic sludge blanket reactor+Polishing pond.50 1.00 2003 WSP 4.00 2005 WSP 1.52 2005 2006 2005 WSP WSP WSP 2.Table 6 Sewage treatment plants in small towns having <50000 population S.45 1. WSP: Waste Stabilization Ponds.36 2004 2001 2001 WSP WSP WSP 1.75 2001 2001 KARNAL KARNAL 1.00 Year of Technology Sewage STP’s of STP* disposal comm.90 1.50 2007 1. TF: Primary Sedimentation+Trickling filter **Capacities shown in bold are for the planned/under construction STPs .94 2003 WSP 2. MLD MLD Andhra Pradesh Bhadrachalam Haryana 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 17 18 19 Chhchhrauli Gharaunda Gohana Indri Radaur Karnataka K R Nagar Nanjagud Sri Rangapatna Kerala Pamba Maharashtra Trimbakeshwar Madhya Pradesh Chapara Keolari Orissa Talcher Punjab Phillaur Sultanpur Lodhi Nangal Naya nangal Tamil Nadu Bhawani Uttaranchal Ranipur Uttarkashi …I …II Uttar Pradesh 20 21 Anupshaher Farrukhabad West Bengal 22 23 24 Murshidabad Jiaganj Ajimganj Diamond Harbour 1. Population Sewage Sewage Capacity City/Town and STP .44 1.96 2004 1988 FAB WSP 0.00 2001 2004 2004 2001 2001 WSP WSP WSP WSP WSP 4.56 2. 2001 factor n.62 2004 2003 1994 1994 WSP WSP ASP ASP 2.00 2004 2006 8.N.56 3. generation generatio of STP. Sludge scrapper of final clarifier is not functioning since January 2005.: 30 m dia each.15 7.ANNEXURE II DATA SHEETS OF PERFORMANCE EVALUATION STUDIES OF STPs Performance of STPs in Bihar 35 MLD STP at Beur.: 28 m x 15 m each 8 nos.2 hr HRT 43. The gas generated in sludge digestor is not utilized. and Colliform in MPN/100 mL): Sample point Raw sewage After primary clarifiers After final clarifier Standards for discharge streams Remarks: i) ii) iii) iv) v) vi) vii) pH 8. Patna (02. 3 m SWD 5 lines. Plant faces problem of power failures and there is no standby arrangement. 2.: each having 4 aerators of 12.: 7 m x 7 m dia each. 2. and Colliform in MPN/100 mL): Sample point Raw sewage After primary clarifiers After Final clarifiers Standards for discharge streams pH 7.05) Design capacity of STP: 35 ML/d.12 m SWD 2 nos.5 m /m /d SOR.3 m SWD 5400 m 2 HRT/SOR/Loading 3 2 43.: each having 3 aerators of 25 HP 32 m dia.03.03. 1.33 hr HRT 21.5 HP 3 nos.2 m /m /d SOR. One aeration tank and one final clarifiers are proposed in GAP 45 MLD STP at Saidpur. 2.1x10 6 AmmN PO4-P in .49 5.6x10 1.4 m SWD 4 lines.72 hr HRT Can handle about 405 m sludge per day with a 8 day filling/ drying/ emptying cycle 3 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 28 m and 24 m dia. 1. Average flow reaching STP: 22-25 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers Aeration tank Final clarifier Sludge digestor Sludge drying beds Number/Size 3nos.1x10 8x10 5 Total Coliform 7 5x10 1.45 7. 2.: 32 m x 8 m each 3 2 HRT/SOR/Loading 32.5-9 BOD 52 20 18 30 COD 120 72 72 250 TSS 116 60 66 100 TDS 798 468 432 2100 Fecal Colliform 7 1.5-9 BOD 90 40 12 30 COD 264 144 40 250 TSS 96 68 76 100 TDS 674 544 456 2100 Fecal Colliform 7 1.4x10 5x10 5 Total Coliform 8 1.65 7.3 m /m /d SOR.7x10 6 AmmN PO4-P in Plant was receiving very low strength sewage and most of the treatment was achieved in primary stage itself.: 26 m dia and 11 m dia 8 nos. Average flow reaching STP: 18-20 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers Aeration tank Final clarifier Sludge digestor Sludge drying beds Number/Size 2nos.94 hr HRT 3 3 2 Can handle about 405 m sludge per day with a 8 day filling/ drying/ emptying cycle Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.91 5.18 8.6 m SWD 4 nos. Patna (02. Plant faces problem of shortage of funds for operation and maintetance. 2. 3.05) Design capacity of STP: 45 ML/d.8 m /m /d SOR.: 21 m dia each. One more final clarifier is required as SOR is high for the present final clarifier. 68 8.04 8. The gas generated in sludge digestor is not utilized.5 MG/d each Secondary clarifier 2 nos. This condition may allow operation of few aerators instead of all just to fulfill the aeration and mixing requirements that will help reducing operation costs. 2.5 x 47.Remarks: i) ii) iii) iv) v) vi) Plant was receiving low strength sewage that is effectively treated in primary units before feeding to subsiquent activated sludge process.5 x 1.6 m each.: for 5. Chandigarh (17. Average flow reaching STP: 45 MG/d (30 MG/d is being treated) Unit sizes and loading on main treatment units at full load condition: 15 MGD stream (10 MGD: primary+secondary+tertiary and 5 MGD primary+secondary treatment) Treatment unit Number/Size Primary clarifiers 4nos.5 x 4. Sludge scrapper of final clarifier is not functioning since January 2005. Plant faces problem of power failures and there is no standby arrangement.: for 7. Patna (02.5-9 BOD 65 23 20 30 COD 188 100 80 250 TSS 112 74 90 100 TDS 700 492 472 2100 Fecal Colliform 7 9x10 5x10 5 Total Coliform 8 2. 5.: for 7.5 MGD each Secondary clarifier 2 nos.5 MG/d each Tertiary clarifier One: for 10 MGD only Sludge digestor ? Sludge drying beds ? Other 15 MGD stream (secondary treatment) Treatment unit Number/Size Aeration tank 2 nos. One more final clarifier is required.5 m HRT/SOR/Loading 3.5 and 2.05. One lagoon was not functioning due to repairing of aeration system.52 hour HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.05) Design capacity of STP: 25 ML/d. and Colliform in MPN/100 mL): . The activated sludge process recieves very low organic loading owing to low inlet BOD (40 mg/L) and low flow (50% of design flow).32 5.5 MGD each Sludge digestor ? Sludge drying beds ? HRT/SOR/Loading HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 200.05) Design capacity of STP: 30 MG/d (136. and 5 nos. Plant faces problem of power failures and there is no standby arrangement. aerators of 10 HP capacity each 165 x 48.: for 7. Accumulation of sludge is less but desludgng may be needed once in few years. and Colliform in MPN/100 mL): Sample point Raw sewage After Aerated lagoon After Fish pond Standards for discharge streams Remarks: i) ii) iii) iv) pH 7.38 ML/d).03. Average flow reaching STP: 17 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Aeratied lagoon Fish pond Number/Size 2 nos.5 d HRT 11.: for 7.4x10 9x10 5 AmmN PO4-P in Plant was receiving very low strength sewage. One aeration tank and one final clarifiers are proposed in GAP 25 MLD STP at Pahari. Performance of STPs in Chandigarh 30 MGD STP at Mohali (Diggiyan).5 MG/d each Aeration tank 2 nos. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Colliform 8 3x10 Total Coliform 8 5x10 AmmN PO4-P 6. 10 MGD tertiary treated sewage conforming to the standards for on land discharge is utilized for gardening. ii) Treated effluent is utilised for irrigation.2 8. The two streams of secondary treated sewage of 5 MGD and 15 MGD are not conforming to the discharge standards individiully. Overall housekeaping at the STP was not satisfactory. Secondary treatment (ASP) unit of first stream providing 68% individual eficiency in terms of BOD reduction is not performing at the expected efficiency for a conventional ASP Secondary treatment (ASP) unit of second stream providing 81% individual efficiency in terms of BOD reduction is also not performing at the required efficiency for discharge of sewage in streams.5 7. .0 7.7 15 25 42. Average flow reaching STP: ? ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen and Grit chamber Aeration tank Final clarifier Sludge drying beds Number/Size One each One: having 6 aerators of 20 HP each One 8 nos.2 iv) v) vi) Primary clarifiers of the first stream are not performing at optimum efficiency both in terms of percentage TSS removal (only 62%) and TSS in effluent (117 mg/L).clarifiers(15MGD) After tert. These streams are combined and further mixed with 15 MGD untreated sewage and the total 35 MGD combined sewage is discharged into a drain.3 2.First 15 MGD stream Sample point Raw sewage After primary clarifiers After sec.8 BOD 227 122 39 18 COD 548 281 92 46 TSS 311 117 49 35 TDS Fecal Colliform 8 5x10 Total Coliform 8 9x10 AmmN PO4-P 50.5 pH 7.2 pH 7.1 BOD 227 43 COD 548 134 TSS 311 67 TDS Fecal Colliform 8 5x10 Total Coliform 8 9x10 AmmN PO4-P 50.25 MG/d (5.05) Design capacity of STP: 1. iii) Overall performance of the plant is good.62 ML/d).5-9 18 30 46 250 35 100 2100 2.5 4.5 6. 1.5-9 30 250 100 2100 streams Standards for discharge on land Remarks: i) Plant mostly serves urban villages and mixing of organic load of animal dung is expected.05.8 5x10 1.25 MGD STP at Raipur Khurd.1 BOD 112 COD 246 TSS 251 TDS Fecal Colliform 7 2. as indicated by absence of primary treatment unit. HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.8 5.0 7.1x10 Standards for discharge in 5.1 236 781 689 Aeration tank 5859 5 6 After Final clarifiers 7.9 Raw sewage 7.0 8.5x10 Total Coliform 7 5x10 AmmN PO4-P 8.7 29. Chandigarh (17. If it is an extended aeration type ASP. then the observed efficiency is also less than expected from such systems.clarifiers(10MGD) Second 15 MGD stream Sample point Raw sewage After secondary clarifiers Mixed streams Sample point Discharged into drain 5 MGD primary + secondary treated +15 MGD secondary treated +15 MGD untreated Utilized for gardening Tertiary treated 10 MGD Standards for discharge in streams Standards for discharge on land Remarks: i) ii) iii) pH 7.0 7. Bhilai (Decmber 2002) Design capacity of STP: 14 ML/d. Bhilai (Decmber 2002) Design capacity of STP: 46 ML/d. pH 7. COD and TSS. Plant is able to achieve prescribed norms in terms of BOD. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Oxidation pond Number/Size One HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5) is very high indicating possible mixing of industrial effluents.1 5.5-9 BOD 66 27 30 COD 672 230 250 TSS 180 154 100 TDS Fecal Colliform Total Coliform 210 2100 AmmN PO4-P discharge in 14 MLD STP at Risali.8 8.6 8. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) pH 7.Performance of STPs in Chhattisgarh 46 MLD STP at Kutelbhata village.5-9 BOD 21 14 30 COD 173 49 250 TSS 110 70 100 TDS Fecal Colliform Total Coliform 105 2100 AmmN PO4-P . Bhilai (Decmber 2002) Design capacity of STP: 14 ML/d.5-9 BOD 75 22 30 COD 634 211 250 TSS 190 64 100 TDS Fecal Colliform 32 2100 Total Coliform 120 AmmN PO4-P discharge in Plant was receiving low BOD sewage but COD/BOD ratio (8. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge in streams pH 7. Plant is able to achieve prescribed norms in terms of BOD. 9 MLD STP at Bhillai House. COD and TSS.4 7.2) is very high indicating possible mixing of industrial effluents.8 5. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) Plant was receiving low BOD sewage but COD/BOD ratio (10. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Oxidation pond Number/Size One HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Oxidation pond Number/Size One HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.4 5. 0 x10 6 2.AER.17 x10 8 5 --do-- 2004 Sep 10 11 Influent Effluent Influent Effluent 1 x10 7 2.07 7 --do-- 2004 Sep 181.9 x10 7 5 8 8.1 x10 7 6 3.78 x10 --do-- 2004 Sep 13.0 x10 8 7 CORO.1 x10 5.0 x10 6 4.2 x10 2.84 136.27 4. COD and TSS. results of two rounds of performance evaluation of STPs of Delhi are presented below: S.7 x10 7 6 9 2 DELHI GATE-2.08 x10 4.0 x10 5 8.AER. Flow Sample BOD COD TSS Fecal Coliform 1. No 1 STP DR.63 5.0 x10 8 7.5 x10 2.79 3 --do-- 2004 Sep 27.2 HR-BIO Filter-DEG 2003 NovDec 10 10 --do-- 2004 Sep 10 10.55 Influent Effluent 48 15 172 48 342 93 4.36 1.273 Influent Effluent Influent Effluent 4.0 x10 7 2.0 x10 6 1.08 x10 4.8 x10 7. 2003 NovDec 22.95 --do-- 2004 Sep 22.9 x10 4.1 x10 7 3.9 x10 9 9 3 RITHALANEW-40 HR-BIO Filter-DEG 2003 NovDec 181.9 x10 4.4 x10 6.38 Influent Effluent Influent Effluent 7.0 x10 3.9 x10 1. PILLAR(1)10 TRICKLING F.9 x10 8 5 9 4 MEHRAULI -5 ASPEXT.0 x10 7 2.2 Technology HR-BIO Filter-DEG Date of study 2003 NovDec Cap.0 x10 5 8.1 x10 7 8 8.02x10 8 4 Total Coliform 1. Plant is able to achieve prescribed norms in terms of BOD.9 x10 7 5 8 5 VASANT KUNJ(2)-3 ASPEXT.4 x10 8 10 10 Influent Effluent 236 16 573 31 147 20 209 46 205 55 97 33 126 7 179 6 306 20 299 11 106 4 110 17 585 46 662 29 605 62 394 120 399 151 405 137 326 35 338 46 565 80 484 58 272 26 224 51 370 36 662 29 263 26 176 25 330 47 177 39 251 12 169 18 479 49 321 13 412 11 172 50 2.46 0 Influent Effluent 7 7 8 CORO.46 0 Influent Effluent --do-- 2004 Sep 45.33 x10 2.01 x10 1.0 x10 5 5 . PILLAR(2)20 ASP 2003 NovDec 90.046 Influent Effluent Influent Effluent 5.9 x10 8 6 8 2.73 2.0 x10 7 4 8 6 TIMARPUR -6 OXIDATIO N P.91 Influent Effluent Influent Effluent 8. Performance of STPs in Delhi An specific publication on STPs of Delhi has been brought out by Central Pollution Control Board.6 x10 1. 2003 NovDec 45.9 x10 1.27 9.73 4.092 Influent Effluent 1.0 x10 8 3.Remarks: iii) iv) Plant was receiving very low BOD sewage but COD/BOD ratio (8. 2003 NovDec 13.0 x10 7.63 4.4 x10 2.SEN NH-2.3 x10 2.6 x10 9.84 185.92 56.0 x10 8 4 8 1. 2003 NovDec 27.1 x10 7.0 x10 1.9 x10 1.5) is very high indicating possible mixing of industrial effluents.0 x10 7 3.0 x10 7 1. However.1 x10 2. 46 42.0 x10 7 5 5 --do-- 2004 Sep 45.46 34.1 x10 8 4.2 x10 8 7 8 7.0 x10 4.0 x10 8 10 GHITORNI5 ASP 2003 NovDec 22.2 x10 1. PILLAR(3)10 ASP 2003 NovDec 45.46 40.84 183.2 x10 6 5 8 8.1 x10 5.1 x10 7 3.0 x10 6 2.35 x10 7.0 x10 6 3.09 x10 3.507 Influent Effluent Influent Effluent 3.0 x10 4.0 x10 5 7.73 0 Influent Effluent Influent Effluent 11 KESHOPU R (1) -12 ASP 2003 NovDec 54.1 x10 5.92 90.3 x10 9.0 x10 7 1.7 x10 2.0 x10 7 1.1 x10 1.S.39 x10 --do-- 2004 Sep 45.0 x10 4.55 1.55 0 --do-- 2004 Sep 54.2 x10 7 8 17 NAJAFGAR H-5 ASP 2003 NovDec 22.4 x10 8 7 8 14 KONDLI (1)-10 ASP 2003 NovDec 45.1 x10 4.65 57.4 x10 9.84 Influent Effluent 112 18 140 19 317 61 273 44 179 35 156 18 3.0 x10 6 1.46 52.7 x10 6 6 9 CORO.0 x10 6 7.96 --do-- 2004 Sep 113.7 x10 2.8 x10 1.0 x10 6 5.3 x10 6.9 x10 2.8 x10 8 6 8 4.46 28.324 Influent Effluent Influent Effluent 3.2 x10 1.0 x10 7 2.73 0 --do-- 2004 Sep 22.3 x10 8 7 6 1.84 106.0 x10 3.0 x10 5 3.55 0 Influent Effluent Influent Effluent 282 45 246 94 282 10 257 20 241 27 155 28 261 34 192 5 237 14 192 18 54 1 560 149 386 191 560 55 397 61 507 140 252 123 588 50 420 48 615 50 420 129 205 38 404 78 248 87 404 21 269 23 363 68 212 55 604 45 212 11 519 16 212 68 165 29 1.92 Influent Effluent Influent Effluent 8 13 KESHOPU R (3)-40 ASP 2003 NovDec 181.0 x10 8 12 KESHOPU R (2)-20 ASP 2003 NovDec 90.46 56.3 x10 3.3 x10 1.959 Influent Effluent Influent Effluent 2.1 4.5 x10 8 6 8 15 KONDLI(2)25 ASP 2003 NovDec 113.7 x10 8 6 8 16 KONDLI(3)10 ASP 2003 NovDec 45.35 x10 5.46 1.15 x10 --do-- 2004 Sep 181. Flow Sample BOD COD TSS Fecal Coliform 8 Total Coliform 8 2004 Sep 90.1 x10 8 7 6 --do-- 2004 Sep 90.73 2.0 x10 8 4. No STP CORO.65 83.7 x10 1.46 Influent Effluent 148 21 278 57 205 17 3.648 Influent Effluent Influent Effluent 3.0 x10 5.92 95.4 x10 8 5 8 8.27 5 . PILLAR(2)20 Technology Date of study Cap.21 Influent Effluent Influent Effluent 4.92 43.36 --do-- 2004 Sep 45. 97 x10 4.1 x10 8 8 5.3 x10 7 5 8 6.28 x10 8 6 5 --do-- 2004 Sep 168.74 4 Influent Effluent 8 7 9 7 23 OKHLA(4)37 ASP 2003 NovDec 168.0 x10 5 8.1 x10 8 1.2 x10 8 8 1.1 x10 8 9 24 OKHLA(5)45 ASP 2003 NovDec 204.5 x10 8.0 x10 7 4 6.0 x10 7.1 x10 6 8.0 x10 6 1.38 136.7 x10 5.0 x10 6 3.1 x10 6 3.04 x10 1.9 x10 7.0 x10 8 1.02 6 Influent Effluent 8 9 25 PAPANKAL AN-20 ASP 2003 NovDec 90.28 .9 x10 8 8 20 OKHLA(1)12 ASP 2003 NovDec 54.57 190.73 40.84 46.319 Influent Effluent Influent Effluent 4.0 x10 4.46 2.93 Influent Effluent Influent Effluent 8.2 x10 1.97 x10 1.2 x10 4.46 7.2 x10 8 4 5 --do-- 2004 Sep 90.2 x10 1.55 39.1 x10 6 5.73 67.0 x10 2.0 x10 5.5 Influent Effluent 7 3 7 5 --do-- 2004 Sep 45.461 Influent Effluent Influent 3.38 122.0 x10 3.0 x10 2.0 x10 2.0 x10 2.91 --do-- 2004 Sep 72.11 x10 7.735 Influent Effluent Influent Effluent 8.0 x10 6.1 x10 5.S.2 150.1 x10 7 5 --do-- 2004 Sep 181.55 52.09 85 --do-- 2004 Sep 54.7 x10 2.98 7 8 --do-- 2004 Sep 136.0 x10 1.84 5 6 --do-- 2004 Sep 204.59 Influent Effluent 8 6 8 6 19 NARELA10 ASP 2003 NovDec 45.7 x10 1.0 x10 1.1 x10 8 9 22 OKHLA(3)30 ASP 2003 NovDec 136.2 x10 1.3 x10 1.0 x10 5 3. Flow Sample BOD COD TSS Fecal Coliform Total Coliform 22.9 x10 7 5 9 21 OKHLA(2)16 ASP 2003 NovDec 72.0 x10 1.0 x10 2.73 Influent Effluent 1. No STP NAJAFGAR H-5 Technology Date of study 2004 Sep Cap.73 Influent Effluent 18 NILOTHI-40 ASP 2003 NovDec 181.1 x10 1.07 x10 2.3 x10 7 5 8 1.2 159.0 x10 6 3.5 x10 2.84 21.282 Influent Effluent Influent Effluent 8.57 181.0 x10 6 2.08 x10 9 8 26 RITHALAOLD-40 ASP 2003 NovDec 181.0 x10 8 8 1.0 x10 6 1.84 15 Influent Effluent 90 4 74 3 100 8 151 34 204 10 206 4 207 48 206 18 222 45 206 48 249 12 206 20 249 19 206 8 103 10 326 16 205 328 26 190 41 447 72 331 104 517 54 411 33 486 108 411 60 551 153 411 138 515 62 411 48 515 51 411 42 275 46 602 41 399 432 21 110 5 15 426 38 122 29 498 21 364 3 291 83 364 32 647 76 364 33 480 32 364 24 480 27 364 6 142 39 642 24 330 5.03 x10 7.11 Influent Effluent 1.1 x10 9.92 45.1 x10 1.92 37.0 x10 8.31 x10 1.0 x10 1.11 x10 6. 5 x10 8 Standards for discharge in streams Sttandards for discharge in streams (Delhi) Performance of STPs in Gujrat 106 MLD STP at Pirana.7 x10 5.2 x10 7 8 7.9 x10 9 7 --do-- 2004 Sep 45.2 x10 7 8 30 VASANT KUNJ(1)2.5 x10 9 8 29 YAMUNAVI HAR (2)-10 ASP 2003 NovDec 45.6 x10 8.46 14.0 x10 7 3.0 x10 6 1.0 x10 9.5-8.5 6.19 0 Influent Effluent --do-- 2004 Sep 68.0 x10 7 4.6 x10 7.274 Influent Effluent 3.5 5.21 x10 1.1 x10 8 7. Flow Sample Effluent BOD 14 110 17 COD 54 374 64 TSS 75 148 18 Fecal Coliform 6 4.7 x10 3 4 --do-- 2004 Sep 10 7.0 x10 1.77 6 --do-- 2004 Sep 45.0 x10 7.0 x10 6 7. Ahmedabadt (xxx) Design capacity of STP: 106 ML/d.6x10 6 >1.S.461 Influent Effluent 27 ROHINI-15 ASP 2003 NovDec 68.19 0 Influent Effluent Influent Effluent 174 17 195 5 199 20 185 11 505 84 513 59 538 44 373 59 391 44 245 27 405 39 140 15 4.2 x10 1.1 7.0 x10 9 5 RITHALAOLD-40 2004 Sep 181. No STP Technology Date of study Cap.092 Influent Effluent 1.5-9 BOD 210 21 30 30 COD 506 118 100 250 TSS 182 15 30 100 TDS 847 860 Fecal Colliform >1600 >1600 Total Coliform 6 >1.6 x10 8 6 28 YAMUNAVI HAR (1)-10 ASP 2003 NovDec 45.46 7.1 x10 4. Average flow reaching STP: 100% of design capacity Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens+Deteriters UASB reactors Facultative lagoons Sludge drying beds Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.6x10 AmmN 22 34 50 PO4-P 2100 .0 x10 3.728 Influent Effluent Influent Effluent 1.84 45.46 9.0 x10 8 8 Total Coliform 7 3. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams pH 7.1 x10 1.2 x10 8 6 8 3.0 x10 5.27 1.46 27.57 x10 8.0 x10 6 9.0 x10 6 3.2 ASP 2003 NovDec 10 3.18 Influent Effluent 323 7 464 4 30 20 460 43 665 37 250 379 23 359 14 100 30 4. This gas is used for electricity generation in dual fuel engines. BOD exceeds even the general standards prescribed under the Environmental Protection Rules.4 6.Remarks: i) ii) iii) iv) Plant generates 17000 Kg/d sludge.5 5. 126 MLD STP at Vasna.5-9 BOD 155 49 30 30 COD 753 149 100 250 TSS 218 38 30 100 TDS 1542 1137 Fecal Colliform 4 5x10 4 5x10 Total Coliform 6 3x10 6 3x10 AmmN 24 23 50 PO4-P 2100 Plant generates 25000 Kg/d sludge.5 6.5-8. 3 UASB unit of the plant generates about 2200 m /d biogas. 3 UASB unit of the plant generates about 2000-4000 m /d biogas. This gas is used for electricity generation in dual fuel engines.5-8. Ahmedabad (xxx) Design capacity of STP: 126 ML/d. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams pH 7.1 7. Biological sludge is sold to farmers and is used as manure.3 7.5 ML/d.2005) Design capacity of STP: 44. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams Remarks: i) ii) iii) iv) pH 7. Efffluent COD (118 mg/L) is higher than the limit (100 mg/L) prescribed by Gujrat Pollution Control Board. 44.02.5 MLD STP at Rajkot (03. Individual performance of UASB unit and the tertiary sedimentation cannot be commented upon as sample has not been collected at intermediate point. COD and SS exceed the limits prescribed by Gujrat Pollution Control Board. Efffluent BOD.5-9 BOD 200 53 30 30 COD 703 197 100 250 TSS 355 111 30 100 TDS 913 946 Fecal Colliform Total Coliform AmmN 34 45 50 PO4-P 2100 . Other parameters are within the prescribed limits.5 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens+Deteriters Facultative lagoons Aeration tank Final clarifier Sludge drying beds Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Individual performance of UASB unit and facultative ponds cannot be commented upon as sample has not been collected at intermediate point. Average flow reaching STP: 100% of design capacity Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens+Deteriters UASB reactors Pre-aerator/De-gasifier Flash mixer Clariflocculator Sludge drying beds Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5 5. Average flow reaching STP: 44. Biological sludge is sold to farmers and is used as manure. COD and TSS exceed the limits prescribed by Gujrat Pollution Control Board.0 30 37 6 >1. 52 MLD STP at Tarsali. COD and TSS are well within the limits of 20.6x10 >1. 86 MLD STP at Atladara. BOD and TSS exceed even the general standards prescribed under the Environmental Protection Rules. respectively.6x10 Standards for discharge 6.6x10 4 >1. High TSS in final clarifier indicates that it is not operating well.6x10 AmmN PO4-P 50 . This gas is used for electricity generation.6x10 4 4 Final outlet 8. Individual performance of Facultative lagoon and ASP unit cannot be commented upon as sample has not been collected at intermediate point.2 15.6 30 30 COD 569 90 100 250 TSS 110 13 30 100 2100 TDS Fecal Colliform 4 >1.5-9 30 250 100 2100 streams Remarks: i) ii) iii) Efffluent BOD. Vadodara (xxx) Design capacity of STP: 52 ML/d.33 7. 3 Sludge digestor unit of the plant generates about 1200 m /d biogas. Average flow reaching STP: 43 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Grit chamber UASB reactors Aeration tank Final clarifier Sludge thickener Sludge digestor Sludge drying beds HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.6x10 4 >1.5-8.5-9 BOD 88.Remarks: i) ii) iii) Efffluent BOD.5 30 100 30 50 prescribed by GPCB Standards for discharge in 5.6x10 >1. 100 and 30 mg/L. as sample has not been collected at intermediate point. A well performing ASP clarifier is expected to provide TSS< 50 mg/L in effluent. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams pH 7.6x10 Total Coliform 4 >1. Vadodara. Gujrat (xxx) Design capacity of STP: 86 ML/d.5-8. Individual performance of UASB unit and the tertiary sedimentation cannot be commented upon. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 4 4 Raw sewage 7.5 5. prescribed by Gujrat Pollution Control Board.78 6.45 125 647 66 >1. Average flow reaching STP: 18 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit chamber Primary clarifier Aeration tank Final clarifier Sludge thickener Sludge digestor Sludge drying beds Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Gas generated in sludge digester is not utilized for lack of any arrangement.5 ML/d. Surat (xxx) Design capacity of STP: 82.91 7.5 MLD STP at Anjana. COD and TSS are well within the limits of 30.56 6. Individual performance of Primary clarifier and ASP unit cannot be commented upon. 3 UASB unit of the plant generates about 6000 m /d biogas.6x10 >1.5-8.6 30 30 COD 748 106 100 250 TSS 138 12 30 100 2100 TDS Fecal Colliform 4 >1. Gas generated in sludge digester is not utilized for lack of any arrangement.6x10 AmmN PO4-P 50 . 82.6x10 >1.6x10 4 4 Final outlet 7. Vadodara (xxx) Design capacity of STP: 66 ML/d. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 4 4 Raw sewage 7.6x10 Standards for discharge 6. prescribed by Gujrat Pollution Control Board.6x10 4 >1.5 30 100 30 50 prescribed by GPCB Standards for discharge in 5.6x10 4 >1. prescribed by Gujrat Pollution Control Board. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams pH 6. 66 MLD STP at Gajarwadi. as sample has not been collected at intermediate point.7 19.5-8.Remarks: i) ii) iii) iv) Efffluent BOD. Individual performance of Primary clarifier and ASP unit cannot be commented upon. COD and TSS are well within the limits of 30. 100 and 30 mg/L. This gas is flarred. respectively. 100 and 30 mg/L. respectively. as sample has not been collected at intermediate point. 3 UASB unit of the plant generates about 1900 m /d biogas.05 162 634 81 >1. Average flow reaching STP: 42 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screens Grit chamber Primary clarifier Aeration tank Final clarifier Sludge thickener Sludge digestor Sludge drying beds HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.67 20 86 28 >1.5-9 BOD 93.5-9 30 250 100 2100 streams Remarks: i) ii) iii) iv) Efffluent BOD.6x10 Total Coliform 4 >1.5 5. This gas is flarred. Average flow reaching STP: 35-40 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screens Grit chamber Primary clarifier Aeration tank Final clarifier Sludge thickener Sludge digestor Sludge drying beds HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. 5-8.5 5.Remarks: i) Efffluent BOD and TSS are well within the limits of 30 mg/L prescribed by Gujrat Pollution Control Board. as sample has not been collected at intermediate point. Gas generated in sludge digester is not utilized for lack of any arrangement. Surat (xxx) Design capacity of STP: 120 ML/d.5-9 BOD 101 10. COD is slightly higher than the prescribed limit because of very high COD in influent.6x10 4 >1. Average flow reaching STP: 80-90 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chamber Primary clarifier Aeration tank Final clarifier Sludge thickener Sludge digestor Sludge drying beds Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. ii) iii) iv) v) 120 MLD STP at Bhatar. 3 UASB unit of the plant generates about 1500 m /d biogas. Individual performance of Primary clarifier and ASP unit cannot be commented upon. Influent COD/BOD ratio is very high (=8) indicating possible mixing of some industrial effluent that must be investigated and rectified.92 7. COD in influent. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams Remarks: i) ii) iii) iv) Efffluent BOD is within the limits of 30 mg/L but COD and TSS exceed the limits of 100 and 30 mg/L. Surat (xxx) Design capacity of STP: 100 ML/d.6x10 Total Coliform 4 >1.6x10 4 >1. Gas generated in sludge digester is not utilized for lack of any arrangement. as sample has not been collected at intermediate point. respectively. Individual performance of Primary clarifier and ASP unit cannot be commented upon.6x10 AmmN PO4-P 50 100 MLD STP at Singanapore. Average flow reaching STP: 50 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chamber Primary clarifier Aeration tank Final clarifier Chlorination Sludge thickener Sludge digestor Sludge drying beds Number/Size HRT/SOR/Loading . This gas is flarred. This gas is flarred.3 6. 3 UASB unit of the plant generates about 7000-8000 m /d biogas. However.4 30 30 COD 439 180 100 250 TSS 53 35 30 100 2100 TDS Fecal Colliform 4 >1. pH 6. prescribed by Gujrat Pollution Control Board. 5 5.7x10 5 AmmN PO4-P 1. TSS in UASB outlet is also high. 10 MLD STP at Yamunanagar/Jagadhari (March 05) Design capacity of STP: 10 ML/d. pH 7.1 5.7) indicating possible mixing of some industrial effluent that must be investigated and rectified. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen and Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2 nos.40 in Remark: UASB unit is functioning at suboptimal efficiency in terms of reduction in organic matter.27 1.5 m each 120 x 79 x 1. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen and Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 10 x 4 m 2 nos.38 6.6x10 4 >1.6x10 4 >1.5-8.1x10 2100 5 Total Coliform 6 3x10 1.: 16 m x 16 m each HRT/SOR/Loading 8 hr HRT 24 hr HRT 3 Can handle about 384 m sludge per day with a 8 day filling/ drying/ emptying cycle Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.6x10 Total Coliform 4 >1.: 14 m x 14 m each HRT/SOR/Loading 8 hr HRT 24 hr HRT 3 Can handle about 176 m sludge per day with a 8 day filling/ drying/ emptying cycle .6x10 AmmN PO4-P 50 Performance of STPs in Haryana 25 MLD STP at Yamunanagar/Jagadhari (March 05) Design capacity of STP: 25 ML/d. prescribed by Gujrat Pollution Control Board.17 7. Gas generated in sludge digester is not utilized for lack of any arrangement. 3 UASB unit of the plant generates about 1100-1200 m /d biogas.: 24 x 16 x 5.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.2 m 20 nos. This gas is flarred. and Colliform in MPN/100 mL): Sample point Raw sewage After UASB reactors After Polishing pond Standards for discharge streams pH 7. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for discharge prescribed by GPCB Standards for discharge in streams Remarks: i) ii) iii) iv) v) Efffluent BOD is within the prescribed limit but COD and TSS exceed the limits of 100 and 30 mg/L. Influent COD/BOD ratio is very high (=9.5 m each 323 x 63 x 1.: 40 x 24 x 5.1 7.55 2.3 7. respectively. as sample has not been collected at intermediate point.5-9 BOD 194 113 39 30 COD 501 499 131 250 TSS 492 128 51 100 TDS Fecal Colliform 6 2.5-9 BOD 62 29 30 30 COD 601 252 100 250 TSS 128 60 30 100 2100 TDS Fecal Colliform 4 >1.2 m 12 nos.3x10 1. Individual performance of Primary clarifier and ASP unit cannot be commented upon. 25 m 20 nos.36 in 2100 Remark: The overall performance of the plant is very good.7 28 165 53 5.: 18 m x 18 m each HRT/SOR/Loading 8 hr HRT 24 hr HRT 3 Can handle about 486 m sludge per day with a 8 day filling/ drying/ emptying cycle Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.78 Standards for discharge in 5.5-9 BOD 233 11 30 COD 715 61 250 TSS 549 17 100 TDS Fecal Colliform 6 8x10 5 8x10 Total Coliform 7 1.90 5 5 After Polishing pond 7.0 5.26 in UASB unit is functioning at suboptimal efficiency in terms of COD reduction.1 5.9 19 91 17 2x10 4x10 5.5 m each 241 x 135 x 1. Polishing pond is effecting about 50% reduction to its inlet BOD/COD 40 MLD STP at Karnal (March 05) Design capacity of STP: 40 ML/d.73 After Grit channel 7.0 7.4 133 483 261 8x10 1.1x10 AmmN PO4-P 7. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH 7. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 6 7 Raw sewage 7.04 After UASB reactors 7.: 48 x 33 x 4 m each 2 nos.3x10 6 1.25 m each 2 nos. . Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaeribic ponds Oxidation ponds-I stage Maturation ponds-II stage Number/Size 2 nos.19 6.25 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 165 x 102 x 1.57 5.: 32 x 24 x 5.3x10 5.: 165 x 102 x 1.5-9 30 250 100 2100 streams Remark: The overall performance of the plant is very good. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen and Grit channel UASB reactors Polishing pond Sludge drying beds 4 nos. and Colliform in MPN/100 mL): Sample point Raw sewage After UASB reactors After Polishing pond Standards for discharge streams Remarks: i) ii) pH 7.5 170 487 266 6.60 6. TSS in UASB outlet is also high. 8 MLD STP at Karnal (March 05) Design capacity of STP: 8 ML/d.2 7.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.7x10 8x10 5 AmmN PO4-P 3.5-9 BOD 168 71 36 30 COD 556 447 219 250 TSS 295 200 43 100 TDS Fecal Colliform 5 8x10 4x10 2100 5 Total Coliform 6 1.4 8. pH 6. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen and Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2 nos.7 6.: 15.5 BOD 955 955 365 30 COD 2187 2249 796 250 TSS 326 382 176 100 TDS Fecal Colliform 7 8x10 Total Coliform 8 2x10 AmmN PO4-P 8. Plant is not able to comply with the discharge standards due to above reasons.5 m 12 nos.4 m x 15.: 24 x 20 x 5 m each and 1no.45 2x10 2100 4x10 in UASB unit is functioning at suboptimal efficiency in terms of COD reduction. Plant is functioning at an overall BOD/COD removal efficiency of 60-65 %. TSS in Polishing pond outlet is very high. The overall performance of the plant is not satisfactory.9 x 116 x 1.6 7.: 32 x 24 x 5 m 241. and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactors After Polishing pond Standards for discharge streams Remarks: i) ii) iii) pH 7.: 24 x 18 x 5 m each 128 x 64 x 1.6 5. and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactors After Polishing pond Standards for discharge streams Remarks: i) ii) iii) Plant is receiving sewage of exceptionally high strength indicating mixing of industrial effluents in sewerage system. Polishing pond is also effecting only mariginal reduction in BOD.35 MLD STP at Panipat (March 05) Design capacity of STP: 35 ML/d.: 14 m x 14 m each HRT/SOR/Loading 8 hr HRT 24 hr HRT 3 Can handle about 176 m sludge per day with a 8 day filling/ drying/ emptying cycle Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 2100 .5 7.3x10 5 AmmN PO4-P 3. Outlet structure of Polishing pond may be checked.5 7.67 3.66 8.74 in 5.5 m 20 nos. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen and Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2 nos. 10 MLD STP at Panipat (March 05) Design capacity of STP: 10 ML/d.43 3.71 2.5-9 BOD 176 168 91 83 30 COD 441 418 332 254 250 TSS 218 157 53 17 100 TDS Fecal Colliform 6 8x10 5 Total Coliform 7 1.4 m each 8 hr HRT 24 hr HRT 3 Can handle about 356 m sludge per day with a 8 day filling/ drying/ emptying cycle HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Performance of STPs in Himachal Pradesh 1. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen and Grit channel UASB reactors Polishing pond Sludge drying beds 3 nos. Its reasons need to be investigated.4x10 3. However. it appears that tertiary sedimentation played a major role in achieving this efficiency.67 After UASB reactors 7.7 230 536 330 4x10 3x10 6.: each for 10 ML/d flow 220 x 110 x 1. Overall efficiency of the plant is very good.1 m SWD each 2 nos.8 904 1931 2253 1. 4 x 0.2 64 99 45 3x10 5x10 6.6 x 1.5 x 0.1 hr HRT 3 2 -1 F/M at 3200 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 16 m x 16 m each HRT/SOR/Loading 8 hr HRT 24 hr HRT 3 Can handle about 422 m sludge per day with a 8 day filling/ drying/ emptying cycle Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Low MLSS in aeration tank indicates that the biological treatment is not being utilized to its full capacity.75 x 1 m 7. and 0. Thus the plant can operate as conventional process and not as an extended process.22 m 22 nos. 2. respectively.? d SRT.68 hr HRT.7 m /m /d SOR. It is seen that even if the plant was operated at a MLSS level of 4000 mg/L (or 3200 mg/L MLVSS) it would run at an F/M ratio 0.1hr HRT 35 m /m /d SOR.85 m dia and 3 m SWD 0. Shimla (April 05) Design capacity of STP: 1.15 m SWD each 29.5 HP each 9.4 2 21 8 9x10 1.5-9 30 250 100 2100 streams Remarks: i) ii) iii) iv) UASB unit is functioning at suboptimal efficiency in terms of reduction in organic matter.57 Standards for discharge in 5. iii) iv) . and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 7 8 Raw sewage 7.5 m SWD with 3.7 m dia and 2.35 MLD STP at Snowdon.02 Standards for discharge in 5.85 5 5 After Polishing pond 8. 4.9 114 174 76 6.5 x 0. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 8 8 Raw sewage 6.2 m dia flocculation zone One: 90 litre wet cake holding capacity HRT/SOR/Loading 15.35 ML/d. 3.9 x 3 m with three aerators of 7.7 x 9.43 for the observed influent BOD.5-9 30 250 100 2100 streams Remarks: i) ii) Plant receives very high strength sewage.75 x 0. which is rather low All sludge beds were filled with sludge and there was no further space for sludge.5 Aeration tank 665 5 6 Final outlet of STPs 7. Plant is not able to comply with the discharge standards due to above reasons. Polishing pond is also effecting 44% and 43% reduction in BOD and COD. TSS in UASB outlet is also high.43 d mg/L MLVSS and observed BOD 3 2 17. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen Grit channel Extended Aeration tank Secondary clarifier Flash mixer Clariflocculator Filter press for Sludge 2 nos.7x10 9x10 14. Optimum use of biological unit will help reducing chemical costs in tertiary treatment.30 MLD STP at Sonipat (March 05) Design capacity of STP: 30 ML/d. 85 m dia and 3 m SWD each 2.? d SRT and 0.: 15.5-9 30 250 100 2100 streams Remarks: i) ii) iii) iv) Plant receives high strength sewage.. Shimla (April 05) Design capacity of STP: 0.55 x 3.5 m dia flocculation zone One: 120 litre wet cake holding capacity 20.2 x 2 m 17.5 hr HRT 3 2 -1 HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.2 hr HRT 19. 7.6 m each with six aerators of 15 HP each 2 nos.1 x 1.5 x 0. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen Grit channel Extended Aeration tank Secondary clarifier Flash mixer Clariflocculator Filter press for Sludge Number/Size 2 nos.9 hr HRT.5 x 0.5x10 2x10 5 AmmN PO4-P 21. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen Grit channel Extended Aeration tank Secondary clarifier Flash mixer Clariflocculator Filter press for Sludge 2 nos.1 x 12. MLSS in aeration tank appear low for an extended aeration process.75 x 0.7 15 in . 3.5 HP each 9. MLSS in aeration tank appear low for an extended aeration process. Use of Extended Aeration ASP to its fullest will help reducing chemical costs in tertiary treatment. pH 7.3 550 755 552 5x10 9x10 10 Aeration tank 2950 6 6 Final outlet of STPs 6.5-9 BOD 370 7 30 COD 1102 64 250 TSS 464 1942 29 100 TDS Fecal Colliform 7 2x10 2x10 2100 5 Total Coliform 7 3.5 x 0. Overall efficiency of the plant was very good.75 x 1 m 7.5 m SWD with 3.: 25.5 Standards for discharge in 5.1 m dia and 2. 13.7 m dia and 2. 3.93 ML/d.625 x 0.4 m SWD each 2 nos.93 MLD STP Summer Hill Shimla (April 05) Design capacity of STP: 3.9 x 3 m with three aerators of 7.5 m SWD each 3 nos.4 m SWD each 2 nos. and Colliform in MPN/100 mL): Sample point Raw sewage Aeration tank Final outlet of STPs Standards for discharge streams Remarks: i) ii) Overall efficiency of the plant is very good.0.6 24 95 62 1. A lttle high TSS value in tertiary sedimentation tank indicates that its performance can also be improved further.2 hr HRT 20 m /m /d SOR.85 m dia and 3 m SWD 0.4x10 1.13 d F/M at 3200 mg/L MLVSS and observed BOD 3 2 10 m /m /d SOR.15 m SWD each 29. ? d SRT and 0.3 7.4x10 16.7 x 0. 7.7 x 9.7 m /m /d SOR.1 5.2 m dia flocculation zone One: 90 litre wet cake holding capacity HRT/SOR/Loading 27. 3. Use of Extended Aeration ASP to its fullest will help reducing chemical costs in tertiary treatment. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 7 7 Raw sewage 7.9 x 0.76 MLD STP at Dhalli. 3. 3.5 m SWD with 6.8 hr HRT.76 ML/d.15 d mg/L MLVSS and observed BOD 3 2 10 m /m /d SOR.5 x 0. 4.5 x 0.7 hr HRT 3 2 -1 F/M at 3200 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. 55 m dia and 2.5-9 BOD 242 15 30 COD 630 45 250 TSS 454 4465 24 100 TDS Fecal Colliform 8 3x10 5x10 2100 5 Total Coliform 8 5x10 8x10 5 AmmN PO4-P 7 10. 3.16 d F/M at 3200 mg/L MLVSS and observed BOD 3 2 19.85 x 3.6 hr HRT 20 m /m /d SOR.8 ML/d.3 x 1. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen Grit channel Extended Aeration tank Number/Size 2 nos. pH 7. Use of Extended Aeration ASP to its fullest will help reducing chemical costs in tertiary treatment. 5 x 0.4 m SWD each 2 nos.8 MLD STP.25 x 2 m 18. pH 7. Shimla (April 05) Design capacity of STP: 4.8 m SWD each 2 nos.7x10 1.45 x 1.4 5.7 hr HRT. and Colliform in MPN/100 mL): Sample point Raw sewage Aeration tank Final outlet of STP Standards for discharge streams Remarks: i) ii) Overall efficiency of the plant is very good.6 in 5. : 26.44 MLD STP at Maliana. 13. 7.7 x 13.7 m dia flocculation zone One: 120 litre wet cake holding capacity HRT/SOR/Loading 20. 5 x 0.5 m SWD with 7.2x10 6 AmmN PO4-P 14.65 x 2 m 21.6 m each 1no.: 26.9 4 in .5 m SWD each 2 nos.: 19.5 m dia and 3 m SWD 2.7 x 11.44 x 15. Shimla (April 05) Design capacity of STP: 5. and Colliform in MPN/100 mL): Sample point Raw sewage Aeration tank Final outlet of STPs Standards for discharge streams Remarks: i) ii) Overall efficiency of the plant is very good and ASP is operating in the usual range of F/M ratio for an extended prosses.09 d F/M at 3200 mg/L MLVSS and observed BOD 9. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen Grit channel Extended Aeration tank Secondary clarifier Flash mixer Clariflocculator Filter press for Sludge Number/Size 2 nos. :16. Individual performance of the extended aeration process and the chemical aided tertiary sedimentation cannot be commented upon as intermediate sample was not collected.2 m dia and 2.25 x 1.9 m dia and 3 m SWD each 1.1 7.4 5.? d SRT and 0.65 hr HRT 3 2 3 2 -1 Secondary clarifier Flash mixer Clariflocculator Filter press for Sludge Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.75 x 1 x 0.5 m SWD with 8.22 x 3.7 x 0.44 ML/d.4 hr HRT.65 hr HRT 3 2 -1 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.3 hr HRT 19.2 7.4x10 2100 6 Total Coliform 8 5x10 2.9 m /m /d SOR.9 m /m /d SOR. MLSS in aeration tank appear low for an extended aeration process. 3. 13.6 m with six aerators of 20 HP each 2nos.4.75 x 3.6 x 1 m SWD each 3 nos. 3. North Disposal.6 m each with six aerators of 25 HP each 2 nos.9 m /m /d SOR.75 x 0.: 30.5-9 BOD 452 5 30 COD 1096 19 250 TSS 718 2991 13 100 TDS Fecal Colliform 8 1.8 m dia flocculation zone One: 120 litre wet cake holding capacity HRT/SOR/Loading 20. ? d SRT and 0. 8 7. ----MLD STP. ----MLD STP. Vally. V. Bangalore (xxx) Design capacity of STP: ML/d. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers ? Aeration tank Secondary clarifiers Sludge digester ? Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.8 5. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit channels UASB reactors Polishing ponds Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Madiwala. Bangalore (xxx) Design capacity of STP: ML/d.5-9 BOD 220 46 30 COD 771 205 250 TSS 317 83 100 TDS 483 431 2100 Fecal Colliform Total Coliform AmmN PO4-P Number/Size HRT/SOR/Loading in Remarks: Overall efficiency of the plant is not satisfactory as the plant is not able to meet the prescribed standards in terms of BOD.Performance of STPs in Karnataka ----MLD STP. Bangalore (xxx) Design capacity of STP: ML/d.5-9 BOD 190 3 30 COD 570 39 250 TSS 222 4 100 TDS 468 434 2100 Fecal Colliform Total Coliform AmmN PO4-P Number/Size HRT/SOR/Loading in Remarks: Overall efficiency of the plant is very good.6 5. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers ? Biological filters Secondary clarifiers Sludge digester ? Sludge drying beds Number/Size HRT/SOR/Loading . and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH 6.9 7. K & C Valley. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH 7. 5-9 BOD 167 94 76 67 30 COD 380 212 184 169 250 TSS 190 134 108 136 100 TDS Fecal Colliform 20 Total Coliform 1700 AmmN 22 PO4-P Number/Size HRT/SOR/Loading Nil 2100 200 20 in . Nagar. Average flow reaching STP: MG/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chamber Claridigestor Trickling filter Final clarifier Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.3 7.5-9 BOD 203 56 30 COD 562 173 250 TSS 307 60 100 TDS 823 576 2100 Fecal Colliform Total Coliform AmmN PO4-P in Remarks: Overall efficiency of the plant is satisfactory as the plant is able to meet the prescribed standards in terms of BOD. Bangalore (xxx) Design capacity of STP: ML/d.27 5. T.06 7.29 7. COD and TSS. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers ? Aeration tank Secondary clarifiers Sludge digester ? Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 BOD 160 23 30 COD 379 67 250 TSS 186 29 100 TDS 592 555 2100 Fecal Colliform Total Coliform AmmN PO4-P Number/Size HRT/SOR/Loading in Remarks: Overall efficiency of the plant is satisfactory as the plant is able to meet the prescribed standards in terms of BOD.6 5. and Colliform in MPN/100 mL): Sample point Raw sewage After Claridigester Outlet of trickling filter Final outlet STP Standards for discharge streams pH 7. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH 7. COD and TSS.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Hebbal. ----MLD STP.02 7. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH 7.9 5. Performance of STPs in Madhya Pradesh 1 MGD STP at South T.4 7. Bhopal (xxx) Design capacity of STP: 1 MG/d. Plant is not able to meet the prescribed norms. Bhopal (25. Efficiency of primary clarifiers in terms of BOD reduction (21%) is less than expected.04) Design capacity of STP: 2 MG/d. 2 MGD STP at Bherkheda. Overall performance of the plant is satisfactory so that the plant is able to meet the prescribed norms. Nashik (03. Treated effluent from the plant is utilized for irrigation. High effluent TSS value also indicate suboptimal performance of primary clarifier. HRT/SOR/Loading 22 MLD STP at Triambak.5-9 BOD 77 18 30 COD 144 38 250 TSS 113 14 100 TDS Fecal Colliform >1600 >1600 Total Coliform >1600 >1600 AmmN PO4-P Number/Size HRT/SOR/Loading 2100 Remarks: i) ii) iii) iv) Operation and maintenance of the plant is good. Average flow reaching STP: 16 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screens Grit chamber Primary treatment unit Sludge digester Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.05) .1x10 1. which is fully utilized.05) Design capacity of STP: 16 ML/d.02. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chamber Primary clarifier Bio filter Final clarifier Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. About 16000 Ft gas is generated per day from the digester.1x10 22 5 5 Final outlet of primary STP 6.47 5. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 6 6 Raw sewage 69 130 574 172 572 1. Performance of STPs in Maharashtra 16 MLD-Adharwadi primary sewage treatment plant. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet STP Standards for discharge in streams Standards for discharge on land pH 7.09.9 103 232 73 447 9x10 9x10 20 Standards for discharge in 5.02.Remarks: i) ii) Operation and maintenance of the plant is very poor and it is merely working as a holding tank.5-9 30 250 100 2100 streams Remarks: i) ii) Installed capacity of sewage treatment (16 MLD Kalyan + 14 MLD Dombivali) is negligible compared to estimated 200 MLD total sewage generation from the city.27 7. BHEL. Kalyan (17. More over sewage is passed through the plant only for 6 hour duration every day during peak hours. COD and TSS HRT/SOR/Loading 78 MLD STP at Nashik (03. Plant was not meeting the prescribed norms in terms of main pollutants BOD.5 51 172 9 395 26 Standards for discharge in 5.05) Design capacity of STP: 54 ML/d. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screens UASB reactor ? Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. HRT/SOR/Loading 54 MLD Kopri STP at Thane (17.: 30 m dia and 3 m SWD and 28.6 x 9. Average flow reaching STP: 49 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit channel Primary clarifiers Sludge thickener Sludge digesters Centrifuge Sludge drying beds Number/Size 2 nos.5 m dia and 6 m SWD 3000 L/hr HRT/SOR/Loading 40 m /m /d SOR. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 6.: 24 m dia and 9 m SWD and 12. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7.02. 1.05) Design capacity of STP: 78 ML/d.3 143 353 111 491 26 Standards for discharge in 5.7 930 1574 2071 698 38 Final outlet of STP 7.: 9. Plant was not meeting the prescribed norms in terms of BOD.45 m each 2 nos.: 2 x 1.8 hr HRT 3 2 .5-9 30 250 100 2100 streams Remarks: i) ii) Plant operation and maintenance and housekeeping were very poor.3 m each 2 nos. Average flow reaching STP: 90-95 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screens UASB reactor Sludge drying beds Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.02.5-9 30 250 100 2100 streams Remarks: i) ii) Plant operation and maintenance and housekeeping were very poor.Design capacity of STP: 22 ML/d.5 138 328 114 392 38 Final outlet of STP 7.5 m dia and 3 m SWD 11 m dia and 3 m SWD 2 nos.6 x 1. 3 30 COD 174 9. High effluent TSS value indicates suboptimal performance of primary clarifier. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen and Grit channel Primary clarifier Aeration tank Secondary clarifier Sludge digester Sludge drying beds One One One with four aerators of 10 HP each One One 10 nos HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Plant was not meeting the prescribed norms in terms of main pollutant BOD.75 MG/d (6.75 MGD (6. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen and Grit channel Primary clarifier Aeration tank Secondary clarifier Chlorination Sludge drying beds One One One with four aerators of 10 HP each One 8 nos HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.7 7.5-9 BOD 105 56 30 COD 331 179 250 TSS 119 74 100 TDS Fecal Colliform 6 3 x 10 4 5 x 10 Total Coliform 6 3 x 10 4 9 x 10 AmmN 21 16 PO4-P in 2100 Performance of STPs in Punjab 1.8 100 TDS Fecal Colliform 8 1. 1.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 30 250 100 2100 streams Remarks: i) i) Plant receives low sewage of low BOD.8 93 322 271 5x10 9x10 7 7 Final outlet of STPs 7.5 12. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of primary STP Standards for discharge streams Remarks: i) ii) iii) Installed capacity of sewage treatment (56 MLD) is only about one fourth of estimated 216 MLD total sewage generation from the city.62 ML/d).5 2.68 MLD) STP at Nangal (17.05.5 MG/d (5.4 5.8 6.62 MLD) STP at Naya Nangal (17.6x10 4 8x10 AmmN PO4-P 1. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STPs Standards for discharge streams pH 6.3x10 8x10 Standards for discharge in 5.3 6.05. Overall efficiency of the plant is very good.6x10 4 4x10 Total Coliform 8 1.9 5.2005) Design capacity of STP: 1. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 7 7 Raw sewage 6.5-9 BOD 63 5.8 4.5 MGD (5.2005) Design capacity of STP: 1.3 250 TSS 82 13.8 15.68 ML/d). pH 6.4 in 2100 . Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaeribic pond Facultative pond Maturation pond 40. Average flow reaching STP: 16 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channel Grit channel Extended Aeration tank Final clarifiers Sludge thickener Sludge digester Centrifuge 2 nos.Remarks: i) ii) iii) Plant receives low strength sewage. Otherwise. This defeats the purpose of having STP to an extent.4x10 5 9x10 Total Coliform 7 5x10 6 4x10 AmmN PO4-P 6. 2. Reduction of coliform is also of very high level.2005) Design capacity of STP: 2.4 19 99 53 8x10 1.: 72 x 30 x ? m Maturation pond 72 x 30 x ? m Sludge drying beds 27 nos.5 x 28 x 2 m Number/Size HRT/SOR/Loading 5 d HRT for all ponds --do---do-- Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.0 6 7 Final outlet of STP 7.: 2 nos.2 7.56 ML/d.5-9 30 250 100 2100 streams Remark: Plant is not looked after properly and no records are maintained. Overall efficiency of the plant is very good. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams Remark: pH 7.5 m 136 x 55 x 2 m 75. Performance of STPs in Rajasthan 27 MLD STP at Jaipur (20.4 111 318 274 9x10 9x10 2.2005) Design capacity of STP: 2. Otherwise. whole sewage is bypassed.05. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Oxidation ponds 2 nos.56 MLD STP at Phillore (18.8 5.04. observed overall efficiency of the plant in terms of reduction of organic matter and solids was good.: 25 x 10 m each HRT/SOR/Loading 5 d HRT for all ponds --do---do-- Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 BOD 244 13 30 COD 571 93 250 TSS 439 24 100 TDS Fecal Colliform 7 2.9 Standards for discharge in 5.: One One One One One Number/Size HRT/SOR/Loading . 2.87 in 2100 At the time of power failures.5 x 23 x 3.6 ML/d.05. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 7 7 Raw sewage 7.2005) Design capacity of STP: 27 ML/d.53 6.6 MLD STP at Sultanpur Lodhi (18.49x10 1. observed overall efficiency of the plant in terms of reduction of organic matter and solids was good. : 150 x 100 x 1.85 1.: 13.4 m HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Performance of STPs in Uttar Pradesh 2.02 Standards streams Remarks: i) ii) for discharge in 5. and Colliform in MPN/100 mL): Sample point PH BOD COD TSS TDS Fecal Total AmmColliform Coliform N 6 7 Raw sewage 7.46 745 1558 964 0. Average flow reaching STP: 4. Simillarly.20 Aeration tank 6048 Recycled sludge 7280 Final outlet of STP 7. ii) Plant is not able to meet the standards for discharge in streams due to high algal growth eventhough it is receiving very dilute sewage. Screens and grit channels were not being cleaned and only 15 of the total 46 aerators were operational.7 MLD STP at Fatehgarh (xxx) Design capacity of STP: 2.32 36 248 168 After Oxidation Pond 1B 8.5 m SWD each Sludge drying beds PO4-P 7.22 x 13. which was also observed physically.84 128 328 124 0.64 32 350 198 4 4 After final Oxidation Pond 9. At the time of study the plant was mainly receiving industrial effluent of textile processing units located in Grahmapuri instead of sewage and overall operation and maintenance of the plant was very poor. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Oxidation ponds-first stage 1A & 1B 2 nos.5 x 0.88 HRT/SOR/Loading 5. the plant was not able to meet the standards.7x10 & 7 7 1.4 m each Oxidation ponds-second stage 131 x 115 x 1.2 x10 After Oxidation Pond 1A 8. High TSS in final clarifiier outlet also indicate that the plant is not operating properly.: 10.22 x 6.22 2.04 x 4. This phenomenon can be attributed to algal growth.66 33 124 133 8x10 & 1. an increase in BOD is observed in the second stage oxidation pond.7 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Bar Screen Grit channel 2 nos.51 1013 2050 1196 0. iii) There is no standby arrangement of generator during power cuts for running sewage pumps.9 x 0.7 ML/d.: 10. As a consequence of high strength wastewater coming to STP and poor operation and maintenance.52 x 4.7x10 2. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7.20 After Grit channel 7.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 30 250 100 2100 iii) iv) Fifty percent wastewater was being bypassed without treatment to Jalmahal lake even though capacity of the plant remained under utilized.5 m SWD 2 nos. High TSS in oxidation ponds’ effluents also supports this observation. 5 MLD STP at Jajmau.35 m each UASB reactors 1 no.97 1.5-9 30 250 100 2100 streams Standards for discharge on land Remark: i) No reduction in BOD and an increase in COD are observed within the first stage oxidation ponds. iv) Treated sewage is utilized for irrigatio/farming.13 55 232 133 4x10 9x10 Standards for discharge in 5. Kanpur (June 2005) Design capacity of STP: 5 ML/d.75 hrs HRT . ) 2 nos.65 times the observed BOD (assuming 35% removal in primary treatment).: 9.: 38 m dia and 3.5 m SWD each Sludge drying beds * at 2400 mg/L MLVSS and 0.0 193 321 58 Standards for discharge in 5.56 x 1.7 m each Equalization tank (Ind.63 m each Mixing tank 4. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 300 503 520 After UASB reactors 90 220 81 Standards for discharge in 5.5-9 30 250 100 2100 streams Remarks: i) Observed efficiency of UASB unit is terms of BOD and COD reduction (60%) indicates that its performance can be improved further. 130 MLD STP at Jajmau.: 9. ii) Treated sewage quality does not conform to the standards for discharge in streams.: 38.: 11. Effluent) Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen channel (Industrial) 2 nos.1 hrs HRT and 0.: 48 m dia and 3. Average flow reaching STP: 94 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channel Grit channel Primary clarifiers Aeration tanks Number/Size 4 nos.5 m SWD each 3 nos: 52. 2.: 9. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet of STP Standards for discharge streams pH BOD 264 67 30 COD TSS 548 99 100 TDS Fecal Colliform Total Coliform AmmN PO4-P in 5.5 hr HRT 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.24 m WD UASB reactors 2 nos.5 x 0.5x 35x 5 m WD each HRT/SOR/Loading Final clarifiers 3 nos.95 hr HRT -1 5.: 8. Effluent) (25 MLD sewage+6 MLD ind.: 3 mechanical + 1 manual 3 nos.94x 20.: 25 x 16 m each HRT/SOR/Loading 24 hrs 8 hrs HRT.: 44 m dia and 3.34 d F/M* (design SRT: 9 d) 3 2 24 m /m /d SOR. 28.3 m each Grit channel (Ind.5-9 30 250 100 2100 streams Remarks: i) Observed efficiency of UASB unit is terms of BOD reduction (70%) and COD reduction (56%) indicates that its performance can be improved further. Kanpur (June 2005) Design capacity of STP: 130 ML/d.3 m each 3 nos.4 x 2 x 0.3 x 9.5 m /m /d SOR. Average flow reaching STP:31 ML/d (24 MLD on day of monitoring) (27 MLD sewage+9 MLD ind. 36 MLD STP at Jajmau.63 x 1.45 m SWD each Sludge drying beds 64 nos.84 m WD Screen channel (sewage) 2 nos.5 Kg COD/ Kg VSS Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.2 x 0. 3. ii) Treated sewage quality does not conform to the standards for discharge in streams.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.) 2 nos.15 x 2 x 0.8x 7.87 480 793 954 After UASB reactors 8.25 m dia and 3.3 m each Grit channel (sewage) 2 nos.5-9 250 2100 . Kanpur (June 2005) Design capacity of STP: 36 ML/d. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7. 0. 7 53 108 82 44.: 46.02x20. It is observed that the performance of plant can be improved further.2 m Grit channel 2 nos. load shedding) the sewage pumping station at Jajmau.3x10 40. 28 m /m /d SOR Sludge digesters 3 nos.: 27 m dia each 30 d HRT Sludge drying beds 24 nos. Individual performance of primary settling unit and ASP unit can to be commented upon.26 2.6 m each UASB reactors 2 nos. However.03 m SWD each Polishing pond One Sludge drying beds 12 nos.81x5. MLVSS indicate that the plant is not properly operated.6 x 24.Remarks: i) The Sewage interception works at Kanpur are maintained and operated poorly.14 3.: 34 m dia each 3.: 18 x 14 m each PO4-P 2.6 m * at 2400 mg/L MLVSS and 0.6 x 5 m WD each 12.5 3.: 24.5-9 30 250 100 2100 streams Remarks: i) Distribution of sewage to STP & bypass is not regular. Scope for using fewer aerators can be studied.8 32 82 66 47. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N 6 7 Raw sewage 7. if the plant could be operated at any SRT value higher than 5 day. ii) iii) iv) v) vi) 60 MLD STP at Allahabad (March 2005) Design capacity of STP: 60 ML/d. 28 m /m /d SOR -1 3 nos. Treated sewage quality does not conform to the standards for discharge in streams.41 HRT/SOR/Loading 24 hour HRT .3 hr HRT.710 2. During heavy shortage of power (5 hr. sometimes plant gets huge amount of sewage & sometimes very low.0 4 6 Final outlet of STP 8.42 d F/M* with 9 aerators of 50 BHP each 3 2 Final clarifiers 3 nos.0 29 35 39 40.65 times the observed BOD (assuming 35% removal in primary treatment). iii) The low MLSS contents and further lower content of its organic proportions.8 50 161 71 49.61 2.0 Standards for discharge in 5. v) Treated sewage quality conforms to the standards for discharge in streams.4 x 2 x 0.: 17. Kanpur remains non-operational resulting in discharge of 25 to 30 MLD untreated sewage into R. 14 MLD STP at Mirzapur (March 2005) Design capacity of STP: 14 ML/d.43 x 4. 0.26 hr HRT.: 9.0 28 54 47 1.6 115 439 276 2. it may not be possible to operate the plant at the recommended SRT of 9 days.2x10 41. Still. it may provide sufficient safety factor. Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.4 After Primary clarifier 2 7. This may also be due to dilute inlet characteristics iv) ASP unit is being fed with low organic load.49 hr HRT.1 After Secondary clarifier 3 8. ii) Results of analysis of samples indicate that the primary settling units are performing fairly well in terms of BOD/COD reduction. Their operation needs further improvement to achieve <50 mg/L TSS in outlet. High TSS in final clarifiier outlet also indicate that the plant is not operating properly.0 23 29 32 44. overall performance of the plant is suboptimal. vi) It is observed that the performance of plant can be improved further. Considering the minimal HRT of the aeration tank.84 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Primary clarifiers Aeration tanks HRT/SOR/Loading 3 2 3 nos.8 x 16.: 31 m dia each 2.2 After Secondary clarifier 2 8.7x10 1. Average flow reaching STP: 48.0 28 51 47 45. its performance in terms of percentage BOD/COD reduction is not upto the mark. However. Ganga every day.78 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Screen channel 9.71 3. Performance of biological unit can be improved.1 2.0 Aeration tank 1 512 Aeration tank 2 798 Aeration tank 3 1207 After Secondary clarifier 1 8. Average flow reaching STP: 13.3 After Primary clarifier 1 7.0 After Primary clarifier 3 7.19 2. 04 4.: 2 x 0. Gas formation in UASB system was found below optimum level and thus the treatment economics of the plant is being affected.5-9 BOD 125 51 44 46 29 30 COD 326 176 177 144 123 250 TSS 279 104 99 100 41 100 TDS Fecal Colliform 6 8x10 Total Coliform 7 1.4 7.6 30 158 161 8x10 1. Their operation needs further improvement to achieve <50 mg/L TSS in outlet.: 28 x 12 m each * at 2400 mg/L MLVSS and 0. m /m /d SOR -1 2 nos.9 9.07 2. Overall performance of the plant is satisfactory. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Colliform 6 2. Flow in inlet varied highly and thus put pressure on reactor's performance and in maintenance of sludge blanket.06 4.29 25.8 1.21 d F/M* with aerators of 130 BHP 3 2 Final clarifiers 2 nos.8 7. efficiency of UASB in terms of BOD/COD will also improve correspondingly.5 7.1 3.73 30. If it can be improved.5 7.5 27 96 43 Aeration tank 1 150 Aeration tank 2 704 4 5 After Secondary clarifier 1 7.5 m SWD each 3 hr HRT.8 2.23 3. Proper screening must be ensured.15 x 1.5 x 1 m each 2 nos.8 1. pH 7.6 m dia and 3.: 16 m dia and 3.5 m SWD each 3. Varanasi (March 05) Design capacity of STP: 12 ML/d.65 times the observed BOD (assuming 35% removal in primary treatment).: 15. Scope for using fewer aerators can be studied. Still.3x10 5 in 12 MLD STP at Bhagwanpur.1 Raw sewage 7. and Colliform in MPN/100 mL): Sample point Raw sewage After UASB reactor 1 After UASB reactor 2 Before Polishing pond After Polishing pond Standards for discharge streams Remarks: i) ii) iii) iv) v) vi) Plant recieves low strength sewage.6 5.1x10 3. 1.5 43 135 70 After Primary clarifier 2 7.5-9 30 250 100 2100 streams Remarks: i) Results of analysis of samples indicate that the primary settling units are performing fairly well in terms of BOD/COD reduction. Average flow reaching STP: 10.7x10 2100 5 3.96 4. otherwise it is delivering trash into the reactors.6 8 59 23 7x10 8x10 8. its performance in terms of percentage BOD/COD reduction is not upto the mark.5 hr HRT m /m /d SOR Fish Pond 45 x 45 x 2 m Sludge digesters 2 nos.7 86 169 113 After Primary clarifier 1 7.3x10 AmmN 24.3x10 Total Coliform 6 5x10 AmmN 10.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Treated sewage quality conforms to the standards for discharge in streams.46 27.4 PO4-P 3.2 x 1.23 29.6 m dia and 3.5 m WD each 2. TSS in UASB effluent seems higher.6 . Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. iii) Treated sewage quality conforms to the standards for discharge in streams.: 4.7 hr(?) HRT.3 m each 3 2 2 nos.82 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chambers Primary clarifiers Aeration tanks Number/Size HRT/SOR/Loading 2 nos. iv) It is observed that the performance of plant can be improved further.4 4 4 After Secondary clarifier 2 7.: 7.: 18 m dia and 8 m WD each Sludge drying beds 9 nos. Performance of biological unit can be improved.3 PO4-P 1.3 Standards for discharge in 5. ii) ASP unit is being fed with low organic load. 0. iv) It is observed that the performance of plant can be improved further.6 37 85 42 50 After Secondary clarifier 3 7.: 14 m dia and 6 m WD each 2500 m each Sludge drying beds 10 nos.: 15 x 14 x 3.1 hr HRT 27. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit chamber Primary clarifiers Aeration tanks Number/Size HRT/SOR/Loading 2 nos.4 79 253 149 After Trickling filter 2 7.1 hr HRT.8 25 46 54 50 4 4 Final outlet 7. ii) ASP unit is being fed with low organic load.: 21 m dia and 8.: 28 x 12 m each * at 2400 mg/L MLVSS and 0.47 1. Average flow reaching STP: 81.: 31.5 62 227 167 Aeration tank 1 3257 Aeration tank 2 2347 Aeration tank 3 2903 After Secondary clarifier 1 7.3x10 Total Coliform 6 5x10 AmmN 42 42 45 49 54 49 50 PO4-P 1.: 40 m dia and 3. iii) Treated sewage quality conforms to the standards for discharge in streams.7 26 96 55 35 After Secondary clarifier 2 7.5 m SWD each 2.99 1.2 m /m /d SOR 3 Sludge digesters 2 nos.63 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Primary clarifiers Trickling filters Aeration tanks Number/Size HRT/SOR/Loading 3 2 3 nos.: 6. Varanasi (xxx) Design capacity of STP: 12 ML/d.65 times the 160 mg/L BOD (assuming BOD same as for other plant and 35% removal in primary treatment). Their operation needs to be improved to achieve <50 mg/L TSS in outlet. 21.: 60 x 20 x 3.92 12 MLD STP at DLW.: 16.84 1.2 m dia and 3.4 66 215 142 After Trickling filter 3 7. 43.5 m SWD each 3.: 30 x 30 m each 3 nos. Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.30 1.24 m dia and 3.: 30 x 15 m * at 2400 mg/L MLVSS and 0.3 156 438 417 After Primary clarifier 1 7. 0.75 m WD each 4. 1.50 1. its performance in terms of percentage BOD/COD reduction is not upto the mark because of BOD/COD associated with escaping solids. 35 m /m /d SOR 3 nos. 22.5 m dia and 1m depth each -1 3 nos.59 0. Scope for using fewer aerators can be studied.37 d F/M* with 2 aerators of 10 HP each 3 2 Final clarifiers 2 nos.: 30 x 20 m each +1 no.5 m SWD each 4 hr HRT.65 1.44 Raw sewage 7.3 m each 3 2 2 nos.1 m /m /d SOR 3 Sludge digesters 2 nos.8 m SWD each 2. Varanasi (March 2005) Design capacity of STP: 80 ML/d.50 0.7 27 72 53 7x10 8x10 40 Standards for discharge in 5.4 hr HRT. Still.15 x 1 x 1.84 hr(?) HRT.25 d F/M* with 9 aerators of 10 BHP each 3 2 Final clarifiers 3 nos.65 times the observed BOD (assuming 35% removal in primary treatment).80 MLD STP at Dinapur.4 80 172 144 After Trickling filter 1 7.5 90 238 195 After Primary clarifier 2 7.7 m WD each 2500 m each Sludge drying beds 25 nos. .6 m /m /d SOR -1 2 nos. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Colliform 6 2.8 m dia and 3.: 13.38 m WD each 2.05 hr(?) HRT.4 89 263 181 After Primary clarifier 3 7. 0.61 0.5-9 30 250 100 2100 streams Remarks: i) Results of analysis of samples indicate that the primary settling units are performing well in terms of BOD/COD reduction but not in terms of outlet TSS. 2 m dia and 3.5 m dia and 3.4 m dia and 3 m SWD 11 nos.8 BOD 153 139 122 121 127 45 63 61 58 30 COD 297 293 259 186 241 97 145 158 132 250 TSS 275 285 TDS Fecal Colliform 10 1.5 m SWD each 6 nos. 18.: 16 x 12. Raw sewage characteristics are appreciably diluted and this makes plant operation difficult as the plant has been designed for higher organic loading. and Colliform in MPN/100 mL): Sample point Raw sewage After Primary clarifier Aeration tank Final outlet Standards for discharge streams Remarks: i) ii) Plant is always under loaded (3-4MLD) and has always been receiving highly diluted sewage. pH BOD COD TSS TDS Fecal Colliform Total Coliform AmmN PO4-P in 5.05) Design capacity of STP: 42 ML/d.566 m each 3 nos.8 x 1 x 0. 58.5 m dia and 2.5-9 52 106 124 107 100 1. pH 7.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. 40 ML/d 3 3 (Instant values varied widely between 290 m /hr to 2900 m /hr) Unit sizes and loading on main treatment units at full load condition: Treatment unit Screens Grit chambers Primary clarifiers Fluidized aerobic bed reactors Secondary clarisettlers Chlorine contact tank Sludge thickener Sludge drying beds Number/Size 4 nos.6 hr HRT. Treated sewage quality does not conform to the standards for discharge in streams.: 31.6 m dia and 5.5 m WD each 3 nos.: 10.02.5x10 2100 9 1.31 m /m /d SOR 1.75 m WD 14. Intermittent sewage supply from the Main Pumping Station (MPS) is a major problem. Final clarifiier being an integral part of aerobic biological system for it seperates settleable organic matter and results in a clarified effluent. Average flow reaching STP: Approx.: 17. It is observed that overall performance of the plant could have improved if clarifiiers were operated properly. SOR is too high.6x10 Total Coliform 11 1. proper operation of final clarifiers is key to achieve better overall efficiency.: 6 x 6 x 1 m each 3 nos.: 6.9x10 9 iii) . and Colliform in MPN/100 mL): Sample point Raw sewage After Grit chamber After FAB reactor 1 After FAB reactor 2 After FAB reactor 3 After Clarisettler 1 After Clarisettler 2 After Clarisettler 3 Final outlet Standards for discharge streams Remarks: i) ii) Plant operation and maintenance is very poor as indicated by fluctuation in flow being fed to the plant and high TSS in final califiers’ outlet.5 m each HRT/SOR/Loading 4.5-9 30 250 100 2100 42 MLD STP at Lucknow (28.5 m each 4 no.6x10 AmmN PO4-P in 7.: 16 x 15 m each 3 nos.9 5.55 hr HRT.: 7.5 x 7.75 m SWD each 3 nos.: 21.2 m /m /d SOR 3 2 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. 38 MLD STP at Saharanpur (March 2005) Design capacity of STP: 38 ML/d; Average flow reaching STP: 26 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen chamber Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2 nos.: 10 x 5 x 2 m and 10 x 5 x 1.8 m 3 nos.: 2 x 2 x 1.65 m each 4 nos.: 28 x 24 x 5.55 m each 2 nos.: 12667.5 m2 each 20 nos.: 25 x 14 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactor After Polishing pond Standards for discharge streams Remarks: i) ii) iii) iv) v) Plant recieves low BOD sewage but COD to BOD ratio of raw sewage (6.6) is quit high indicating possiblity of industrial waste being mixed with sewage. Overall performance of the plant is satisfactory. Treated sewage quality conforms to the standards for discharge in streams. Of the two polishing ponds, only one was in use and the other was damaged. During power cuts of arround 10 hr per day, the sewage is bypassed untreated. pH 7.5 7.5 7.3 7.3 5.5-9 BOD 67 67 18 8 30 COD 440 465 135 99 250 TSS 415 320 64 24 100 TDS Fecal Colliform 5 8x10 5 Total Coliform 6 2.3x10 6 AmmN PO4-P 3.34 3.29 4.50 4.64 1.4x10 2100 1.7x10 in 32.5 MLD STP at Muzzafarnagar (March 05) Design capacity of STP: 32.5 ML/d; Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen chamber Grit channel Primary ponds Secondary ponds Sludge drying beds Number/Size 2 nos.: 3 nos.: 2 nos.: 10.5 ha area and 1.5 m depth each 2 nos.: 10.5 ha area and 1.1 m depth each 20 nos.: 25 x 14 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point Raw sewage After Secondary pond 1 After Secondary pond 2 Final outlet (Average of the two secondary ponds) Standards for discharge in streams Remarks: i) ii) iii) Plant is not able to achieve the discharge standards in terms of BOD. It was obseved that the primary ponds were nearly full with sludge and their cleaning was over due. This condition must have led to reduced efficiency TSS in final effluent is also high. Control of TSS by checking adequacy of outlet structures will also help in improving overall efficiency of the plant. pH 7.4 8.5 8.4 8.5 5.5-9 BOD 156.6 23.7 41.9 32.8 30 COD 564 205 218 111.5 250 TSS 570 70 72 71 100 2100 TDS Fecal Colliform 7 1.9x10 5 Total Coliform 7 1.9x10 6 AmmN PO4-P 5.19 3.29 2.83 3.06 9.5x10 4.6x10 70 MLD STP at Cis Hindon area Ghaziabad (xxx) Design capacity of STP: 70 ML/d; Average flow reaching STP: 55 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen chamber Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 4 nos.: 6 x 2.5 x 1.13 m each 4 nos.: 20 x 2.75 x 1.5 m each 4 nos.: 40 x 32 x 6.38 m each 2 nos.: 190 x 144 x 1.5 m each 16 nos.: 35.5 x 23.66 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactor After Polishing pond Standards for discharge streams Remarks: i) ii) iii) iv) Overall performance of the plant is not satisfactory and plant is not able to achieve the norms for dicharge in strems. Effiency of UASB reactor in terms of COD reduction is less. High TSS in UASB outlet appaers to be main reason for this. Efficiency of polishing pond unit in terms of BOD/COD reduction is also low because only one pond was in use the other was closed for removal of accumulated sludge. Gas generated in UASB reactors is not being utilized in dual fuel generators. pH 7.3 7.3 7.4 7.4 5.5-9 BOD 209 178 80 50 30 COD 608 500 248 149 250 TSS 479 379 105 40 100 TDS Fecal Colliform 6 1.7x10 5 Total Coliform 6 1.3x10 6 AmmN PO4-P 5.18 4.82 5.24 4.01 2x10 2100 2.4x10 in 56 MLD STP at Trans Hindon area Ghaziabad (xxx) Design capacity of STP: 56 ML/d; Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen chamber Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2nos.: 5 x 1.6 m each 2nos.: 5 x 1.3 m each 4 nos.: 20 x 2 x 1.5 m each 4 nos.: 32 x 32 x 6.1 m each 2 nos.: 180 x 120 x 2 m each 16 nos.: 35.5 x 23.66 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point After Grit channel After UASB reactor After Polishing pond Standards for discharge streams Remarks: i) ii) iii) Overall performance of the plant is not satisfactory and plant is not able to achieve the norms for dicharge in strems. Efficiency of polishing pond unit in terms of BOD/COD reduction is low because only one pond was in use the other was closed for removal of accumulated sludge. Gas generated in UASB reactors is not being utilized in dual fuel generators. pH 7.1 7.3 7.3 5.5-9 BOD 140 51 37 30 COD 325 145 114 250 TSS 228 68 39 100 TDS Fecal Colliform 5 Total Coliform 6 AmmN PO4-P 1.3x10 2100 2.4x10 in 27 MLD STP at Sector 54 NOIDA (xxx) Design capacity of STP: 27 ML/d; Average flow reaching STP: 27 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channel (for 36 MLD flow) Grit channel (for 36 MLD flow) UASB reactors Polishing pond Sludge drying beds Number/Size 2nos.: 6 x 2 x 1 m each 3 nos.: 21.2 x 2 x 1.28 m each 3 nos.: 26 x 24 x 5.9 m each 2 nos.: 111.5 x 95 x 1.3 m each 10 nos.: 25.58 x 15 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactor After Polishing pond Standards for discharge streams Remarks: i) ii) iii) iv) Overall performance of the plant is such that it is just able to achieve the norms for dicharge in strems. Efficiency of polishing pond unit in terms of BOD/COD reduction is low. Gas generated in UASB reactors is not being utilized in dual fuel generators. Plant receives 36 MLD flow of which 9 MLD is diverted after Grit channel to another 9 MLD plant based on oxidation pond technology. pH 7.06 7.15 7.22 7.38 5.5-9 BOD 139 151 62 30 30 COD 454 559 213 99 250 TSS 317 161 90 47 100 TDS Fecal Colliform 6 8x10 4 Total Coliform 7 2.3x10 5 AmmN PO4-P 3.75 3.79 5.70 5.11 8x10 2100 3x10 in 34 MLD STP at Sector 50 NOIDA (xxx) Design capacity of STP: 34 ML/d; Average flow reaching STP: 34 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channel Grit channel UASB reactors Polishing pond Sludge drying beds Number/Size 2nos.: 6.25 x 2 x 1.2 m each 3 nos.: 20 x 2 x 1.25 m each 4 nos.: 24 x 24 x 5.9 m each 2 nos.: 237.4 x 55.1 x 1.3 m each 16 nos.: 22.7 x 13.4 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH, and Colliform in MPN/100 mL): Sample point Raw sewage After Grit channel After UASB reactor After Polishing pond Standards for discharge streams Remarks: i) ii) vii) Plant receives low BOD sewage but COD to BOD ratio (3.6) is high. Overall performance of the plant is not satisfactory and it is not able to achieve the norms for dicharge in strems inspite of low BOD raw sewage. Efficiency of polishing pond unit in terms of BOD/COD reduction is very low. pH 7.07 7.20 7.11 7.59 5.5-9 BOD 92 114 47 35 30 COD 330 418 221 123 250 TSS 183 280 70 31 100 TDS Fecal Colliform 1.7x10 4x10 2100 5 7 Total Coliform 3x10 4x10 7 AmmN PO4-P 3.14 3.53 4.43 4.89 5 in 10. 10.28 m each 2 nos.: HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5 m 4 nos.06 m 2 2 2 3 nos.: 6 x 2 x 1 m each 3 nos.02 7. Vrindavan (March 29.445 MLD is treated in the plant and the rest is bypassed untreated.: depth 1.: depth 3.02 5. Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Plant is not able to meet the standards in terms of TSS which is 118 mg/L in final effluent. Improvement in outlet structure to arrest floating algal floccs will help reducing outlet TSS and increase effiency of BOD/COD removal.63 0.9 MLD STP at Sector 54 NOIDA (xxx) Design capacity of STP: 9 ML/d.5-9 BOD 52 21 30 COD 262 167 250 TSS 434 118 100 TDS Fecal Colliform 6 3x10 4 4x10 Total Coliform 6 7x10 4 8x10 AmmN PO4-P 4.3x10 2100 5 Total Coliform 2.41 m and 6154. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) iii) iii) Plant receives low BOD sewage but COD to BOD ratio (5) is high.2 x 2 x 1. Average flow reaching STP: 16 ML/d 10.445 MLD STP at Etawah (July 5. Epantion of the plant is proposed in Phase-3 pH 7. 2005) Design capacity of STP: 0.: 9728.99 m 2 HRT/SOR/Loading 1 d HRT 4 d HRT for two stages .45 5. Average flow reaching STP: 9 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channel (for 36 MLD flow at 27 MLD plant) Grit channel (for 36 MLD flow at 27 MLD plant) Oxidation ponds Number/Size 2nos.5 m 2 nos.: depth 1.: 21.4 3.69 m and 672. Plant receives 16 MLD effluents.5 m HRT/SOR/Loading . and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams pH 7..2 m .445 ML/d.315 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds Number/Size 2 nos. High TSS in effluent primarily consisted of algae.3x10 5 AmmN PO4-P 4.1 discharge in 2100 0.04 m 2 2 2 nos.do.. 6319 m and 5007. 2005) Design capacity of STP: 10.5 ML/d. Average flow reaching STP: 0.445 ML/d treated in plant Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds 2 Number/Size 2 nos.5-9 BOD 161 39 30 COD 616 178 250 TSS 363 134 100 TDS Fecal Colliform 1.70 8.42 discharge in Remarks: Plant is not maintained properly and is not able to achieve the discharge standards.: 4777.5 MLD STP at Kali Deh.: 832. 59 ML/d.5 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Plant is not able to meet the standards in terms of BOD and SS. 2005) Design capacity of STP: 13.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.76 discharge in 2100 . reduced retention time are the main reasons responsible for poor performance of the plant.1x10 Total Coliform 8 1.6 7.6 x 1.5 m each 4 nos. which reduced retention time and efficiency. Excess sludge accumulation was observed in anaerobic and facultative ponds.07 3. 2005) Design capacity of STP: 4 ML/d.: 82 x 75.59 MLD STP at Masani.5-9 BOD 240 125 30 COD 628 197 250 TSS 554 108 100 TDS Fecal Colliform 7 8x10 6 1.2 x 1.: 179 x 82 x 1.: 94.5-9 BOD 118 57 30 COD 407 223 250 TSS 329 74 100 TDS Fecal Colliform 7 5x10 6 1. pH 7. Plant is facing problem of availability of funds for operation and maintenance.5-9 BOD 10 31 30 COD 62 185 250 TSS 75 60 100 TDS Fecal Colliform 5 3x10 3 2x10 Total Coliform 6 3x10 3 2x10 AmmN PO4-P 1.8 5. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) iii) iv) Plant was overloaded because more than twice the design flow was reaching the plant. which was 57 mg/L in the final effluent.6 x 44.49 7. which reduced retention time and efficiency. Plant is facing problem of availability of funds for operation and maintenance. Mathura (March 29.3 7.7x10 Total Coliform 7 9x10 6 1.: 94.5 x 1. and the associated BOD/CODin the effluent. Average flow reaching STP: 8. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams pH 7. However.5 m & 117 x 35.: 90 x 50 x 3.6 x 1.2 MLDML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds Number/Size 2 nos.54 discharge in 2100 v) 13.15 6.6 x 44.8 m each 4 nos.4 5.54x10 AmmN PO4-P 8. Excess sludge accumulation was observed in ponds. Overloading.81 4. Average flow reaching STP: 15. Vrindavan (March 30.4 MLDML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds Number/Size 2 nos. Plant is not able to meet the standards in terms of BOD.5 m each 2 nos.5 m HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.3x10 6 6. improvement in outlet structures may be required to control high TSS.56 5.: 47 x 34 x 3.7x10 AmmN PO4-P 3.5 m each 2 nos.38 discharge in 2100 4 MLD STP near Pagal Baba Mandir. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) iii) iv) About half of the sewage reaching STPs was being bypassed and only half was taken for treatment in the plant. pH 7. High TSS and COD as compared to BOD in raw sewage indicates possibility of addition of industrial waste.5 149 514 294 5x10 9x10 5.25 MLD STP at Burhi Ka Nagla.5 ML/d. It is expected that control of TSS within 50 mg/L may enable achieving BOD standards also.: 94 x 52 x 3. Average flow reaching STP: MLDML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds Number/Size 2 nos.: 127 x 85 x 1.5-9 BOD 141 41 30 COD 752 140 250 TSS 861 168 100 TDS Fecal Colliform 5 3x10 3 2x10 Total Coliform 6 3x10 3 2x10 AmmN PO4-P 3.5 m each 4 nos. 14.7x10 2. Plant operation and maintenance was very poor. 2005) Design capacity of STP: 14.5 MLD STP at Bangali Ghat.5-9 30 250 100 2100 streams Remarks: i) ii) iii) iv) About 90% flow was being bypased and only 10 % was being treated in the plant.: 127 x 85 x 1.5 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.25 ML/d.: 29.: 59 x 42 x 1. pH 7.5 m each Primary facultative ponds 2 nos. Mathura (March 29.43 discharge in 2100 iv) v) 2. . and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N 7 7 Raw sewage 7.5 x 3. Plant is not able to meet the standards in terms of BOD. which will flow into the river with rain water.4 37 214 64 1.5 m each 2 nos. Outfall of treated as well as untreated sewage is upstream of Old water works at Agra and affects raw water quality.5 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Desludging of only anaerobic pond is done and desludging of facultative ponds is not done. Plant is not able to meet the standards in terms of BOD. About 20% of treated sewage is utilized for irrigation but the rest 80% is discharged into an unlinned drain and this is accumulating and water logging a large area. Dairy Farm Zone. Agra (March30. and the associated BOD/CODin the effluent.: 61 x 40 x 1. Improvement in outlet structures may be required to control high TSS.: 61 x 40 x 1. Outlet BOD/COD were observed higher than inlet values due possibly to dilution of sewage. Plant was nonoperational in the moring hours of day of monitoring due to power cut. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Anaerobic ponds 2 nos.82 Standards for discharge in 5.9 5.5 m each Secondary facultative ponds 2 nos. Desludging of anaerobic ponds was in progress and removed sludge was being placed very near to Yamuna River.5 x 28. 2005) Design capacity of STP: 2.99 4.Remarks: i) ii) iii) iv) About 60% flow was being bypased and only 40 % was being treated in the plant.8 7. and Colliform in MPN/100 mL): Sample point Raw sewage Final outlet Standards for streams Remarks: i) ii) iii) Desludging of only anaerobic pond is inpractice.5 m each and 2 nos.86 7 7 Final outlet 7.2x10 4. Plant is not able to meet the standards in terms of BOD and TSS. : 97 x 40 x 1.5 7.: 6 x 2. which will flow into the river with rain water.27 6.: 97 x 40 x 1.5-9 BOD 98 42 46 30 COD 411 210 233 250 TSS 182 97 74 100 2100 TDS Fecal Colliform 7 5x10 6 1.7 7. Agra (March.35 m each 3 nos. Agra (March 30.52 m each 3 nos.6 7.59 BOD 120 56 46 38 30 COD 424 208 224 173 250 TSS 57 399 80 71 100 5x10 2100 6 TDS Fecal Colliform 7 3x10 Total Coliform 7 9x10 AmmN PO4-P 5.75 m each 6 nos.86 78 MLD STP at Dhandupura.5 x 0. Outfall of treated as well as untreated sewage is upstream of Old water works at Agra and affects raw water quality.25 m.: 40 x 24 x 5.5 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Plant is not able to meet the standards in terms of BOD.3x10 Total Coliform 7 5x10 6 1. Excess sludge accumulation in ponds was observed as the main reasons for under performance.10 MLD STP at Peela Khar.: 20 x 3.: 26 x 14 m each HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. and Colliform in MPN/100 mL): Sample point Raw sewage Outlet of STP Final outlet (treated + untreated streams) Standards for discharge in streams Remarks: i) ii) iii) iv) About 90% flow was being bypased and only 10 % was being treated in the plant.25 m.7 7.5 m each 2 nos.: 214 x 93 x 1.7x10 AmmN PO4-P 5.: 47 x 20 x 3. 2005) Design capacity of STP: 10 ML/d.5 m each 4 nos. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Anaerobic ponds Primary facultative ponds Secondary facultative ponds Number/Size 2 nos. Desludging of anaerobic ponds was in progress and removed sludge was being placed very near to Yamuna River.39 5x10 6 6. 160 x 129 x 1. 2005) Design capacity of STP: 78 ML/d. and Colliform in MPN/100 mL): Sample point Raw sewage Outlet of UASB reactors 1-3 (combined) Outlet of UASB reactors 4-6 (combined) Final outlet after polishing ponds Standards for discharge in streams pH 7.5 5.67 6.05 x 0.83 4.54 4. Very less flow reaches STP during night hours 1200 midnight to 0400 am. Plant is not able to meet the standards in terms of BOD. .25 m 36 nos. pH 7.22 Remarks: i) ii) iii) iv) Plant capacity is under utilized as less than the design flow is being treated in the plant. and 162 x 122 x 1.3 7. Average flow reaching STP: 50 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Screen channels Grit channels UASB reactors Polishing ponds Sludge drying beds Number/Size 2 nos.4 5. 5 m SWD each 22 m /m /d SOR. which is a must for proper functioning of primary clarifier and UASB reactors.5 hr HRT 3 2 16.: 34. each for 15 MLD flow 3 2 Primary clarifiers 3 nos. 18 MLD sewage is treated in the plant.8 x 24 m * at 2400 mg/L MLVSS and 0. TSS level after proper settling is expected <50 mg/L and should not exceed 100 mg/L.9 m SWD 25 day HRT Sludge drying beds 12 nos.8 hr HRT Sludge thickeners 2 nos. Haridwar (xxx) Design capacity of STP: 18 ML/d. each for 15 MLD flow 2 Grit channel 3 nos. iv) High TSS levels in the outlets of primary clarifier.1 126 325 109 3x10 9x10 Standards for discharge in 5.8 212 464 204 After UASB reactors 6.32 ML/d.5 x 6. UASB reactor and Polishing pond indicates that settling in each of these unit is not satisfactory.2 m each.4 m dia and 3 m SWD each 6 % consistency Sludge digesters 2 nos. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N 8 8 Raw sewage 7. 1 manual.8 212 456 210 2.Performance of STPs in Uttranchal 0.55 m SWD UASB reactors 2 nos.5 x 2 Polishing pond 20 x 6.65 times the observed BOD (assuming 35% removal in primary treatment). ii) UASB unit is also functioning very poorly as there is negligible improvement in characterstics of sewage within this unit.8 hr HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 3 mechanical. 0.: 20 x 7.1 hr HRT -1 Aeration tanks 3 nos.02 1. 3.32 MLD STP at Swargashram.2 m each 4. Average flow reaching STP: (?) ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Settling pit 5 x 4.3 2.4x10 2. 3.2 m HRT/SOR/Loading 3 2 15 m /m /d SOR.3 m /m /d SOR. ii) High TSS in outlet of primary settling unit indicates that its performing can be improved further.91 2. Average flow reaching STP: 18 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size HRT/SOR/Loading Screen 4 nos.6 m dia and 3.: 15 x 15 x 5. PO4-P 1.4x10 5x10 After Primary clarifier 6. iii) Polishing pond is also effecting only mariginal reduction in BOD (35%) and COD (26%).24 x 2.: 18 m dia and 7.5 x 1.3 x 2 and 20.84 .: 18.: 11. 18 MLD STP at Jagjeetpur.: 15 m dia and 3 m SWD each 34 m /m /d SOR. iv) Gas generated in anaerobic sludge reactor is not being utilised v) Plant is able to comply with the discharge standards. 3.73 3.8 194 440 184 7 7 After Polishing pond 7. 2.55 3.1 93 174 121 4 4 Final outlet of STP 7.2 m Primary clarifier 5 m dia and 2.74 PO4-P 2. v) There is no arrangement for handling/disposal of primary and secondary sludge.68 hr(?) HRT.27 d F/M* with three aerators of 40 HP each 3 2 Secondary clarifier 3 nos.5x10 After Primary clarifier 7.1 195 557 463 1. Rishikesh (xxx) Design capacity of STP: 0. 3.5-9 30 250 100 2100 streams Remarks: i) Plant receives 30 MLD sewage. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N 8 8 Raw sewage 6. vi) Plant is not able to comply with the discharge standards due to above reasons.2 6 47 26 2x10 2x10 Standards for discharge in 5. iii) ASP unit is being fed with low organic loading and it is performing well even though one of the three aeration tank was under maintenance at the time of study. Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5-9 30 250 100 2100 streams Remarks: i) Primary settling unit is performing badly as there is almost no change in sewage characterstics within this unit. and the rest is bypassed. : 20 HP each * at MLVSS=0. hourly flowrate may be regulated to improve their efficiency if total flow reaching STP per day is less than full design flow.05.: 170 x 88 x 4. 119-174 mg/L MLSS. ii) Accumulated sludge from the ponds has never been cleaned since the plant was established in 1991.8 hr HRT 3 2 Secondary clarifier 2 nos.56 hr HRT.5 m SWD each Sludge thickeners 2 nos. iv) A lot of energy is being consumed in ASP unit to achieve a marginal reduction of BOD in this unit.3 m dia and 3. iii) Considering a little high SOR at full design flow on PSTs.5 m SWD each Aeration tank 91 x 15 x 3. VIP Road.84) is observed at design flow condition.3 m each Maturation pond 178 x 116 x 3.: 36 m dia and 3.2 69 194 165 458 After Primary clarifier-1 7.5 m(?) SWD 10-15day HRT (will depend on sludge qty) Sludge centrifuge 3 nos. vi) Gas digestors have never been used as the solids content of sewage is very less.79 8 49 16 464 3x10 Standards for discharge in 5.8 m /m /d SOR. Average flow reaching STP: 10 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Anaerobic pond 106 x 50 x 4.5 m SWD each Primary sludge digester 15.5 m(?) SWD 20-25day HRT (will depend on sludge qty) Sec.04) Design capacity of STP: 10 ML/d.05. v) Abnormally high F/M (2. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 29 56 59 525 After Anaerobic pond After Facultative pond-1 18 47 33 483 After Facultative pond-2 7 14 18 466 5 After Maturation pond 4 11 BDL 443 3x10 Standards for discharge in 5. Kakinara. It is required that under existing conditions of low strength sewage. Average flow reaching STP: 25-45 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Grit channel Primary clarifiers 2 nos.5 mg/L (observed average BOD after primary treatment) Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 26.5 m dia and 3.5 m with 14 aerators of 25 HP each HRT/SOR/Loading 40.8 m Facultative ponds 2 in parallel 2 nos.9 m HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.: 15.72 9 54 21 414 After Secondary clarifier-2 7. West Bengal (24. Madrail.06 hr HRT -1 2. Bangur.15 37 101 70 449 After Secondary clarifier-1 7. . Bhatpar. a minimum number of aerators may be aerators may be operated. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7. 10 MLD STP Bhatpara.7 9 53 15 440 5 Final outlet of STP 7. 3.8 x 147 mg/L(observed average MLSS) and BOD=35. West Bengal (24.12 34 103 60 448 After Primary clarifier-2 7. Even the raw sewage quality is meeting the discharge standards. ii) Plant is able to acheve standards because very low strength sewage is being received.sludge digester+gas holder 24 m dia and 3.84 d F/M* .3 m dia and 3.04) Design capacity of STP: 18 ML/d. (?) d SRT 3 2 22.5-9 30 250 100 2100 streams Remarks: i) Plant receives very low strength sewage because most of the sewage connected is first treated in septic tanks. Even at half the design flow F/M will be very high. Kolkata. 2.Performance of STPs in West Bengal 45 MLD STP Cossipore-Chitpore.5-9 30 250 100 2100 streams Remarks: i) Sewage flow reaching STP varied between 25-45 MLD. 2.1 m /m /d SOR. : 240 m each 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.4x10 2100 8 TDS Fecal Colliform Total Coliform AmmN PO4-P in 5.05. MLSS: 352 mg/L Reported HRT 2.5-9 30 250 100 2100 streams Remarks: i) Plant is able to acheve standards because very low strength sewage is being received. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 60 127 168 After Primary clarifier 6 After Secondary clarifier 23 58 51 1x10 Standards for discharge in 5. ii) A lot of energy is being consumed in ASP unit to achieve a marginal reduction of BOD in this unit.5-9 Remarks: i) ii) iii) Plant is not able to acheve standards. 10 MLD STP Bhatpara (new). Bhatpara. .10 MLD STP Bhatpara (Old). It is required that under existing conditions of low strength sewage. Jagaddal. West Bengal (24.. Reasons for poor performance of STP need to be investigated and plant needs to be operated properly to achieve the standards.04) Design capacity of STP: 10 ML/d. iii) Gas digestors have never been used.36 hr Reported HRT 5.94 hr 8 aerators of 10 HP each Two 2 24 nos. a minimum number of aerators may be aerators may be operated.61 hr. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifier Aeration tank Secondary clarifier Sludge thickeners Primary sludge digester Sec. as the solids content of sewage is very less.04) Design capacity of STP: 10 ML/d.sludge digester Sludge drying beds Number/Size HRT/SOR/Loading Reported HRT 2.36 hr Reported HRT 5. Gas digestors have never been used.94 hr 8 aerators of 10 HP each 24 nos. Jagaddal. West Bengal (24.sludge digester Sludge drying beds Number/Size HRT/SOR/Loading Reported HRT 2. Average flow reaching STP: 11 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifier Aeration tank Secondary clarifier Sludge thickeners Primary sludge digester Sec.61 hr. Bhatpara. and Colliform in MPN/100 mL): Sample point Raw sewage After Primary clarifier After Secondary clarifier Standards for discharge streams pH BOD 179 54 30 COD 466 141 250 TSS 442 72 100 1. MLSS: 352 mg/L Reported HRT 2.05.: 240 m each Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. 07 hr HRT.8 Hectare area. additional PST mayt be added to the scheme.4 m /m /d SOR for circular clarifiers 3 2 1 no.1 MLD STP Titagarh. Each 3. iii) About 90% of the treated sewage is used for irrigation 14. ii) Separate flow measurement after distribution box of ASP plant and Oxidation pond is not possible. West Bengal (27.45 m SWD 64. Dumping Ground.8 Hectare area. Average flow reaching STP: 12 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit chamber Anaerobic pond 2 in parallel Facultative ponds 3 in parallel Maturation pond 2 in parallel Number/Size 0. Dangapara.5-9 30 250 100 2100 streams Remarks: i) Plant is able to acheve standards because very low strength sewage is being received.47 96 303 249 698 After Primary clarifier 7.5 MLD STP Titagarh.: 40 x 35 m * at MLVSS=0.15 m /m /d SOR for rectangular settling tank Sludge lagoon/ponds 2 nos.05.6 15 104 53 640 After Secondary clarifier-2 7.16 m /m /d SOR -1 3 nos. 1 m depth HRT/SOR/Loading Reported HRT: 1 d Reported HRT: 4 d Reported HRT: 4 d . Bandipur Gram Panchayat. West Bengal (27. Rahra.: 55 x 40 m each and 1 : . 2.5 m HRT/SOR/Loading 2 day HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.3 x 3. Dangapara.04) Design capacity of STP: 14.5 m depth 4. iii) Abnormally high F/M (1. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7.5 12 95 47 598 After Secondary clarifier-3 7. 1.05.65 11 84 36 577 6 Final outlet of STP 12 95 42 652 5x10 Standards for discharge in 5.: 7.5 HP each (?) d SRT 3 2 Secondary clarifier 2 nos.56) is observed at full design flow condition iv) About 90% of the treated sewage is used for irrigation 4. having 2 aerators of 7.5 m depth 4.3 x 3. Titagarh. Dumping Ground.3 x 7.02 91 289 153 596 After Secondary clarifier-1 7.5-9 30 250 100 2100 streams Remarks: i) Plant is able to acheve standards because very low strength sewage is being received.: 7. 394-746 mg/L MLSS.5 ML/d.54 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Oxidation pond-single stage 90 x 55 x 1. West Bengal (27. ii) Considering a very high SOR at full design flow on PST.05.1 ML/d.8 x 570 mg/L(observed average MLSS) and BOD=91 mg/L (observed BOD after primary treatment) Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Rahra.4.54 ML/d.45 m dia and 8.45 m SWD each 21.04) Design capacity of STP: 4. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 96 303 249 698 7 After Oxidation pond 22 113 54 617 5x10 Standards for discharge in 5.7 Hectare area.: 9. Average flow reaching STP: 4-4.6 SWD 28. 1.54 MLD STP Titagarh.04) Design capacity of STP: 4.6 m each.5 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifier Aeration tanks 3 in parallel Number/Size 3 2 HRT/SOR/Loading 9.45 m dia and 8.3 x 7. Average flow reaching STP: 4-4.56 d F/M*. 05.48 8. Anaerobic ponds were filled with accumulated sludge. Panihati.2 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit chamber Anaerobic pond 3 in parallel Facultative ponds 3 in parallel Maturation pond 2 in parallel Number/Size HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.97 in 5.3x10 3 .5-9 2.92 7. Accumulated sludge from the ponds has never been cleaned since the plant was established in 1993. West Bengal (27. Bunds between the ponds have been damaged at few places and need repair. Natagarh Gram Panchayat.5-9 30 BOD 94 91 107 5 14 4 6 5 COD 303 281 947 89 82 72 41 57 250 TSS 284 82 963 72 31 32 15 24 100 TDS 584 594 571 548 529 510 388 449 2100 Fecal Colliform Total Coliform AmmN PO4-P 3x10 4 1. Bunds between the ponds have been damaged at few places and need repair. pH 7.4 8.04) Design capacity of STP: 12 ML/d. Accumulated sludge from the ponds has never been cleaned since the plant was established.94 8.4x10 4 12 MLD STP Panihati.57 8.7x10 4 2. Average flow reaching STP: 4. pH 7. and Colliform in MPN/100 mL): Sample point Raw sewage After Anaerobic pond-1 After Anaerobic pond-2 After Facultative pond-1 After Facultative pond-2 After Maturation pond -1 After Maturation pond -2 Final outlet (average) Standards for discharge streams Remarks: i) ii) iii) Plant receives very low strength sewage and treated sewage quality is meeting the discharge standards.47 in 5.17 BOD 93 39 33 29 29 33 36 20 30 COD 315 122 110 99 106 122 133 72 250 TSS 441 122 110 107 70 56 60 55 100 TDS 625 604 648 681 575 540 619 602 2100 Fecal Colliform Total Coliform AmmN PO4-P 8.37 6. and Colliform in MPN/100 mL): Sample point Raw sewage After Anaerobic pond-1 After Anaerobic pond-2 After Anaerobic pond-3 After Facultative pond-1 After Facultative pond-2 After Facultative pond-3 After Maturation ponds (combined) Standards for discharge streams Remarks: i) ii) iii) Plant receives very less flow as compared to its capacity and the treated sewage quality is meeting the discharge standards. 1.9 15 68 64 362 After Facultative pond-2 7.3 m dia and 3.80 17 50 86 416 After Anaerobic pond-2 7.9 115 297 221 494 After Primary clarifier-1 6.5 m dia and 3.38 acre each.: 5 m /hr capacity * at MLVSS=0.5 depth Maturation pond 2 in parallel 2 nos.70 34 103 35 285 After Facultative pond-1 7.: 14.26 acre each. Garden Reach. 224-730 mg/L MLSS. Average flow reaching STP: 30-38 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifiers Aeration tanks 2 in parallel Number/Size 3 2 HRT/SOR/Loading 2 nos. Each 5 hr HRT.5m SWD each 21.5 ML/d.54 d F/M*. Reasons for high TSS need to be investigated and rectified. iv) Gas digestors have never been used. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Anaerobic pond 2 in parallel 2 nos.5 MLD STP Garden Reach & South Suburban. (?) having 2 aerators of 25 HP each and 6 d SRT aerators of 20 HP each 3 2 Secondary clarifiers 2 nos.7 m SWD each 14 hr HRT (will depend on sludge qty) 3 Sludge cntrifuge 3 nos.65 29 107 130 312 After Anaerobic pond-1 7.: 20.04) Design capacity of STP: 47.05 m each. South Suburban (East).: 50 x 25 x 4. 2 hr HRT -1 2 nos.: 15. use of aerators may be optimised to save energy.5 m dia and 7.: 29.4 m SWD each 16 hr HRT (will depend on sludge qty) Secondary sludge digesters 2 nos.: 5.98 35 127 57 289 After Secondary clarifier-1 7.06.47. Treated sewage quality is meeting the discharge standards except fro TSS. PO4-P .95 53 138 57 487 After Primary clarifier-2 6.45 HRT Sludge thickeners 2 nos.: 15. iii) Considering low influent BOD to aeration tank. ii) Reasons for poor performance of STP need to be investigated and plant needs to be operated properly to achieve the standards. West Bengal (27.05.86 20 68 124 737 4 After Maturation ponds 7.85 14 57 99 495 1.5 m SWD each 35. 3m depth Facultative ponds 2 in parallel 2 nos. 3. Bunds between the ponds have been damaged at few places and need repair.8 x 477 mg/L(observed average MLSS) and BOD=44 mg/L (observed average BOD after primary treatment) Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5 depth HRT/SOR/Loading 1 d HRT 4.61 19 101 62 358 7 Final outlet of STP 32 112 62 402 1.5 d HRT 3 d HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Accumulated sludge from the ponds has never been cleaned since the plant was established.04) Design capacity of STP: 30 ML/d. 0.: 37.7 m dia and 8. 30 MLD STP South Suburban (East) and Tollyganj-Jadavpur. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N Raw sewage 7. Kolkata.22 m /m /d SOR.2 m /m /d SOR. 1.6 21 101 55 390 After Secondary clarifier-2 7.7x10 Standards for discharge in 5.71 acre each.05 m SWD each Primary sludge digesters 2 nos. West Bengal (03.5-9 30 250 100 2100 streams Remarks: i) ii) iii) Plant receives very low strength sewage. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 6.: 15. Kolkata.7x10 (combined) Standards for discharge in 5.5-9 30 250 100 2100 streams Remarks: i) Plant is not able to acheve standards inspite of very low influent BOD level to activated sludge process.8 m dia and 3. 43 m media depth 46.5 m SWD 2 24nos: 562 m each 3 2 HRT/SOR/Loading 19.5-9 BOD 96 14 14 7 30 COD 285 39 39 21 250 TSS 464 23 20 11 100 TDS 481 501 511 1.2 9 25 18 457 5 Final outlet 8. 6.1 7.7 x 8 x 0. Khalisani.: 15.5 m dia and 1.7 m dia and 8.45 MLD STP Howrah. Average flow reaching STP: 15 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifier Trickling filter Secondary clarifier Primary sludge digester Secondary sludge digester Sludge drying beds Number/Size 34.5 m dia and 3 m SWD 24. 4.04) Design capacity of STP: 45 ML/d.7 m SWD each 24nos.: 31. Treated sewage quality is meeting the discharge standards Gas digestors were being used but no gas production was observed. West Bengal (07.1x10 2100 6 Fecal Colliform Total Coliform AmmN PO4-P 18.5-9 30 250 100 2100 streams Remarks: i) ii) Plant receives very low strength sewage. . Chandannagore.18 hr HRT 10. Treated sewage quality is meeting the discharge standards Gas digestors have never been used because of low strength of waste and low solids content. Howrah.5 m SWD 24.04) Design capacity of STP: 18.54 m /m /d SOR.7 7.16 ML/d.4 m SWD each 2 nos.15 in 5.73hr HRT 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifiers Trickling filters 2 in parallel Secondary clarifiers Primary sludge digesters Secondary sludge digesters Sludge drying beds Number/Size 2 nos 2 nos 2 nos 2 nos.54 9 28 31 474 After Primary clarifier 7. pH 6.16 MLD STPChandannagore.69 m /m /d SOR.65 8 25 20 447 After Trickling filter 8. and Colliform in MPN/100 mL): Sample point Raw sewage After Primary clarifier-1 After Primary clarifier-2 Final outlet of STP Standards for discharge streams Remarks: i) ii) Plant receives very low strength sewage.4 m dia and 3. Arupara. West Bengal (07.06. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 7.5 m dia and 7.: 15.06.4 5 m each HRT/SOR/Loading 16 hr HRT (will depend on sludge qty) 14 hr HRT (will depend on sludge qty) Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.4 m SWD 47.1 5 14 9 438 9x10 Standards for discharge in 5.8 m dia and 7.8 m dia and 7. 7x10 (combined) Standards for discharge in 5.89 24 68 49 564 4 Final outlet of STP 7. Treated sewage quality is meeting the discharge standards Trickling filter was found submerged due to clogging of pores and therefore trickling filter was operating under anaerobic conditions.06.85 26 85 121 555 After Secondary clarifier-2 6.5 x 39.: 66.05 37 92 172 After Anaerobic pond-2 7. 6 MLD STP Kalyani.44 m SWD Sludge ponds 2 nos.18 hr HRT 10. Treated sewage quality is meeting the discharge.4 38 126 266 706 781 After Anaerobic pond-1 7.2x10 Standards for discharge in 5. West Bengal (10.5 m each Maturation pond 4 in parallel 4 nos. Average flow reaching STP: 3 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Grit channel Primary clarifier 24.04) Design capacity of STP: 11 ML/d.27 m SWD and 19. Block B2 & B3 Kalyani.5-9 30 250 100 2100 streams Remarks: i) ii) iii) iv) v) Plant receives very low strength sewage.4 38 126 266 706 After Primary clarifier 6. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N Raw sewage 6.8 x2m Sludge drying beds 20 nos.8 36 126 165 558 After Secondary clarifier-1 6. Industrial effluent mixed acidic sewage from Kalyani Silpanchal Area causes frequent corrosion of sewers. 4.02 23 85 87 540 2.1 m dia and 2.06.: 150 x 64 x 1.: 18.7 21 68 35 468 After Facultative pond-2 7. West Bengal (10.11 MLD STP Kalyani. PO4P . Water hyacinth was present in abundance in anaerobic ponds.5-9 30 250 100 2100 streams Remarks: i) ii) iii) Plant receives very low strength sewage. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmPO4-P Colliform Coliform N Raw sewage 6.5 x 40.9 17 55 58 394 1.3 m dia and 2. 6.1 21 82 152 716 After Facultative pond-1 7. Average flow reaching STP: 4.: 30 x 8 m each HRT/SOR/Loading 19.6 40 130 146 560 After Trickling filter 6.: 52 x 26 x 2 m each Facultative ponds 2 in parallel 2 nos.1 12 38 36 599 3 After Maturation ponds 7. Bluegreen algae were seen in some portion of one of the facultative ponds.73hr HRT 3 2 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.04) Design capacity of STP: 6 ML/d.69 m /m /d SOR. Dead fish were also observed in the facultative ponds. There is no flow measurement facility and flow distribution is also uneven. Block B2 & B3 Kalyani.7 x 2 m and 66.2 m dia and 5 m SWD Trickling filter 35 m dia and 1 m media depth Secondary clarifiers 2 nos.: 156 x 52 x 1 m each HRT/SOR/Loading 1 d HRT 5 d HRT 4 d HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size Anaerobic pond 2 in parallel 2 nos. Algae and fish were observed in abundance in maturation ponds.54 m /m /d SOR. Treated sewage quality is meeting the discharge standards One Trickling filter unit was found completly damaged due to break down of shaft and bearings and it was under maintenance.62 hr HRT 24 m /m /d SOR (provided flow is distributed proportionate to the surface areas of two clarifiers) 3 2 20 nos.04) Design capacity of STP: 18.6 5.24 m dia and 2.06. and Colliform in MPN/100 mL): Sample point Raw sewage After Primary clarifier-1 After Primary clarifier-2 After Trickling filter After Secondary clarifier/Final outlet Standards for discharge in streams Remarks: i) ii) Plant receives very low strength sewage.: 34 m dia and 3 m SWD each 2 nos.4 m each Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.3 7.95 BOD 52 27 12 12 8 30 COD 113 71 38 38 57 250 TSS 90 53 13 13 13 100 TDS 474 349 6 Fecal Colliform Total Coliform AmmN PO4-P 7.04) Design capacity of STP: 40 ML/d.: 16.4 m dia and 3.9 ML/d. pH 7. Baranagar. Average flow reaching STP: 25 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifiers Trickling filters Secondary clarifiers Sludge thickeners Primary sludge digesters Secondary sludge digesters Number/Size 2 nos.: 26. pH 6.5-9 359 2100 3x10 .: 30.: 11.45 m SWD each 2 nos.: 34.2 m dia and 3. and Colliform in MPN/100 mL): Sample point Raw sewage After Primary clarifier-1 After Secondary clarifier-1 After Secondary clarifier-2 Final outlet Standards for discharge in streams Remarks: i) ii) iii) Plant receives very low strength sewage.8 m dia and 6.: 11 m dia and 7.1 m /m /d SOR.1 6. Mathkol.03 m /m /d SOR.: 24.95 7.5 m SWD each 3 2 HRT/SOR/Loading 37.7 x 8 x 0. Treated sewage quality is meeting the discharge standards The treated sewage was slightly red in colour due to probabily to mixing of some cottage dying industry.: 31. Serampore.25 m dia and 3 m SWD each 3 2 HRT/SOR/Loading 20. West Bengal (14.26 hr HRT 22. Jannagar Road.6 m dia and 2 m media depth 2 nos.21 m /m /d SOR. 3.40 MLD STP Baranagar Kamarhati. Near Belgachia Metro Car Shed. 3. uneven distribution of wastewater and non-uniform growth of biomass over the media bed and shortcircuiting of wastewater were observed.4 5.: 11.25 m dia and 3 m SWD each 2 nos.5-9 BOD 54 31 19 13 11 30 COD 189 108 102 89 59 250 TSS 170 42 27 32 17 100 TDS 307 544 255 540 551 2100 Fecal Colliform Total Coliform AmmN PO4-P 5x10 6 18.27 hr HRT 20-25 d HRT 10-15 d HRT 3 2 Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.99 6. Owing to clogging of orifice of trickling filter. Average flow reaching STP: 10 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit channel Primary clarifiers Trickling filter Secondary clarifiers Sludge thickeners Primary sludge digesters Secondary sludge digesters Sludge drying beds Number/Size 2 nos.05 m SWD each 2 nos. West Bengal (14.5 m SWD 2 nos.06. 2.9 MLD STP Serampore.5 m SWD each 2 nos.48 m dia and 3 m SWD and 15. 37 m area HRT/SOR/Loading 1 d HRT 5 d HRT 4 d HRT Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH.5 m each 2 nos.06. There are three nearby drains that presently discharge sewage into three different Beels (Ponds). West Bengal (17.7x10 4 in Treated sewage quality is meeting the discharge. Average flow reaching STP: 4. 3. Average flow reaching STP: ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Number/Size 2 Anaerobic pond 3462. Barmuri drain that carries about 70% sewage discharges into Bishnupur Beel. West Bengal (17. PO4P .8 d HRT HRT/SOR/Loading Results of analysis of composite samples after different stages of treatment (All values in mg/L except pH. Water hyacinth was present in abundance in anaerobic ponds.: 165 x 85 x 1.5-9 30 250 100 2100 streams Remarks: i) ii) Plant does not receives sewage due to failure of civil structure near main pumping station.5 ML/d Unit sizes and loading on main treatment units at full load condition: Treatment unit Grit chamber Anaerobic pond 2 in parallel Facultative ponds 2 in parallel Maturation pond 2 in series Number/Size 2 nos.04) Design capacity of STP: 10 ML/d.04) Design capacity of STP: 3. No flow at outlet of one facultative pond was observed indicating high ground seepage from the pond. Gorabazar drain discharges sewage into Chaltia Beel. Accumulated sludge has never been cleaned since establishment of the STP.7 MLD STP Behrampore.5 d HRT 9 d HRT 7.10 100 213 74 687 After Anaerobic pond-1 After Anaerobic pond-2 After Facultative pond-1 After Facultative pond-2 After Maturation ponds (combined) Standards for discharge in 5. Interception-Diversion Treatment Scheme. which occurred within a fortnight time of its commissioning in 1994.05 93 276 130 883 Raw sewage-Gorabazar drain 7. and Colliform in MPN/100 mL): Sample point Raw sewage After Anaerobic pond-1 After Anaerobic pond-2 After Facultative pond-1 After Maturation ponds Standards for discharge streams Remarks: i) ii) iii) pH 6. and Colliform in MPN/100 mL): Sample point pH BOD COD TSS TDS Fecal Total AmmColliform Coliform N Raw sewage-Baramuri drain 7.7 m area 2 Facultative pond 28323.: 215 x 55 x 1.7 ML/d. namely. Bhanderdah Beel and thereafter the sewage is discharged into River Pagla Chandi.95 7. Behrampore.5 m each 3.5-9 BOD 154 42 44 32 12 30 COD 286 112 109 155 99 250 TSS 86 26 26 69 18 100 TDS 809 599 607 620 622 2100 Fecal Colliform Total Coliform AmmN PO4P 1.15 8.45 m area 2 Maturation pond 69129.0 82 263 131 722 Raw sewage-Saidabad drain 7.06.10 MLD STP Nabadwip. and Saidabad drain discharges sewage into Chatra Beel. The three Beels meet another biger Beel.10 7.: 75 x 50 x 2 m each 2 nos.5 5.