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URBAN DEVELOPMENT DEPARTMENT GOVERNMENT OF HIMACHAL PRADESH
SHIMLA JAL PRABANDHAN NIGAM LIMITED, MCS, SHIMLA.
PROJECT DEVELOPMENT AND MANAGEMENT CONSULTANT (PDMC) FOR ATALMISSION FOR REJUVENATION AND URBAN TRANSFORMATION (AMRUT), SHIMLA
Detailed Project Report on Newly Proposed Sewage Treatment Plant of 1.5 MLD capacity on Sequential
Batch Reactor (SBR) Technology at Dhalli for Shimla Jal Prabandhan Nigam Limited, MCS, Shimla.
(Report and Estimation)
October 2019
[
TATA CONSULTING
ENGINEERS LIMITED
Document No. – TCE.10556A-CH-2001-DP-20001
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page II
REVISION STATUS
REV. NO.
DATE DESCRIPTION
P0 04-12-2017 Submission for Review
R0 21-01-2018 Revised as per client’s comments for Technical sanction
R1 12-03-2018 Revised as per STAC comments for Technical sanction
R2 09.04.2019 Revised as per BOD Committee Meeting
R3 10.10.2019 Revised as per Updated Sewage Generation Capacity
R3 10.10.2019 RS Mr. Pranab Dasgupta Mr. Anuj Singh
R2 09-04-2019 RS Mr. Pranab Dasgupta Mr. Anuj Singh
R1 12-03-2018 MS/SP/SK/DP/DY Mr. Rahul Shinde Mr. Anuj Singh
R0 21-01-2018 MS/SP/SK/DP/DY Mr. Rahul Shinde Mr. Anuj Singh
P0 04-12-2017 MS/SP/SK/DP/DY Mr. Rahul Shinde Mr. Anuj Singh
TCE MS/SP/SK/DP/DY RS/PDG AS
REV. NO.
DATE PREPARED BY CHECKED BY APPROVED BY
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page III
CONTENTS
LIST OF TABLES ....................................................................................................................... VI
LIST OF FIGURES .................................................................................................................. VIII
EXECUTIVE SUMMARY ...................................................................................................... XIII
1 DESIGN ADEQUACY REPORT ..................................................................... XIX
1.1 OBSERVATIONS ON DESIGN CRITERIA OF EXISTING STP AT DHALLI ...... XIX
2 INTRODUCTION ............................................................................................... 25
2.1 INTRODUCTION ........................................................................................................... 25
2.2 GENERAL INFORMATION ABOUT THE CITY ........................................................ 29
3 EXISTING SEWERAGE, SEWAGE TREATMENT AND DISPOSAL FACILITIES
31
3.1 EXISTING SEWERAGE SYSTEM................................................................................ 31
3.2 EXISTING SEWERAGE ZONES .................................................................................. 31
3.3 EXISTING STP CAPACITIES AND PROCESS TECHNOLOGY ............................... 32
3.4 EXISTING SEWAGE TREATMENT UNITS IN DHALLI .......................................... 33
4 DESIGN PARAMETERS, POPULATION PROJECTIONS & WATER DEMAND
34
5 SYSTEM PLANNING CRITERIA ...................................................................... 46
5.1 INTRODUCTION ........................................................................................................... 46
5.2 WATER DEMAND ......................................................................................................... 46
5.3 CHARACTERISTICS OF SEWAGE ............................................................................. 46
5.4 SEWAGE TREATMENT PLANT .................................................................................. 47
5.5 GUIDELINES TO BE FOLLOWED FOR STP DESIGN .............................................. 47
6 SEWAGE TREATMENT TECHNOLOGIES ...................................................... 56
6.1 SEWAGE TREATMENT ................................................................................................ 56
6.2 REVIEW OF VARIOUS TECHNOLOGIES FOR SEWAGE TREATMENT .............. 57
6.3 SELECTION OF APPROPRIATE SEWAGE TREATMENT TECHNOLOGIES ....... 63
6.4 RECYCLE SYSTEM FOR PROCESS WASTEWATER .............................................. 63
6.5 RECYCLING AND REUSE OF TREATED EFFLUENT ............................................. 64
6.6 CONCLUSION AND RECOMMENDATION ............................................................... 71
7 PROPOSED SYSTEM ...................................................................................... 72
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page IV
7.1 INTRODUCTION ........................................................................................................... 72
7.2 STP CAPACITIES - CALCULATION ........................................................................... 72
7.3 EXISTING /PROPOSED STP ......................................................................................... 73
7.4 INFLUENT AND EFFLUENT CHARACTERISTICS OF STP .................................... 74
7.5 PRELIMINARY DESIGN OF STP (SBR TREATMENT) ............................................ 75
7.6 EFFLUENT DISPOSAL ................................................................................................. 82
7.7 UTILITIES IN PROPOSED STP .................................................................................... 82
7.8 SLUDGE TREATMENT................................................................................................. 84
7.9 BENEFITS OF THE PROJECT ...................................................................................... 84
7.10 SUMMARY OF PROPOSED WORKS FOR STP OF 1.5 MLD CAPACITY .............. 84
7.11 SERVICE LEVEL BENCH MARK – PROPOSED ....................................................... 85
8 EXISTING SEWAGE TREATMENT PLANT DETAILS ..................................... 86
8.1 SEWAGE CHARACTERISTICS OF EXISTING PLANT: ........................................... 86
8.2 EXISTING TREATMENT SCHEME ............................................................................. 86
9 COST ESTIMATE ............................................................................................. 88
9.1 GENERAL ....................................................................................................................... 88
9.2 RATE ANALYSIS FOR CONSTRUCTION OF NEW STP COMPLETE IN ALL
RESPECT. ................................................................................................................................... 88
10 IMPLEMENTATION SCHEDULE ...................................................................... 93
10.1 GENERAL ....................................................................................................................... 93
10.2 TOTAL COST OF THE PROJECT ................................................................................ 93
10.3 CONTRACT PACKAGING ........................................................................................... 93
10.4 CONTRACT APPROACH .............................................................................................. 93
10.5 CONDITIONS OF CONTRACT .................................................................................... 94
10.6 IMPLEMENTATION SCHEDULE ................................................................................ 94
11 OPERATION AND MAINTENANCE ................................................................. 95
11.1 GENERAL ....................................................................................................................... 95
11.2 BASIS FOR OPERATIONAL AND MAINTENANCE COST ..................................... 95
12 ENVIRONMENTAL MANAGEMENT PLAN.................................................... 104
12.1 INTRODUCTION ......................................................................................................... 104
12.2 LEGAL AND REGULATORY FRAME WORKS ...................................................... 104
12.3 LOCAL REGULATORY FRAMEWORK ................................................................... 104
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page V
12.4 IMPACTS DURING CONSTRUCTION ...................................................................... 104
12.5 IMPACTS DURING OPERATION .............................................................................. 106
12.6 MITIGATION MEASURES ......................................................................................... 106
12.7 SOCIO ECONOMIC IMPACTS OF THE PROPOSED PROJECT ............................. 107
12.8 POTENTIAL ENVIRONMENTAL IMPACT MATRIX ............................................. 108
12.9 CONCLUSION .............................................................................................................. 115
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page VI
LIST OF TABLES
Table 1-1 Existing projected sewage generation for 2016 & 2031 as per previous M/s
AIC Watson DPR......................................................................................................... XIX
Table 1-2 Report on Design and Process Adequacy of STP’s In Shimla (Source: SMC-
Shimla) ........................................................................................................................ XXI
Table 3-1 Existing STP Capacities and Process Technology ....................................... 32
Table 4-1 Decadal population details of Shimla Planning area .................................... 35
Table 4-2 Increase in Population for Shimla Planning area .......................................... 36
Table 4-3 Summary of population projections .............................................................. 37
Table 4-4 Different projection methods ........................................................................ 37
Table 4-5 Summary of Floating population projections ............................................... 38
Table 4-6 Summary of Floating population projections ................................................ 38
Table 4-7 Population Density Pattern ........................................................................... 39
Table 4-8 Ward Wise Population Projections – Shimla Project Area(SPA) .................. 41
Table 4-9 Population (Souls) ........................................................................................ 43
Table 4-10 Floating Population .................................................................................... 43
Table 4-11 Sewage generation for Year 2020 .............................................................. 43
Table 4-12 Sewage generation for Year 2035 .............................................................. 44
Table 4-13 Sewage generation for Year 2050 .............................................................. 44
Table 5-1 Unit Water demand norms ........................................................................... 46
Table 5-2 Characteristics of Raw Sewage ................................................................... 47
Table 5-3 Process Technology Feasibility .................................................................... 48
Table 5-4 Effluent Discharged Standards for Sewage Treatment Plant ....................... 52
Table 5-5 Recommended Guidelines for Treated Sewage if Discharged into Surface
Water after Tertiary Treatment ..................................................................................... 53
Table 5-6 Standards for disposing sewage into Inland Surface Water, Public Sewers &
for Landscape Irrigation ................................................................................................ 53
Table 5-7 Treated sewage discharge into surface water which after some travel may
join a drinking water source to be used as source of supply for drinking. (Source:
CPHEEO Manual 2013) ............................................................................................... 55
Table 6-1 Recommended norms of treated sewage quality for specified activities at
point of use ................................................................................................................... 65
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page VII
Table 6-2 Pros and Cons for each of the Treatment Processes ................................... 66
Table 6-3 Comparison for different processes for 1.5 MLD capacity STP .................... 68
Table 7-1 Summary of STP capacity required .............................................................. 72
Table 7-2 Characteristics of Raw Sewage to be considered for design ....................... 74
Table 7-3 Standards for treated effluent of Sewage Treatment Plants ......................... 75
Table 7-4 Effect of Chlorine at Various Concentrations (clause 4.1.3) ......................... 79
Table 8-1 Cost Estimate ............................................................................................... 89
Table 8-2 Cost Comparison Of Quotations .................................................................. 92
Table 10-1 O&M Calculation Approach ........................................................................ 95
Table 10-2 O&M Charges for 1.5 MLD STP based on SBR Technology at Dhalli ....... 96
Table 10-3 Annual Maintenance and Repair Charges ( Lakhs) for 1.5 MLD ................ 97
Table 10-4 Operation and Maintenance Staff for STP – (Annual Costing) ................... 98
Table 10-5 Annual Incremental cost of Operation and Maintenance for STP ............... 98
Table 11-1 Potential Environmental Impact Matrix ..................................................... 110
Table 11-2 Summary of Environmental Management Plan ........................................ 111
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page VIII
LIST OF FIGURES
Figure 4-1 Density of wards of SPA for the year 2020 ................................................. 40
Figure 6-1 Schematic Flow Diagram of typical Sewage Treatment Plant ..................... 56
Figure 6-2 Processes followed in Sewage Treatment Plant ......................................... 57
Figure 6-3 Schematic for Extended Aeration Process .................................................. 58
Figure 6-4 Schematic for MBBR ................................................................................... 59
Figure 6-5 Schematic for Sequential Batch Reactor .................................................... 60
Figure 6-6: Schematic for Membrane Bio-Reactor ....................................................... 62
Figure 6-7 Schematic Flow diagram of MBR Technology ............................................ 62
Figure 7-1 Existing /Proposed STP location for 1.5 MLD STP (Dhalli) ......................... 73
Figure 7-2 Rapid Gravity Sand Filter ............................................................................ 82
Annexure- 1: Quotations for SBR
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page IX
LIST OF DRAWINGS
SN Description Drawing No.
1 Survey Drawing of Existing STP Site TCE.10556A-CV-3005-LM-30011
2 Layout of Proposed 1.5 MLD Capacity STP
TCE.10556A-CH-2032-SL-20001
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page X
ABBREVIATION
AMRUT : Atal Mission for Rejuvenation and Urban Transformation
SMC : Shimla Municipal Corporation
ASP : Activated Sludge Process
BOD : Biochemical Oxygen Demand
BR : Bio Reactor
COD : Chemical Oxygen Demand
CPCB : Central Pollution Control Board
CPHEEO : Central Public Health and Environmental Engineering Organization
CSBT : Camus Soil Bio technology
CT : Collection Tank
DB : Decibel
DG : Diesel Generator
DPR : Detailed Project Report
EA : Extended Aeration
EPC : Engineering Procurement Company
F/M : Food to Microorganism Ratio
GOI : Government of India
HR : Hour
Km : Kilo Meter
kW : Kilo Watt
LCB : Local Competitive Bidding
LPCD : Liters Per Capita Per Day
LT : Long Term
MBBR : Moving Bed Bio-film Reactor
MF : Membrane Filtration
MLD : Million Liters Per Day
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XI
MoU : Memorandum of Understanding
MoUD : Ministry of Urban Development
MPN : Most Probable Number
NBP : Non Biophysical Components
O &M : Operation and Maintenance
PDMC : Project Development and Management consultants
PLC : Programmable Logic Controller
PPM : Parts Per Million
RAS : Return Activated Sludge
RO : Reverse Osmosis
SAS : Surplus activated sludge
SBR : Sequencing Batch Reactor
SBT : Soil Biotechnology
SCADA : Supervisory Control And Data Acquisition
SLB : Service Level Bench Marking
SOR : Schedule of Rates
SPCB : State Pollution Control Board
SRT : Solid Retention Time
SS : Suspended Solids
ST : Short Term
STP : Sewage Treatment Plant
TSS : Total Suspended Solids
UF : Ultra filtration
ULB : Urban Local Body
UT : Urban Transportation
WAS : Waste Activated Sludge
WSP : Waste Stabilization Pond
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XII
DEFINITIONS
Suggest presenting a list of abbreviations and acronyms used
Effluent: The wastewater that flows out of a treatment system (in this case septic tank)
or supernatant liquid discharged from the septic tank.
Pit Latrine: Latrine with a pit for collection and decomposition of excreta and from
which liquid infiltrates into the surrounding soil.
Pour-flush Latrine: Latrine that depends for its operation of small quantities of water,
poured from a container by hand, to flush away feces from the point of defecation.
Septic Tank: An underground tank that treats wastewater by a combination of solids
settling and anaerobic digestion. The effluents may be discharged into soak pits or
small-bore sewers, and the solids have to be pumped out periodically.
Sludge: Sludge is the settled solid matter in semi-solid condition – it is usually a
mixture of solids and water deposited on the bottom of septic tanks, ponds, etc. The
term sewage sludge is generally used to describe residuals from centralized
wastewater treatment, while the term Septage is used to describe the residuals from
septic tanks.
Faecal sludge: Faecal sludge is the solid or settled contents of pit latrines and septic
tanks. Faecal sludge differs from sludge produced in municipal wastewater treatment
plants. Faecal sludge characteristics can differ widely from household to household,
from city to city, and from country to country. The physical, chemical and biological
qualities of faecal sludge are influenced by the duration of storage, temperature,
intrusion of groundwater or surface water in septic tanks or pits, performance of septic
tanks, and tank emptying technology and pattern.
Septage: Faecal sludge produced in septic tanks.
Sullage: Domestic dirty water not containing excreta. Sullage is also called grey water.
Scum: Scum is the extraneous or impure matter like oil, hair, grease and other light
material that floats at the surface of the liquid, while the digested sludge is stored at the
bottom of the septic tank.
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XIII
EXECUTIVE SUMMARY
In order to rejuvenate and transform Urban India, the Ministry of Urban Development,
Government of India has rolled out the flagship mission of Atal Mission for Rejuvenation
and Urban Transformation (AMRUT). Accordingly, Tata Consulting Engineers Ltd
(PDMC) has been engaged by SMC to execute the projects for and on behalf of the
Municipality as per the guidelines of AMRUT.
The cost of various components of the Newly Proposed Dhalli STP of 1.5 MLD capacity
with modern technology based on SBR within the same area of existing Sewage
Treatment Plant, project is worked out to be 10.74 Crores (Capex and Opex Cost)
including taxes. The cost estimate is prepared for the financial year 2019-2020. Out
of this for construction of New STP of 1.5 MLD based on SBR technology is Rs.
7.08 Crores & For Operation and Maintenance of the New STP of 1.5 MLD for 7
years duration is Rs. 3.66 Cr.
This estimated cost will be met through the funds allocations as indicated below.
SAAP 2017-18 : 47.82 Cr.
The basic objective of the assignment is to provide direct assistance to SMC/ Urban
Development Department of the State to ensure the effective coordination and
implementation of the program.
Sewage systems are normally designed to meet requirements over a period of 30 years
after its completion. By considering time lag between design and completion of the
project on field, the base year is considered as 2020, Prospective Year is 2035 &
Ultimate Year is 2050.
The details of the sewage generated are indicated below:
S.N. Area Year
2020 2035 2050
1 Dhalli population part 9156 15326 18871
Sewage Generation in MLD - (A) 0.99 1.66 2.04
Total Floating Population 960 1193 1338
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XIV
Sewage Generation in MLD - (B) 0.03 0.04 0.05
Sewage Generation in MLD - (A+ B) 1.02 1.7 2.09
Sewage Generation in MLD - (C) -100 bed Hospital @ 450 lpb
0.04 0.04 0.04
Sewage Generation in MLD - (A+ B +C) 1.06 1.73 2.12
Add 10% Infiltration in MLD 0.11 0.17 0.21
Total Sewage Generation in MLD 1.17 1.91 2.33
Newly Proposed Dhalli STP of 1.5 MLD Capacity with modern technology based on
SBR within the same area of existing Sewage Treatment Plant will be required to treat
sewage flow of year 2035. Retrofitting the existing plant & upgrading of the existing
plant to 2 MLD may not result in desired performance of the STP and may reduce the
performance of the existing plant. Hence under AMRUT scheme, newly proposed STP
of 1.5 MLD with modern Technology SBR is proposed to treat sewage flows,
additionally sewage treatment plant will be required to treat future sewage flows
generated from Dhalli area from time to time.
Also, under other Funds, required upgradation of existing Sewage treatment plant of
0.76 MLD is Proposed to treat 0.5 MLD left out Sewage. Hence by providing New STP
of 1.5 MLD & carrying Upgradation of Existing STP of 0.76 MLD (to Treat 0.5 MLD),
Sewage generation of 2.0 MLD up to Year 2035 shall be Treat.
Under AMRUT scheme, by adding New 1.5 MLD capacity STP is proposed, which can
treat sewage generated at year 2035 from mentioned zone in Dhalli area. An area
required for additional 1.5 MLD capacity and treatment is sufficient within the same
existing STP premises. Treated water from STP will be discharged to natural drain,
which will be finally utilized for irrigation purposes.
Various treatment processes like Extended Aeration, Moving Bed Bio-film Reactor
(MBBR), Sequencing Batch Reactor (SBR) and Membrane Bio Reactor are evaluated
in this report. It can be concluded that economical technology is SBR, which is the best
option for Sewage treatment plant considering the factors which may affect the
treatment process. Unit sizing of 1.5 MLD capacity SBR technology treatment plant is
carried out and no additional area is required apart from existing STP plot boundary.
However, it is advised to go for SBR technology so that selection can be made on
techno - commercial competitive approach for final bidder selection.
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XV
The dewatered sludge will have the solid concentration of 18 - 20%. The Dewatered
sludge cake further treated for pathogen reduction, so that it can be finally used as
manure.
The treatment is aimed at achieving the effluent parameters to meet the levels as
specified in the relevant norms. SBR process is selected for treatment of sewage.
Benefits of the Project
The benefits from this project are listed below:
• Prevention of ground water and soil pollution due to infiltration of untreated liquid
waste
• Prevention of discharge of untreated sewage into various surface water bodies in
and outside of the city.
• Improvement in environmental sanitation health and reduction in associated health
hazards within the project area
• Improvement in quality of life, human dignity and increased productivity.
Utilization of Existing STP of 0.76 MLD Capacities:
New proposed STP of 1.5 MLD will be in operation by considering time lag between
design and completion of the project on field is considered as 2020, till then existing
STP of 0.76 MLD will be in operation.
Currently required minor or major repair and maintenance works shall be carried out in
existing STP for smooth operation without failure of any particular part of the electro-
mechanical equipments.
In existing STP, pumping machinery and mechanical equipments was designed for 15
years and was installed in the year 2001 to 2006 hence the working life of the
mechanical equipment’s is going over. Hence maintenance of existing electro-
mechanical equipment is to be carried out on regular basis. Once New STP will be in
operation, upgradation works to be carried out for Disinfection System by means of Gas
Chlorination, Sludge Dewatering System by Means of Centrifuge and Dual Media
Filters with complete system to run the plant without any interruption.
When new STP will be in operation, existing civil units of STP may be retrofitted with
advanced sewage treatment technology to cater additional sewage flows if occurs.
Abstract cost for Proposed new STP of 1.5 MLD based on SBR is tabulated below.
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XVI
ABSTRACT OF COST
ABSTRACT OF COST FOR PROPOSED WORKS – NEWLY PROPOSED OF SEWAGE
TREATMENT PLANT BASED ON MODERN TECHNOLOGY – SBR OF 1.5 MLD CAPACITY
AT DHALLI.
Dhalli STP 1.5 MLD - SBR Technology - Project Cost Estimation
S. N.
Description Unit Qty Rate in Lacs
Amount in Lacs
A New STP 1.5 MLD - Capex cost
1
Designing, construction, Site development, hydraulic testing, commissioning and giving satisfactorily trials of 1.5 MLD STP of Advanced modern SBR technology which can be accommodated in limited identified land space consisting of Primary, Secondary and Tertiary Treatment Units as per the requirement of designed CPHEEO norms relevant IS codes etc. necessary piping work with required valves, gates, drains, path Ways, Administration Block cum Laboratory, Laboratory Equipments, Internal Roads, Pathways, Compound Wall, Tools and plants, Treated effluent arrangements complete as turnkey job with all involved Civil, electrical, Instrumentation and mechanical works Inclusive of following Items, units as per detailed specifications for civil, electrical, Instrumentation and mechanical components complete to achieve latest CPCB/ HPPCB / CPHEEO discharge standards BOD < 10 ppm, TSS < 10 ppm, Biological TN<10 ppm & PO4 < 2 ppm to get recyclable quality of water for Industrial / agricultural purposes. All units shall be interconnected with administration building by suitable or RCC overhead walkways at the STP component as per the scope and confirming norms as mentioned above. The plant should be completely automated with PLC - SCADA etc complete.
MLD 1.5 383.00 574.50
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XVII
2
Dismantling of existing Structures if any, Site Development including any cutting, filling, grading etc. at site, All approach Roads / Access to Site, Piling/Anchoring.
Lot 1 10 10
Total 584.50
Taxes - GST @ 12% 70.14
Cost of the Project including GST 654.64
Labour Cess 1 % 6.55
Total Capex Cost of the New STP 1.5 MLD Project including
Taxes Sub Total (A) 661.19
B New STP 1.5 MLD - Retaining wall Civil cost
3 RCC Retaining Wall for Average 4 m Height
Total RM 148 0.32 47.25
Sub Total Cost for New STP 1.5 MLD (A+B) 708.44
C New STP 1.5 MLD - O & M cost
4 Operation and Maintenance of 1.5 MLD STP for the duration of 7 Years.
303.72
Taxes - GST @ 12% 36.45
Cost of the Opex including GST 340.17
Labour Cess 1 % 3.40
Total Opex Cost of the New STP 1.5 MLD Project including
Taxes Sub Total 343.57
5 Laboratory Chemicals & Testing Charges from NAB Laboratory for 7 Years
22.02
Total Opex Cost of the New STP 1.5 MLD Project including
Taxes Grand Total (C) 365.59
Dhalli STP - Total Cost Estimation
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XVIII
S. N.
Description Amount in Lacs
1 Designing, construction, testing, commissioning and giving satisfactorily trials of 1.5 MLD STP of Advanced modern SBR technology.
708.44
Total Capex Cost for New STP of 1.5 MLD 708.44
2 Operation and Maintenance of 1.5 MLD STP for the duration of 7 Years.
365.59
Total O & M Cost for New STP of 1.5 MLD 365.59
Grand Total Cost 1074.03
Price Basis: The price considered above is inclusive of GST 12% and any additional Tax levied at the time
of Supply of Execution will be extra as applicable.
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XIX
1 DESIGN ADEQUACY REPORT
1.1 OBSERVATIONS ON DESIGN CRITERIA OF EXISTING STP AT DHALLI
As per Detailed Project Report for STP at Dhalli prepared by AIC Watson, Mumbai:
1.1.1. Execution Plan: Phasing Works - The design year for this STP is taken as
2016. Though, it is prudent to construct the plant in a phased manner, the capacity and
nature of the treatment at Dhalli indicates that phasing of some of the units in this plant
is not advisable. The plant being only of 0.76 MLD with only one set of aeration tank,
clarifier and flash mixer/Clariflocculator shall be wholly constructed in the phase I itself.
Hence no phasing in the plant is done.
Thus, if construction of Dhalli STP is started in October 1999, the plant should ready for
commissioning in October 2000.
1.1.2. Analysis:
Table 1-1 Existing projected sewage generation for 2016 & 2031 as per previous M/s AIC Watson DPR.
SN Population Type Population
in 2031 (nos.)
Total Water demand in 2031 (MLD)
Wastewater Generated in
2031 (MLD)
2016 (MLD)
1 Permanent 7796 1.169 0.936 0.624
2 Floating 2089 0.209 0.167 0.111
3 Others - 0.040 0.032 0.021
Total 9885 1.418 1.135 0.756
1 Sewage Generated in 2016 0.756 MLD
2 Population in 2016 6590 Nos.
3 Considered Per capita Sewage generation
115 LPCD
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XX
1.1.3. Conclusion:
The flow measured at Dhalli STP is 0.7 to 1.2 MLD. (Source: STP Site data) This is
higher than the capacity of the existing STP capacity is 0.76 MLD. Based on the latest
population projection expected sewage for the year of 2035 the generation of sewage
will be 2 MLD. Hence the existing plant must be retrofitted or new plant has to be
proposed to handle the flow. To upgrade the existing plant, the retrofitting may take
approx. 1 to 1.5 year and during this period the treatment and operation will be affected,
hence it is advisable to propose new STP of 1.5 MLD separately within same premises.
Till then existing STP of 0.76 MLD will be in operation. Once New STP will be in
operation, Upgradation works to be carried out from other funds for Disinfection System
by means of Gas Chlorination, Sludge Dewatering System by Means of Centrifuge and
Dual Media Filters with complete system to run the plant without any interruption.
Detailed design adequacy of existing treatment process described in below note in
Table No. 1-2.
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XXI
Table 1-2 Report on Design and Process Adequacy of STP’s In Shimla (Source: SMC-Shimla)
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XXII
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XXIII
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page XXIV
PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla Page 25
2 INTRODUCTION
2.1 INTRODUCTION
The Ministry of Urban Development, Government of India has launched Atal
Mission for Rejuvenation and Urban Transformation (AMRUT) project with an
objective to provide basic services (e.g. water supply, sewerage, urban transport) to
households and build amenities in cities that will directly improve the quality of life,
especially the poor. The Mission guidelines of AMRUT is to
• Ensure that every household has access to a tap with assured supply of
water and a sewerage connection;
• Increase the amenity value of cities by developing greenery and well
maintained open spaces (e.g. parks); and
• Reduce pollution by switching to public transport or by constructing facilities
for non-motorized transport (ex. walking and cycling).
Indicators and standards have been prescribed by the Ministry of Urban
Development (MoUD) in the form of Service Level Benchmarks (SLBs). The existing
Service Level Benchmarks and the improvements anticipated by the implementation
of AMRUT Schemes in the project city have already been addressed in the SAAP
(State Annual Action Plan) report prepared and submitted to GoI (SAAP 2017-18
report has been approved by GoI). This study is a step taken in the direction of
SAAP / SLIP implementation program for Shimla City.
The basic objective of this assignment is to provide direct assistance to ULB / Urban
Development Department of the State to ensure; effective coordination and
implementation of the program are taken up under urban development initiatives.
Shimla Jal Prabandhan Nigam Limited, MCS, Shimla has the mandate to design,
implement and maintain the Urban Development projects under the Smart City
Mission and AMRUT and other Projects of State and Central Government initiative
in a coordinated manner.
The projects would be monitored by the Shimla Jal Prabandhan Nigam Limited,
MCS, Shimla. SJPNL appointed TCE as a consultant for project management with
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respect to preparation of projects, Bid process management, construction
supervision and inspection of materials. The projects are proposed to be
implemented on modular basis and in a phased manner. The Project calls for
providing PMC Services to Shimla Jal Prabandhan Nigam Limited, MCS, Shimla for
various Projects under AMRUT.
2.1.1 PROJECT BACKGROUND
At present approx, 0.7 to 1.2 MLD (Source: STP Plant Record) of sewage from
different areas of Dhalli zone coming to the STP, which is 20 to 40% more flow than
its installed capacity. Newly proposed STP with modern technology - SBR at Dhalli
will not only reduce the surcharge flow problems but will able to receive future flow
with quality up gradation and treated sewage may be reused in nearby irrigation.
To fulfill the present and future need of increased sewage flow because of
increasing water demand due to growth in population and commercial activities in
the Shimla city and to improve the existing treatment facility for nutrient removal and
desired outlet parameters as per latest norms of pollution control board, the Shimla
Jal Prabandhan Nigam Limited, MCS, Shimla is looking for advanced treatment in
proposed sewage treatment plant of 1.5 MLD capacity within the existing sewage
treatment plant at Dhalli.
2.1.2 NECESSITY OF THE PROJECT
The sewage from sub zone - I is taken to the STP at Dhalli. Area covered is Dhalli,
part area of tunnel, Bhattakuffar, Dhalli Water Plant, Inder Nagar, Himgiri Colony
and Chhakrayal.. However, at present large amount sewage from these areas
receiving to the STP from its installed capacity i.e. 0.76 MLD. At present
approximately 0.7 to 1.2 MLD flow (Source: STP Plant Record) is received at the
STP which is 20 to 40% more than its installed capacity.
The existing sewerage systems will be improved and extended by laying new
sewers.
Preliminary investigations have revealed that, this STP plant is working far below its
outlet parameters as per Latest Pollution Control Board Discharge Norms. This
report identifies the measures which are required to be taken to achieve the Latest
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Pradesh: Shimla Municipal Corporation, Shimla Page 27
Pollution Control Board Discharge Norms and also to treat 100% receiving sewage
flow. Following are major needs.
1. Design of STP based on extended aeration technology is based on projected
population 2016 which needs to be modified as per present situation of norms.
Additional capacity of STP for projected population of 2035 should be
proposed. Capacity of STP should cater 100% sewage received. To resolve
the shortage of sewage treatment facility.
2. Outlet Parameters for treated sewage as per Himachal Pradesh Pollution
Control Board /CPCB were changed for BOD from 30 mg/l to 10 mg/l, TSS
from 100 mg/l to 10 mg/l, but the existing STP was designed for the following
outlet parameters - BOD 30 mg//l and TSS 10 mg/l.
3. Other Parameters which was not considered during design of existing STP like
Total Nitrogen, Total Phosphorus, and Total Feacal Coli forms should be as
per Latest Pollution Control Board Discharge Norms.
4. There is a drinking water source at the downstream of the STP; hence to avoid
the Pollution of Drinking water supply sources and to avoid water borne
diseases the up gradation of the STP is necessary.
5. Pumping machinery and mechanical equipments was designed for 15 years
and was installed in the year 2001 to 2006 hence the working life of the
mechanical equipment’s is going over. This will affect the efficiency of the STP
hence the new STP with advanced technologies is necessary.
6. Sludge dewatering and its disposal are found inefficient due to manual
dewatering system which is not functioning properly.
7. Existing Disinfection facility by means of bleaching Powder to biologically
Treated Sewage is inefficient to kill faecal coli forms up to safe discharge
standards.
8. Online monitoring and controlling of biological process is not possible in
extended aeration type treatment.
9. Existing STP is located in remote area, which needs to be controlled through
PLC and SCADA system.
10. To control the environmental pollution in and around the city and provide a
good sanitation condition to the city.
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2.1.3 OBJECTIVES OF THE PROJECT
The objective of this project is to prepare a DPR for New sewage treatment plant
with advanced treatment technology i.e. SBR Technology of capacity 1.5 MLD. So
that the wastewater generated in these zones will treated and disposed off to the
natural water bodies without creating Environmental issues. Hence the objective of
this project is to propose new STP at Dhalli to the capacity required at the
intermediate year 2035 with advanced treatment facilities and Once New STP will
be in operation, upgradation works to be carried out for existing STP to run the plant
without any interruption in other project / funds.
The projects proposed in this DPR is derived for the long term (Year 2035)
treatment capacity requirement considering the problem of design adequacy of
existing STP as well as additional future sewage flow. The general planning
philosophy for sewerage zones based on the present problems, planning
requirement and the goal set during the interaction with the stakeholders, is
presented in this section.
2.1.4 SCOPE OF WORK
The scope of work includes
• Identify / measurement of sewage flow to existing STP to meet the intended
objective of the city.
• To study the feasibility for the proposed STP.
• Prepare necessary designs, drawings, BOQ including cost estimates for
obtaining necessary approvals from the concerned authorities.
• Preparation of tender documents for the project components including tender
evaluation, negotiation and implementation of the project in the role of PDMC
(Project Development and Management Consultants).
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2.1.5 INPUT DATA AVAILABLE
It is required to carry out the Topographical survey and geotechnical investigations
in the project area to find salient soil classification properties and soil structural
properties. As the scope and objective of study and project report confined to only
sewage treatment plant, no detailed filed investigations and surveys are carried out
in present study. Required filed investigations and surveys needs to be carried out
by the EPC contractor before execution. With design horizon of 2035 this DPR has
been prepared.
2.2 GENERAL INFORMATION ABOUT THE CITY
2.2.1 LOCATION
Situated in north-east Himalayas at 300 north latitude, 770 – 11’ east longitude
(Shimla – The capital of India during pre-independence era) is now capital of
Himachal Pradesh. It is a major hill station on mean elevation of 2397.59 meters
above mean sea level.
2.2.2 LINKAGES AND ACCESSIBILITY
The Kalka – Shimla, narrow gauge railway makes the town easily accessible
through a comfortable communication link built in 1904 at a cost of Rs. 4 crores and
was once known as “Wonder in hill Rail Traction”. Also excellently connected
through double lane National Highway No-22, the lifeline of the region, which offers
a comfortable bus journey to the tourist.
The nearest airport located 22 km away from Shimla on Jubber Hatti offers a
regular shuttle services. The flights are operated on daily basis between Shimla –
Kullu and Shimla – Delhi.
Today Shimla is the tourist resort in real meaning Eternal snows, lush green forests,
beautiful picnic spots all over the town have made this town a “must” for all tourist. It
is often referred as “Queen of Hills”.
2.2.3 TOPOGRAPHY
The Town is situated at an altitude of 2026 meters above Mean Sea Level and has
highly undulating terrain with sharp as well as rise in ground levels.
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2.2.4 CLIMATE
Shimla mood changes with its seasons, each of which has its own charm. Perhaps
the best season is autumn. The air is fresh in this period, the day being warm. Being
a hill station, in general records a temperature up to 300 C during the month of June
and 15.40 C in January whereas minimum temperature goes to -30 C. During winter
between month of December and February, the town is under a cold spell,
temperature ranging from -30 to 90 C with three to four snowfalls.
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3 EXISTING SEWERAGE, SEWAGE TREATMENT AND DISPOSAL
FACILITIES
3.1 EXISTING SEWERAGE SYSTEM
Main objective of any town in wastewater system involves proper collection of
sewage from the individual households, conveyance to the STP locations by gravity
/ pumping and treating the sewage as per the standards. The treatment shall
include removal of contaminants from wastewater, by physical, chemical and
biological processes and produce environmentally safe treated effluent in
accordance with CPHEEO / HPPCB / CPCB norms before disposing it into the
natural water bodies.
After executing the work for laying of sewerage network & construction of sewage
treatment plants for Shimla town after 2000. The sewerage zones flow divided by
the ridges and spurs of the various hills. The treatment plants are located in the
valleys between the hills.
3.2 EXISTING SEWERAGE ZONES
The zoning was done keeping in view the topography of the land. As can be seen
schematic, zoning is dependent on the topography. The site for the treatment plants
was chosen in the valleys in between these hills.
The zoning was done based on the contour of the area. The seven hills are a follow
represented as circles: -
1. Prospect Hill
2. Observatory Hill
3. Summer Hill
4. Museum Hill
5. Jakhoo Hill
6. Potters Hill
7. Elysium Spur
The eight zones that have been created based on these hills are as follows:
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1) Lalpani covering the areas of Ridge, The Mall, Lower Bazar, Middle Bazar,
Ram Bazar, Bus Stand, Winter-field, Jakhoo, US Club, Bemloe, Western
Commend, Nabla Phagli, Ram Nagar, Chaura Maidan, Ghoda Chowky,
Tutikandi, Boileauganj, Lalpani, Krishna Nagar and Indian Institute of
Advanced study
2) Summer Hill covering the areas of University campus, Gadog, Matain,
Summer Hill bazaar and registry quarters
3) North Disposal covering the areas of Annadale, Upper and Lower Kaithu,
Tara Hall, Military Quarters and Kumar House
4) Dhalli covering areas of Upper spur on the hill, Dhalli Bazar and
surroundings
5) Sanjauli covering the areas of Engine Ghar, Sanjauli Bazar, part of Nav
Bahar, Bhatta Kuffer, Dhingu Devi Temple, Cemetry and Housing Board
colony (Sanjauli has been combined with Malyana)
6) Snowdon covering the areas of Medical College, Longwood and Military
Hospital
7) Totu covering the areas of Totu, Bhaderi Ke Chapel, a part of Jatog Cant
8) Jutog covering the areas of Jatog Cant. & Dhar.
3.3 EXISTING STP CAPACITIES AND PROCESS TECHNOLOGY
The existing Sewage Treatment Plant of extended aeration process/UASB of
following capacities in the below mentioned zones and detail of statistics
Table 3-1 Existing STP Capacities and Process Technology
SN Location of STP
Existing Capacity of STP in MLD
Existing Process Technology
1 Dhali 0.760 Extended Aeration
2 Malayna 4.44 ( Installed Capacity is approx. 3.22 )
Extended Aeration
3 North Disposal 5.80 Extended Aeration
4 Lalpani 19.35 UASB followed by Extended Aeration
5 Snowdon 1.35 Extended Aeration
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6 Summer hill 3.93 Extended Aeration
3.4 EXISTING SEWAGE TREATMENT UNITS IN DHALLI
1. Inlet Chamber
2. Screen Chamber
3. Grit Channel
4. Extended Aeration Tank
5. Secondary Clarifier
6. Flash Mixer
7. Clariflocculator
8. Sludge Pumping Stations
9. Filter Press (Manual Dewatering)
10. Disposal Chamber
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Pradesh: Shimla Municipal Corporation, Shimla Page 34
4 DESIGN PARAMETERS, POPULATION PROJECTIONS & WATER
DEMAND
The general design parameters adopted for sewerage design are as laid down in
the Sewerage Manual, CPHEEO, Govt. of India.
Shimla is a hilly terrain with undulating topography. General parameters that are
given in the CPHEEO Manual and other standard texts need to be suitably modified
to ensure their applicability for Shimla Sewerage for its effective running and
maintenance.
4.1 DESIGN CRITERIA FOR SEWERAGE SYSTEM
Design Horizon
Sewerage and water supply systems are normally designed to meet
requirements over a period of 30 years after its completion. By considering
time lag between design and completion of the project, the base year is
considered as 2020, Prospective Year as 2035 & Ultimate Year as 2050.
Sewage Generation & Design Period
Residential demand has been considered as 135 lpcd. Floating population has
been considered as 45 lpcd. The design period is considered for year 2035.
Per Capita Sewage Flows
Per capita sewage flows have been considered as 80% + 10% infiltration of
the water supplied at the consumer end as per latest CPHEEO norms.
Flow assumptions: Peak Flow Factors
The peak factors based on population have been defined by CPHEEO Manual.
4.2 POPULATION PROJECTIONS & WATER DEMAND
Population projections have been considered as per chapter of Population
projection document provided and recommended by IPH department. The detailed
projections have been described in the sections below.
4.3 PAST CENSUS DATA
Based on the Sewerage zone map, the areas contributing to the STP at Dhalli are
1. Part area of tunnel.
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Pradesh: Shimla Municipal Corporation, Shimla Page 35
2. Bhattakuffar
3. Dhalli Water Plant
4. Inder Nagar
5. Chhakrayal
6. Himgiri colony
These areas belong to Dhalli ward. The Hippa area of Dhalli ward doest contributes
to the STP sewage. Hence 85 % of the Dhalli ward area is considered as
contributing sewage to the Dhalli STP.
The document provided by Irrigation Public Health department has determined the
population projection and population densities projection for the years 2020, 2035 &
2050 for the 28 wards of Shimla Planning area. Since the design horizon for the
project are 2020 (Base Year), 2035 (Intermediate Year), 2050 (Ultimate Year), the
projected population shall be followed from the population projection and population
densities projection stated in the document. The details of the population projections
provided in the table below.
Table 4-1 Decadal population details of Shimla Planning area
SN Year Population Decadal
Growth
Incremental
increase (Y)
Rate of growth
per decade
Decadal
Growth in %
1 1971 72870 - - - -
2 1981 95851 22981 - 0.315 31.54
3 1991 129827 33976 10995 0.354 35.45
4 2001 174789 44962 10986 0.346 34.63
5 2011 205260 30471 -14491 0.174 17.43
Total - 132390 7490 - -
Average 26478 33098 2497 0.287 -
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Pradesh: Shimla Municipal Corporation, Shimla Page 36
(Source: Population as per the document provided by Irrigation & Public health
Department)
Table 4-2 Increase in Population for Shimla Planning area
4.4 DESIGN HORIZON
Population of Shimla Municipal Corporation in 2011 was 205262. For projecting the
future population, the census population are projected separately and total
population for year 2020 (Base Year), 2035 (Intermediate Year), 2050 (Ultimate
Year) been arrived at.
4.5 POPULATION PROJECTIONS & WATER DEMAND
Population forecast with various methods are
a. Arithmetic Progression method
b. Incremental Increase method
c. Geometric progression method
d. Average of Incremental Increase & Geometric Progression method.
e. Graphical method
Summary of the population projections carried out by various methods are provided
below.
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Table 4-3 Summary of population projections
Projection Method 2011 2020 2035 2050
Arithmetic Increase method 205,260 235,048 284,695 334,342
Incremental Increase method 205,260 237,183 294,882 358,198
Geometrical Progression method 205,260 257,520 375,827 548,486
Average of Incremental Increase
method & Geometrical Progression
method
205,260 247,351 335,354 453,342
Graphical method 205,260 235,000 280,000 340,000
Average of Arithmetic, Incremental
Increase & Geometrical Progression
method
205,260 243,250 318,468 413,675
Table 4-4 Different projection methods
From the graphs plotted above, Average of Arithmetic, incremental increase &
Geometrical progression method has been finally adopted in the provided document
for determining the population projection.
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4.6 FLOATING AND INSTITUTIONAL DEMANDS
The decadal growth of floating population of SPA is as per the below table
Table 4-5 Summary of Floating population projections
SN Year Population Decadal
Growth
Incremental
increase(Y)
Rate of growth
per decade
Decadal
Growth in %
1 1971 20000 - - - -
2 1981 40000 20000 - 1.000 100
3 1991 60000 20000 0 0.500 50
4 2001 80635 44962 635 0.344 34.39
5 2011 140500 30471 39230 0.742 74.24
Total - 132390 39865 - -
Average 24100 30125 13288 0.598 -
Table 4-6 Summary of Floating population projections
Projection Method 2011 2020 2035 2050
Arithmetic Increase method 140500 193864 230903 267943
Incremental Increase method 140500 191735 220747 244157
Geometrical Progression method 140500 204944 275422 370135
Average of Incremental Increase
method & Geometrical Progression
method
140500 198340 248084 307146
Graphical Method 140500 187000 215000 225000
Note: Graphical method has finally adopted for Floating population projection
4.7 WARD WISE POPULATION PROJECTIONS
Shimla has total of 28 wards. These 28 wards have been divided into 4 different
categories based on their population densities (as per 2011 census data) as per
table 4-7.Various growth rates have been assigned for different categories of wards
and the ward wise projections carried out have been provided in the Table 4-6.
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Table 4-7 Population Density Pattern
Water district: Density Pattern Persons/Ha
Low 0 - 50
Medium 50- 100
High 100-150
Very High 150- 250
Saturated >250
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Figure 4-1 Density of wards of SPA for the year 2020
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Table 4-8 Ward Wise Population Projections – Shimla Project Area(SPA)
Ward No
Ward Name Populat
ion (2011)
Area (Ha)
Eq. Area (Ha)
Population
Density
(P/Ha)
Density as of 2011
Probable density expecte
d in 2050
Projection Factor
for probable density
Population
(2020)
Population
(2035)
Population
(2050)
Population
density
(p/Ha) (2020)
Population
density (p/Ha) (2035)
Population density (p/Ha) (2050)
27 Kufri 12550 3493.68 2513.47 4.99 Low High 2.1 17514 23909 29438 7 10 12
28 Shoghi 12417 3355.72 2414.22 5 Low High 2.1 17323 23660 29131 7 10 12
26 Ghanahatti 10715 1596.33 1148.45 9 Low High 2.1 14706 20624 25393 13 18 22
4 Annadale 4962 246.48 177.33 28 Low High 2.1 5622 9325 11481 32 53 65
5 Summer Hill 5391 237.88 171.14 32 Low High 2.1 7238 10150 12497 42 59 73
8 Tutikandi-Badai
5361 206.44 148.52 36 Low Very High
2.75 9577 13193 16244 64 89 109
15 Benmore 3988 142.95 102.84 39 Low Low 1.05 4015 4030 4187 39 39 41
18 Dhalli 7327 214.26 154.15 48 Low Very High
2.75 10772 18031 22201 70 117 144
7 Boileauganj 8205 209.15 150.47 55 Mediu
m Very High
1.8 10095 13216 16273 67 88 108
1 Bharari 4113 102.82 73.97 56 Mediu
m High 1.2 4423 4923 5438 60 67 74
25 Kanlog 6036 119.95 86.29 70 Mediu
m Very High
1.8 6426 9723 11971 74 113 139
17 Sanjauli Chowk
6526 111.79 80.43 81 Mediu
m High 1.2 6834 7217 7831 85 90 97
3 Kaithu 4298 73.31 52.74 81 Mediu
m High 1.2 5098 5200 5683 97 99 108
2 Ruldhu Bhatta
6839 113.05 81.33 84 Mediu
m Very High
1.8 7514 11016 13564 92 135 167
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Ward No
Ward Name Populat
ion (2011)
Area (Ha)
Eq. Area (Ha)
Population
Density
(P/Ha)
Density as of 2011
Probable density expecte
d in 2050
Projection Factor
for probable density
Population
(2020)
Population
(2035)
Population
(2050)
Population
density
(p/Ha) (2020)
Population
density (p/Ha) (2035)
Population density (p/Ha) (2050)
14 Jakhu 3505 49.81 35.84 98 Mediu
m Medium 1.2 3703 4114 4634 103 115 129
20 Malyana 9884 138.02 99.29 100 Mediu
m Very High
1.8 11161 15921 19603 112 160 197
6 Totu 9208 112.96 81.27 113 Mediu
m Very High
1.8 10114 14832 18262 124 183 225
23 Pateog 12029 145.53 104.70 115 Mediu
m Very High
1.8 13800 19376 23857 132 185 228
9 Nabha 4665 56.16 40.40 115 Mediu
m Very High
1.8 5739 7514 9252 142 186 229
24 Khalini 8456 98.87 71.13 119 Mediu
m Very High
1.8 8856 13133 16271 125 185 229
10 Phagli 4518 48.92 35.19 128 Mediu
m High 1.2 5118 5600 6274 145 159 178
21 Kasumpti 9185 87.82 63.18 145 Mediu
m Very High
1.8 9523 13387 18216 151 212 288
11 Krishna Nagar
7190 44.56 32.06 224 High Very High
1.8 8090 8350 14260 252 260 445
12 Ram Bazar, Ganj
3734 22.07 15.88 235 High Very High
1.8 4234 4333 7406 267 273 466
19 Chamyana 9627 54.73 39.38 244 High Very High
1.8 9823 10056 19093 249 255 485
13 Lower Bazar 3936 22.26 16.02 246 High Very High
1.8 4436 4568 7806 277 285 487
22 Chotta Shimla
15399 77.12 55.49 278 High Very High
1.8 15899 17270 30540 287 311 550
16 Engine Ghar 5196 16.28 11.71 444 Very High
Very High
1.2 5596 5798 6870 478 495 587
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4.8 POPULATION PROJECTION FOR DHALLI ZONE
The total population of the Dhalli is summarized in below table.
Table 4-9 Population (Souls)
Zone / Year 2011 2020 2035 2050
Dhalli 7327 10772 18031 22201
Total Population (Souls) 7327 10772 18031 22201
(Source: Population Data provided by IPH department-Chapter 4)
The population data provided has been indicated in Table 4-8 and the wards
contributing sewage to the STP has been highlighted in the table.
The floating population for the wards considered for sewage contribution has not
specifically available; hence the DPR made by M/s WAPCOS in 2014 has been
considered for floating population
Table 4-10 Floating Population
Zones / Year 2013 2032 2047
Dhalli Zone 848 1153 1298
(Source: DPR 2014 by WAPCOS Ltd)
Average Growth Per year in Floating Population
13.23
Zones / Year 2020 2035 2050
Dhalli Zone 960
1193
1338
4.9 SEWAGE GENERATION FOR YEAR 2020, 2035 and 2050
Table 4-11 Sewage generation for Year 2020
SN Particulars Populations
Per Capita
Demand in Liters
Total Water
Demand ( MLD)
Sewage generation @ 80% of Water
Demand ( MLD)
1
Permanent
Population
(85% area)
9156 135 1.23 0.99
2 Floating
Population 960 45 0.043 0.03
3 Hospital 100 (Beds) 450 0.0450 0.04
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SN Particulars Populations
Per Capita
Demand in Liters
Total Water
Demand ( MLD)
Sewage generation @ 80% of Water
Demand ( MLD)
Sub Total 1.06
Add infiltration @ 10 % 0.11
Total Sewage Generation in the Year 2020 1.17
Table 4-12 Sewage generation for Year 2035
SN Particulars Populations
Per Capita
Demand in Liters
Total Water
Demand ( MLD)
Sewage generation @ 80% of Water
Demand ( MLD)
1
Permanent
Population
(85% area)
15326
135 2.06 1.66
2 Floating
Population
1193
45 0.053 0.04
3 Hospital 100(Beds) 450 0.045 0.04
Sub Total 1.74
Add infiltration @ 10 % 0.17
Total Sewage Generation in the Year 2035 1.91
Table 4-13 Sewage generation for Year 2050
SN Particulars Populations
Per Capita
Demand in Liters
Total Water
Demand ( MLD)
Sewage generation @ 80% of Water
Demand ( MLD)
1
Permanent
Population
(85% area)
18870
135 2.54 2.04
2 Floating
Population
1337.7
45 0.06 0.05
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SN Particulars Populations
Per Capita
Demand in Liters
Total Water
Demand ( MLD)
Sewage generation @ 80% of Water
Demand ( MLD)
3 Hospital 100 (Beds) 450 0.045 0.04
Sub Total 2.12
Add infiltration @ 10 % 0.21
Total Sewage Generation in the Year 2050 2.33
The above population projection is based on the Source: DPR/Document: Population
Data provided by IPH department-Chapter 4 and Floating population as per DPR 2014
by WAPCOS Ltd provided by SMC. Sewage generation arrived as per above
calculations is 1.91 MLD at Year of 2035, hence the Client has recommended the STP
capacity to be 1.5 MLD and left out 0.5 MLD sewage will be treated in Existing STP,
which it is going to serve by the design year of 2035.
In this zone area also presently, there is huge expansion of city with vertical
development. Though the entire area is covered with designed sewerage system
based on water supply norms for the projected population, at present large amount of
excess sewage from different areas is noted which is diverted to STPs to the extent
possible.
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5 SYSTEM PLANNING CRITERIA
5.1 INTRODUCTION
Provision of safe, adequate water is a necessity for the healthy living of a community.
In this section, norms that have been followed for estimation of water demand, design
criteria and our approach for AMRUT project will be dealt with. Water demand has
been estimated based on the projected population, agreed unit demand norms along
with water requirements for Industrial use, irrigation use etc if any. Based on the total
water demand estimated, waste water generation have to be assessed. As Himachal
Pradesh State does not have its own norms for Water and Wastewater projects,
CPHEEO manual / NBC / IS codes were referred to, and accordingly, the design
criteria note was prepared and submitted by TCE to Shimla Jal Prabandhan Nigam
Limited, MCS, Shimla, for their review and approval. All the parameters were
discussed with SMC authorities during October 2017 and based on the discussion;
SMC had approved the design criteria and the same has been reciprocated here.
5.2 WATER DEMAND
Water demand will be estimated based on the unit demand norms along with the
projected population as per ULB boundary limits. Unit demand norms approved are
provided in table below;
Table 5-1 Unit Water demand norms
Category LPCD Remarks
Residential 135 CPHEEO Manual
Commercial and institutional needs 15– 450* CPHEEO Manual
Floating population 45 CPHEEO Manual
Percentage of Wastewater Generation 80% CPHEEO Manual
5.3 CHARACTERISTICS OF SEWAGE
For the design of STP, it is assumed that, the raw domestic sewage generated from
the residential, commercial and other activities shall have the following characteristics.
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Table 5-2 Characteristics of Raw Sewage
SN Parameters of Raw Sewage Values Unit
1. BOD5 250 - 375 Mg/l
2. COD 500 - 600 Mg/l
3. Suspended Solids 300 - 750 Mg/l
4. pH 6.5 – 8.5
5. Total alkalinity as CaCO3 300 - 400 Mg/l
6. Chlorides 250 - 300 Mg/l
7. Sulphate 100 - 150 Mg/l
8. Total Kjeldahl nitrogen 45 -55 Mg/l
9. Ammonical Nitrogen 35 - 40 Mg/l
10. Total Phosphorus 5 – 7 Mg/l
11. Temperature 15 – 35 0C
(Ref: Normal Municipal Domestic Sewage parameters in India)
The parameters given above refer the range of variations; however Plant should
design the system on average Value of Parameters of raw sewage except
temperature. However, the plant should be able to perform at the Extreme design
values for the occasional occurrence. Design of the STP shall be on Inlet Sewage
Temperature of 10 degree Celsius.
5.4 SEWAGE TREATMENT PLANT
Sewage Treatment Plant will be designed to remove the contaminants from sewage
as per the norms specified by CPHEEO Manual / HPPCB and produce treated
sewage for recycling.
5.5 GUIDELINES TO BE FOLLOWED FOR STP DESIGN
A. Process Technology for proposed new STP
As regards the treatment process, in the Existing Process Technology i.e. on
Extended Aeration technology, treating sewage as per the old discharge standards &
the plant is not capable to working satisfactorily to the present requirement of disposal
standard.
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Following are the investigations have revealed to adopt the best suitable Process
technology for the new STP in terms of able to receive future flow with quality up
gradation and treated sewage will be reused.
Table 5-3 Process Technology Feasibility
S.N Key Factors
Impact
SBR
Technology
Extended
Aeration MBBR MBR
1 Peak Flow /
Peak Factor:
Considering
Hilly Terrain
Suitable Suitable to
some extent,
presently
facing problem
with Peak flow
– incapable to
handle the
Organic load
as not having
the flexibility to
run the plant
as per organic
load.
Necessity to
Construct
Equalization
Tank to handle
the peak load.
Area is not
available
Not feasible to
design the
MBBR basin
on Peak load/
flow.
Necessity to
Construct
Equalization
Tank to handle
the peak load.
Area is not
available
Not feasible
to design the
MBR basin on
Peak load/
flow.
Necessity to
Construct
Equalization
Tank to
handle the
peak load.
Area is not
available
2 Latest
Discharge
Within the
same Aeration
Necessity to
Construct
Necessity to
Construct
Necessity to
Construct
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S.N Key Factors
Impact
SBR
Technology
Extended
Aeration MBBR MBR
Norms:
Nitrogen and
Phosphorus
Removal
basin Nutrient
removal is
possible
Anoxic Tank to
remove the
Nutrients.
Area is not
available
Anoxic Tank to
remove the
Nutrients.
Area is not
available
Anoxic Tank
to remove the
Nutrients.
Area is not
available.
3 Number of
Mechanical
equipments
Maintenance
and
replacement
cost
Minimum
Mechanical
equipment i. e
SBR
Decanter.
Maintenance
&
Replacement
cost is not
identified
regularly.
Additional
Mechanical
Equipments
required like
Clarifiers,
Flash Mixer,
and
Clariflocculator
with chemical
dosing
systems etc.
to achieve
desired outlet
parameters of
treated
Sewage.
Higher
numbers of
mechanical
equipments
resulting to
higher repair
Additional
Mechanical
Equipments
required like
Clarifiers,
Flash Mixer,
and
Clariflocculator
with chemical
dosing
systems etc.
to achieve
desired outlet
parameters of
treated
Sewage.
Higher
replacement
cost of MBBR
media after
approx. 5
Additional
Mechanical
Equipments
required like
Pumps,
chemical
dosing
systems etc.
to achieve
desired outlet
parameters of
treated
Sewage.
Higher
replacement
cost of MBR
membrane
after approx.
5 years
Higher
numbers of
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S.N Key Factors
Impact
SBR
Technology
Extended
Aeration MBBR MBR
and
replacement
cost.
years
Higher
numbers of
mechanical
equipments
resulting to
higher repair
and
replacement
cost.
mechanical
equipments
resulting to
higher repair
and
replacement
cost.
4 Aeration
Equipment
Power
Consumption
and its cost
Medium power
cost
Higher cost
than MBBR &
SBR power
cost
Medium power
cost
Highest
power cost
5 Skilled
Manpower to
operate the
biological
reactor
Cycle time
control needs
higher skill
Simple to
operate
Simple to
operate
MBRs need
higher skill
6 Operating
Expenditure
Incur a
medium
permanent
operating
expenditure.
Incur a high
permanent
operating
expenditure.
Incur a
medium
permanent
operating
expenditure.
Incur a high
permanent
operating
expenditure.
Comparing all the above mentioned treatment technologies, It is concluded that the
SBR is most feasible technology for new STP. Major concerns to propose the new
STP is to get the desired outlet parameters as per latest pollution control board norms.
SBR is most economical than Extended Aeration. The SBR technology is a fully
automation technology requires less manpower.
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Equalization tank, clarifiers and other tertiary treatments are not required in SBR
whereas it required in Extended Aeration.
B. Standards for Treated Sewage Quality
I. Central Pollution Control Board (CPCB Guidelines)
The directions under section 18(1) (b) of the Water (Prevention and Control of
Pollution) ACT, 1974 regarding treatment and utilization of sewage issued by CPCB
for compliance are as follows.
• State Pollution Control Board shall make mandatory for local / urban bodies
to set up a sewerage system for sewerage collection, underground
conveyance, treatment and its disposal to cover the entire local / urban area
to bridge the widening treatment gap along with enforcement of consent
management in line with standards for sewage treatment.
• SPCB / PCC shall issue directions to all municipalities and other concerned
authorities in the state / UT responsible for treatment plant and disposal of
sewage to the following effect.
I. The existing STPs which are being operated before issuance of these
directions shall meet the standards within two years from the date of
issuance of these directions.
II. All the local bodies shall seek consent under Water (prevention and
control of pollution) Act, 1974 from the SPCB / Committee within a
period of 60 days.
III. Secondary treated sewage should be mandatorily sold for non-potable
purpose such as industrial process, railways & bus cleaning, flushing of
toilets, horticulture and irrigation, through dual pumping. No potable
Water to be allowed for such activities. They will also digest methane for
captive power generation to further improve viability of STPs.
IV. Dual piping system should be enforced in new housing constructions for
use of treated sewage for flushing proposes.
V. Each municipal authority and the concerned authority shall submit a time
bound action plan for setting up sewerage system covering proper
connection, treatment and disposal of sewage generated in the local /
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urban area and such plan shall be submitted by the municipal authority
to the state Board within a period of 90-120 Days.
VI. In case of disposal of effluents on land or river or any water body
including coastal water / creek or a drain, the treated effluents shall meet
the suggested standards annexed to these directions.
VII. The new sewage treatment plants coming in existence after the issuance
of these directions shall be designed to treat and achieve standards as
per the suggested standards.
Suggested treated Effluent standards from the STP as per Ministry of Environment,
Forest and Climate change are provided in table 5-4.
Table 5-4 Effluent Discharged Standards for Sewage Treatment Plant
SN Parameters Parameters Limit (Standards for new STPs Design after notification date)
1 pH 6.5 – 9.0
2 BOD (mg / l) Not more than 30
3 TSS (mg / l) Not more than 100
4 Faecal Coliform (MPN / 100ml) Less than 1000
(Source: Notification: REGD.NO.D.L.-33004/99 Dated 13th October 2017)
Note- These Standards will be applicable for discharge into water bodies as well as
for land disposal/applications. The standards for Faecal Coliform may not be applied
for use of treated sewage in industrial purpose.
Central Pollution Control Board/State Pollution Control Boards/Pollution Control
committees may issue more stringent norms taking account to local condition under
section 5 of the Environment (protection) Act, 1986.
Central Public Health and Environmental Engineering Organization (CPHEEO)
Ministry of Urban Development, Government of India, has released guidelines of
sewage outlet criteria, through The Central Public Health and Environmental
Engineering Organization (CPHEEO) manual. According to the new CPHEEO manual
- 2013, the recommended guidelines for treated sewage if it is discharged into surface
water used as a source of drinking water, are provided in the table 5-20.
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Table 5-5 Recommended Guidelines for Treated Sewage if Discharged into Surface Water
after Tertiary Treatment
SN Parameters Recommended Values
1 BOD (mg / l) Not more than 10
2 SS (mg / l) Not more than 10
3 Total Nitrogen (mg / l) Not more than 10
4 Dissolved Phosphorous (mg / l) Not more than 2
5 Faecal Coliform (MPN / 100ml) Less than 230
The standards for disposal of treated sewage into public sewers system, inland
waterways and landscape irrigation are provided in table 5-6.
Table 5-6 Standards for disposing sewage into Inland Surface Water, Public Sewers & for Landscape Irrigation
SN
Parameter
Standards
Inland Surface Water
Public Sewers
Land for Irrigation
(a) (b) (c)
1 Colour and odour See footnote - See Footnote
2 Suspended solids mg/1, Max 100 600 200
3 Particle size of suspended
solids
Shall pass 850
micron IS Sieve
4 PH value 5.5 to 9.0 5.5 to 9.0 5.5 to 9.0
5 Temperature
Shall not
exceed 5 Deg C
above the
receiving water
temperature
- -
6 Oil and grease mg/1 Max 10 20 10
7 Total residual chlorine mg/1
Max
1.0 - -
8 Ammonical nitrogen as (N)
mg/1
50 50 -
9 Total Kjeldahl nitrogen (as N) 100 - -
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SN
Parameter Standards
Inland Surface Water
Public Sewers
Land for Irrigation
(a) (b) (c)
mg/1 Max
10 Free ammonia (as NH3) mg/1,
Max
5.0 - -
11 Biochemical oxygen demand (5
days at 20oC), mg/1 Max
30 350 100
12 Chemical oxygen demand
mg/1, Max
250 - -
13 Arsenic (as As) mg/1 0.2 0.2 0.2
14 Mercury (as Hg) mg/1 Max 0.01 0.01 -
15 Lead (as PB) mg/1 Max 0.1 0.1 -
16 Cadmium (as Cd) mg/1, Max 2.0 1.0 -
17 Hexavalent chromium (as Cr+6)
mg/1, Max
0.1 2.0 -
18 Total chromium (as Cr) mg/1,
Max
2.0 2.0 -
19 Copper (as Cu) mg/1, Max 3.0 3.0 -
20 Zinc (as Zn) mg/1, Max 5.0 15 -
21 Selenium (as Se) mg/1, Max 0.05 0.05 -
22 Nickel (as Ni) mg/1, Max 3.0 3.0 -
23 Cyanide (as CN) mg/1, Max 0.2 2.0 0.2
24 Fluoride (as F) mg/1, Max 2.0 15 -
25 Dissolved phosphates (as P)
mg/1, Max
5.0 - -
26 Sulphide (as S) mg/1, Max 2.0 - -
27 Phenolic compounds (as
C6H5OH) mg/1, Max
1.0 5.0 -
28
Radioactive materials
(a) Alpha emitters micro-curie
mg/1, Max
(b) Beta emitters micro-curie,
10-7
10-6
10-7
10-6
10-8
10-7
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SN
Parameter Standards
Inland Surface Water
Public Sewers
Land for Irrigation
(a) (b) (c)
mg/1, Max
29 Bio-assay test after 96 hours in
100% effluent
90% survival of
fish
90% survival
of fish
90% survival
of fish
30 Manganese (as Mn) 2 mg/1 2 mg/1 2 mg/1
31 Iron (as Fe) 3 mg/1 3 mg/1 3 mg/1
32 Vanadium (as V) 0.2 mg/1 0.2 mg/1 -
33 Nitrate nitrogen 10 mg/1 - -
• These standards shall be applicable for industries, operations or processes
other than those industries, operators or process for which standards have
been specified in Schedule I.
• All efforts should be made to remove color and unpleasant odor as for as
practicable.
Source: Schedule VI of Environment (Protection) Third Amendment Rules, from
Manual on sewerage and sewage treatment, Ministry of Urban development,
CPHEEO, New Delhi, 1993.
Table 5-7 Treated sewage discharge into surface water which after some travel may join a
drinking water source to be used as source of supply for drinking. (Source: CPHEEO
Manual 2013)
Parameters MOEF Standards(A) Recommended Values
BOD, mg/lit 30 Less than 10
SS, mg/lit 100 Less than 10
TN, mg/lit 100 Less than 10
Dissolved P, mg/lit 5 Less than 2
Faecal Coliforms, MPN/100 ml Not Specified Less than 230
(A) General Standards, Environmental Protection Rule, 1986 & as authorized by PCB.
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6 SEWAGE TREATMENT TECHNOLOGIES
6.1 SEWAGE TREATMENT
Sewage Treatment generally involves three stages, called Primary, Secondary and
Tertiary treatment.
• Primary treatment consists of temporarily holding the sewage in a quiescent
basin where heavy solids can settle to the bottom while oil, grease and lighter
solids float to the surface. The settled and floating materials are removed and
the remaining liquid may be discharged or subjected to secondary treatment.
• Secondary treatment removes dissolved and suspended biological matter.
Secondary treatment is typically performed by indigenous, water-borne micro-
organisms in a managed habitat. Secondary treatment may require a
separation process to remove the micro-organisms from the treated water prior
to discharge or tertiary treatment (if required).
• Tertiary treatment (if required) - Treated water sometimes requires additional
treatment to remove specific pollutant(s) left after primary and secondary
treatment, depending on final disposal/ reuse. It can be treated chemically or
physically (for example membrane filtration, chemical precipitation, etc) prior to
discharge into sensitive or fragile ecosystems such as
stream, river, bay, lagoon or wetland, or it can be used for the irrigation of a golf
course, green way or park. If it is sufficiently clean, it can also be used
for groundwater recharge or agricultural purposes. Figure x provides a
schematic diagram of a typical STP and Figure-6-1 provides information on the
processes followed in the STP.
Figure 6-1 Schematic Flow Diagram of typical Sewage Treatment Plant
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Figure 6-2 Processes followed in Sewage Treatment Plant
6.2 REVIEW OF VARIOUS TECHNOLOGIES FOR SEWAGE TREATMENT
The likely technologies to treat sewage are:
1. Extended Aeration
2. Moving Bed Bio-film Reactor (MBBR)
3. Sequencing Batch Reactor (SBR)
4. Membrane Bio Reactor
5. Soil Bio Technology
6.2.1 EXTENDED AERATION
The extended aeration process is similar to the conventional plug – flow process
except that it operates in the endogenous respiration phase of the growth curve, which
requires a low organic loading and long aeration time. Because of the long SRTs (20
to 30 d) and HRT (12 - 24 hr), aeration equipment design is controlled by mixing
needs and oxygen demand. The process is simpler since primary settling tank and
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anaerobic digester are not required. Generally, secondary clarifiers are designed at
lower hydraulic loading rates than conventional activated sludge clarifiers for better
settlement of sludge.
Figure 6-3 Schematic for Extended Aeration Process
Advantages of EA:
(a) Good quality effluent is possible
(b) Relatively less complicated design and operation
(c) Capable of treating shock loads
(d) Well stabilized sludge.
Disadvantages of EA:
(a) Aeration requires high energy
(b) Relatively large aeration tanks
6.2.2 MOVING BED BIO-FILM REACTOR (MBBR)
The MBBR is an aerobic attached growth process which uses cylindrical shaped
polyethylene carrier elements for biological growth. The moving media increases the
contact time between the microorganisms and the organics. Since the media has high
porosity it provides large surface area for microorganisms to attach and grow. It has
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excellent characteristics for BOD/ COD removal and nitrification/de-nitrification for all
types of sewage. It is compact and requires comparatively lesser space than the
conventional system.
Figure 6-4 Schematic for MBBR
Advantages of MBBR:
(a) Provides long SRTs
(b) Good quality effluent is produced with low SS and COD
(c) Compact
Disadvantages of MBBR:
(a) Separate secondary settling tank required with sludge removal facility
(b) The process is sensitive
6.2.3 SEQUENTIAL BATCH REACTOR
The SBR is a fill and draw type of reactor system involving a single complete – mix
reactor in which all steps of the activated sludge process occur. For Wastewater
Treatment with continuous flow, at least 2 basins are used so that one basin is in the
fill mode while the other goes through react, solids settling and effluent withdrawal
modes. A SBR goes through a number of cycles per day; a typical cycle may consist
of 1.5 hr fill and aeration, 0.75 hr settling and 0.75 hr for withdrawal of supernatant.
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MLSS remains in the reactor during all cycles, thereby eliminating the need for
separate secondary sedimentation tanks. Decanting of supernatant is accomplished
by decanter mechanism. The HRT for SBRs generally range from 16 to 22 hrs. Based
on the influent flow rate and tank volume used, aeration may be accomplished by jet
aerators or coarse bubble diffusers. Separate mixing provides operating flexibility and
is useful during the fill period for anoxic operation. Sludge wasting occurs normally
during aeration period. The complete operation is PLC controlled.
Figure 6-5 Schematic for Sequential Batch Reactor
Advantages of SBR:
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(a) Process is simplified, separate final clarifiers not required and
intermittent return activated sludge pumping is provided.
(b) Compact facility.
(c) Operation is flexible; nutrient removal can be accomplished by
operational changes
(d) Can be operated as a selector process to minimize sludge bulking
potential.
Disadvantages of SBR:
(a) High Peak flows can disrupt operation unless accounted for in design.
(b) Higher maintenance skills required.
6.2.4 MEMBRANE BIO REACTOR
MBR technology is the combination of a high rate, activated sludge biological process
with Ultra filtration (UF) membranes for solids separation. The MBR technology has 2
alternatives:
(a) Submerged MBR in Aeration basin.
(b) MBR in separate tanks.
MBR is a two step process that includes:
(a) The bioreactor, where aerobic bacteria acts on the organic matter with the
presence of dissolved oxygen.
(b) The membrane filtration module based on Ultra Filtration (UF), which
separates the biomass and bacteria from water.
In MBR system through the use of a permeate pump, vacuum is applied to a header
connected to the membranes. The vacuum draws the treated water through the
membranes. Airflow is introduced to the bottom of the membrane module, producing
turbulence that scours the external surface of the membranes. The scouring action
transfers the rejected solids away from the membrane surface.
Wasted Sludge shall be collected in sludge sump and shall be pumped to portable
type filter press for dewatering and then wasted directly from the system at solid
concentration of 18 to 20 percent solids or can be used as manure for gardening.
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In addition to membrane modules equipment’s such as permeate pumps, Back pulse
pumps, air blowers, PLC system and Chemical cleaning system and storage etc., are
usually provided. There is no need of secondary clarifiers or polishing filters.
Figure 6-6: Schematic for Membrane Bio-Reactor
Figure 6-7 Schematic Flow diagram of MBR Technology
Advantages of MBR:
(a) Higher mixed liquor suspended solids concentrations in MBRs (8000 –
15,000 mg/L) as compared to the conventional process which allows only
1500 – 3000 mg/L MLSS.
(b) Optimum control of the microbial population and flexibility in operation with
excellent effluent quality (COD removal: ≥ 95 %, BOD removal: ≥98 % and
TSS removal: ≥ 99 %).
(c) MBR operates at low F/M ratio and long SRT. This means less sludge
production and better sludge quality. Better sludge quality ultimately
reduces sludge bulking.
(d) Smaller foot print per unit of BOD loading or per unit feed flow rate. Ideal
for expansion of existing facilities without an increase in the footprint. The
foot print of MBR based plant is 25 to 40% lesser than that of conventional
treatment plants.
(e) Capable of absorbing organic shock loads.
(f) MBR serves as barrier to certain chlorine resistant pathogens such as
Cryptosporidium and Giardia.
(g) Minimum odour.
(h) Sludge yield is 20 – 40 % less as compared to conventional WWTP.
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(i) Disinfection requirements are reduced.
(j) The effluent quality is suitable for recycle and reuse for flushing and
gardening.
(k) Process control is easier with automation.
(l) Modular design for easy expansion.
Disadvantages of MBR:
(a) High capital cost due to expensive membrane units.
(b) O &M cost is high due to higher energy consumption, Chemical
consumption and limited life of membranes.
(c) Extensive piping and valves are required.
(d) Need to control membrane fouling.
(e) Higher maintenance skill required for monitoring device and automation.
6.3 SELECTION OF APPROPRIATE SEWAGE TREATMENT TECHNOLOGIES
Various alternative processes as described earlier have been evaluated for the
proposed capacity of 1.5 MLD STP. Based on the techno-economic analysis and the
life cycle cost, the treatment processes recommendations have been made. The
evaluation is based on following criteria’s:
(a) Area requirement;
(b) Power requirement;
(c) Cost comparison.
Life cycle cost analysis is carried out for the technologies mentioned earlier. Operation
& Maintenance cost is considered for 10 years in life cycle analysis. The comparison
of Area, Power and Cost comparison for different process are provided in the table 6-2
and life cycle cost comparison statements for the same is provided in table 6-2 & 6-3
respectively.
6.4 RECYCLE SYSTEM FOR PROCESS WASTEWATER
Wastewater from the following process units will have to be collected and re-routed
back into the mainstream, i.e., upstream of the SBR Basins for normal treatment.
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6.5 RECYCLING AND REUSE OF TREATED EFFLUENT
There is no such proposal for recycling and reuse of treated water however the ULB
can explore the possibilities for selling this water for needy industries or can be used
for their own purposes. The following are the standards for the reuse of treated
sewage quality provided in table 7-7.
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Table 6-1 Recommended norms of treated sewage quality for specified activities at point of use
SN Parameter Toilet
Flushing Fire
Protection
Vehicle Exterior washing
Non-contact impoundments
Landscaping, Horticulture & Agriculture
Horticulture, Golf course
Crops
Non edible crops
Crops which are eaten
Raw Cooked
1 Turbidity (NTU) <2 <2 <2 <2 <2 <2 <2 <2
2 SS nil nil nil nil nil 30 nil 30
3 TDS 2100
4 pH 6.5 to 8.3
5 Temperature ⁰C Ambient
6 Oil & Grease 10 nil nil nil 10 10 nil Nil
7 Minimum Residual Chlorine 1 1 1 0.5 1 nil nil nil
8 Total Kjeldahl Nitrogen as N 10 10 10 10 10 10 10 10
9 BOD 10 10 10 10 10 20 10 20
10 COD AA AA AA AA AA 30 AA 30
11 Dissolved Phosphorous as P 1 1 1 1 2 5 2 5
12 Nitrate Nitrogen as N 10 10 10 5 10 10 10 10
13 Faecal Coliform in 100 ml Nil Nil Nil Nil Nil 230 Nil 230
14 Helminthic Eggs/litre AA AA AA AA AA <1 <1 <1
15 Colour Colourless Colourless Colourless Colourless Colourless AA Colourless Colourless
16 Odour Aseptic which means not septic and no foul odour
All units in mg/L unless specified; AA-as arising when other parameters are satisfied
A tolerance of plus 5% is allowable when yearly average values are considered
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Table 6-2 Pros and Cons for each of the Treatment Processes
Parameters Impact EA SBR MBBR MBR SBT
Capital cost Initial
Investment
Medium cost –
including primary
and secondary
clarifier
requirement
Lower cost than
EA cost
requirement,
Primary &
secondary clarifier
is not required.
Higher cost than EA &
SBR, cost including
secondary clarifier as
well as MBBR media
Potential highest cost
including membrane cost
Lower Cost
Periodic
equipment
replacement
cost
Proportional to
impact on
lifecycle cost
Replacement after
15 years
Replacement after
15 year
Media to be replaced
after 5 - 7 year
Membrane to be replaced
in 5 - 7 years
Replacement
after10 years
Power cost
Proportional to
impact on
lifecycle cost
Higher cost than
MBBR & SBR
power cost
Medium power
cost Medium power cost Highest power cost
Medium
power cost
Skilled
personnel
cost
Proportional to
impact on lifecycle
cost
Simplest to
operate
Cycle time control
needs higher skill Simple to operate MBRs need higher skill
Simple to
operate
Maintenance
cost
Proportional to
impact on
lifecycle cost
Lower than SBR
and MBBR
Medium cost More
automation
maintenance
Medium cost More automation
maintenance
Medium cost
Chemical
cost
Proportional to
impact on
lifecycle cost
Gas chlorination
for disinfection
Gas chlorination
for disinfection
Gas chlorination for
disinfection Gas chlorination for
disinfection
Gas
chlorination for
disinfection
Complexity Simpler is Relatively simple Cycle time control Relatively simple MBR TMP / permeability simple
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Parameters Impact EA SBR MBBR MBR SBT
better, but not a
critical factor
process adds some
operational
complexity
process monitoring, scour,
backpulse and
maintenance cleaning
adds some complexity
process
Performance
reliability
Relates to
regulatory
compliance and
reuse
applications
Proven reliable
with proper
operation and
control - need
additional units for
reuse applications
Proven reliable
with proper
operation and
control - need
additional units for
reuse applications
Proven reliable with
proper operation and
control - need
additional units for
reuse applications
Highly reliable effluent
quality. Additional units
for reuse applications not
required excellent
disinfection
Not proven
more than 3
MLD capacity
Space
requirements
Space available
on ground
within campus
in open area
Greater than
MBBR, SBR and
MBR.
20 – 30 % less as
compare to EA
15 – 20% less as
compare to EA
30 – 40% less as
compare to EA
Less compared
to others
Tertiary
Treatment
Recycle water
quality Required Required Required Not Required
Required
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Table 6-3 Comparison for different processes for 1.5 MLD capacity STP
SN PARAMETERS EXTENDED
AERATION
MOVING BED
BIOREACTOR (MBBR)
SEQUENTIAL BATCH
REACTOR (SBR)
MEMBRANE
BIOREACTOR (MBR)
A INLET DESIGN PARAMETERS
1 Biological Oxygen Demand
(BOD) 200 - 250 200 - 250 200 - 250 200 - 250
2 Chemical Oxygen Demand
(COD) 350 - 400 350 - 400 350 - 400 350 - 400
3 Total Suspended Solids (TSS) 350 - 450 350 - 450 350 - 450 350 - 450
4 Total Kjeldahl Nitrogen (TKN) 40 – 50 40 - 50 40 - 50 40 - 50
B EXPECTED OUTLET PARAMETERS
1 Biological Oxygen Demand
(BOD) < 20 < 20
< 20 (Less than 10 can
be achieved )
< 20 (Less than 5 can be
achieved )
2 Chemical Oxygen Demand
(COD) < 100 < 100 < 100 < 100
3 Total Suspended Solids (TSS) < 30 < 30 < 30 (Less than 10 can
be achieved )
< 30 (Less than 5 can be
achieved )
4 Total Nitrogen Removal
Efficiency, % 70-80 70-80 70-80 70-80
C PROCESS OPERATING FEATURES
1 Process Type Aerobic, Continuous. Aerobic, Continuous. Aerobic, Batch Aerobic, Continuous.
2 Automatic Control of Operating
Parameters
Generally minimum
automation provided.
Generally minimum
automation provided.
Monitoring of Process
Parameters like Rate of
Change of Dissolved
Oxygen, Inflow and
Monitoring of Process
Parameters like Rate of
Change of Dissolved
Oxygen, Inflow and
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SN PARAMETERS EXTENDED
AERATION
MOVING BED
BIOREACTOR (MBBR)
SEQUENTIAL BATCH
REACTOR (SBR)
MEMBRANE
BIOREACTOR (MBR)
Outflow is automatically
done by PLC
Outflow is automatically
done by PLC
3 Odour and Fly Problems
Nil since the process
produces fully
stabilized Sludge.
No fly problems.
Possibility of Odour in
case the Sludge is
stored at Site for a long
time as the Sludge is
not fully stabilized.
Nil since the process
produces fully
stabilized Sludge.
Nil since the process
produces fully stabilized
Sludge.
4 Treatment Efficiency
95% to 98%
treatment efficiency
can be achieved.
95%. Requires
Tertiary Treatment to
achieve < 10 mg/l BOD.
95% of BOD removal
can be achieved in
single stage.
98% of BOD removal
can be achieved in
single stage.
5 Replacement of System
components
No replacement of
components is
required. Mechanical
and Electrical
components are
designed for life
period of 15 years.
Possibility of MBBR
media replacement is
necessary every 4 to 5
years. Mechanical and
Electrical components
are designed for life
period of 15 years.
No replacement of
components is
required. Mechanical
and Electrical
components are
designed for life period
of 15 years.
Membranes have a life
of 5-7 years, after which
all membranes need to
be replaced. The system
uses membranes which
contribute to about 30%
of the capital
investments. Mechanical
and Electrical
components are
designed for life period
of 15 years.
6 Level of Automation Fully Automatic. Fully Automatic. Fully Automatic. Fully Automatic.
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SN PARAMETERS EXTENDED
AERATION
MOVING BED
BIOREACTOR (MBBR)
SEQUENTIAL BATCH
REACTOR (SBR)
MEMBRANE
BIOREACTOR (MBR)
Controlled by PLC
and Computer with
Manual Override.
Controlled by PLC and
Computer with Manual
Override.
Controlled by PLC and
Computer with Manual
Override.
Controlled by PLC and
Computer with Manual
Override.
7 Ease during Shutdown /
Maintenance
Partial Plant to be
taken under
Shutdown while
Maintenance.
Partial Plant to be taken
under Shutdown while
Maintenance.
Standby Basin can be
taken Offline while
other Basin shall cater
to the treatment
requirements.
Membrane modules can
be isolated and the
balance can cater the
treatment flow.
8 Required Level of Operator
Attention Low Medium Medium High.
9 Area Requirements
Greater than MBBR,
SBR and MBR
Process.
25-30 %less as
compared to that of
extended aeration.
35 - 40 %less as
compared to that of
extended aeration.
40-50 % less as
compared to that of
extended aeration.
10 Net Operating Cost Medium Low. Low. High.
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6.6 CONCLUSION AND RECOMMENDATION
• Capital Costs for STP for Extended Aeration, Sequential Batch Reactor,
SBT and MBBR is almost same whereas for MBR it is more.
• Power for Extended Aeration is more compared to MBBR, SBT & SBR and
for MBR it is highest.
• Operation & Maintenance is higher for MBR as compared to other four
processes.
• Area requirement for MBR is less as compared to that required for other
alternatives. Further Tertiary Treatment is not required for MBR.
• MBR technology is good and generates high quality of effluent (5-7m
years) but the capital cost and O & M cost is very high. Membrane life is
also short, and membranes needs to be replaced after certain interval of
time which has high periodic cost.
• Comparing the LCC cost of all the above-mentioned treatment
technologies, it is concluded that the SBR is most economical followed by
Extended Aeration. However, the SBR technology is a fully automation
technology requires skilled manner and Extended Aeration does not
require automation & skilled manpower. Equalization tank and Primary
clarifiers are not required in SBR whereas it required in Extended Aeration.
Minimal foot area is required in SBR when compared to Extended
Aeration.
• SBR technology is the best option for Sewage treatment plant. Hence for
the proposed STP of 1.5 MLD capacity at Dhalli, SBR technology has
been recommended.
Additional advantages of SBR when compared to other technologies includes
✓ Equalization, primary clarification, biological treatment and secondary
clarification can be achieved in a single reactor vessel.
✓ Operating flexibility and control
✓ Minimal footprint area
✓ Potential capital cost savings by eliminating clarifiers and other
equipment.
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7 PROPOSED SYSTEM
7.1 INTRODUCTION
The present DPR is prepared for the new advanced Sewage Treatment plant
components of 1.5 MLD Capacity, identified in SAAP 2017-18.
For SAAP 2017-18 DPR requirements; TCE has undertaken the brief study of the
complete system. Necessary observations on STP have been provided. For the
components identified under SAAP 2017-18 DPR, preliminary design has been carried
out and accordingly this report has been prepared.
7.2 STP CAPACITIES - CALCULATION
As described earlier, the sewage generated from identified area leads to the proposed
1.5 MLD. Necessary site visits and availability of area suitability for the construction of
proposed capacity of STP has been carried out by TCE Engineers along with municipal
Engineers and vacant land of the existing STP are found to be suitable for the new STP.
Based on the data available, recommendation of client and the sewage generations in
the respective sewage zones, the capacity of the STP have been calculated and is
provided in the table below.
Table 7-1 Summary of STP capacity required
Location Total Sewage Generation (MLD)
2020 2035
Capacity of proposed STP
Dhalli 1.17 MLD 1.91 MLD
Required STP Capacity 2.00 MLD
Proposed New STP Capacity 1.50 MLD
Existing STP Capacity 0.76 ( 0.5 MLD Sewage to be Treat)
From the above analysis, it can be concluded that a treatment plant of capacity
additional 1.5 MLD will be required to treat the sewage flow for the year of 2035.
However, Client has recommended New Sewage Treatment plant with advanced
technology SBR of 1.5 MLD Capacity should be proposed for Dhalli area under Amrut
Scheme. During the horizon 2050, further projections of sewage generation to be
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carried out and required land should be identified accordingly. Required capacity of
sewage treatment plants respectively will be carried out to treat future ultimate design
year sewage flows generated from respective Dhalli area.
Under AMRUT scheme, it is proposed additional new 1.5 MLD capacity of STP and 0.5
MLD sewage in Existing STP, which can treat sewage generated up to year 2035 from
the Dhalli area and the sewage is conveyed to STP through completing the gaps in
sewerage network.
7.3 EXISTING /PROPOSED STP
The Shimla Municipal Corporation has installed Existing STP of Capacity 0.76 MLD in
the Dhalli area at along the Dhalli-Cherot road on the Bhata Kufar side of Dhalli Bypass
at 31°06’N, 77° 12' E for STP. The land belongs to the Municipal Corporation.
The location of the existing STP and that of the proposed STP are provided in below
figure.
Figure 7-1 Existing /Proposed STP location for 1.5 MLD STP (Dhalli)
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7.4 INFLUENT AND EFFLUENT CHARACTERISTICS OF STP
Understanding of the nature of physical, chemical and biological characteristics of
sewage is essential in planning, design and operation of treatment and disposal
facilities. The raw sewage characteristics are also referred from CPHEEO Manual,
2013. Water supply rate in Shimla town is 135 lpcd for permanent population and
floating population. Due to high velocity generated in sewer lines and low retention time
in sewer lines, we can neglect the biodegradation of sewage in sewer lines. From the
data which is available with the client and analysis report, BOD and TSS concentration
of the sewage can be estimated 375 mg/lit and 750 mg/lit. It is proposed that the
sewage generated is to be treated to such standards that it can be used for Non-potable
applications. The typical characteristics of the raw sewage are provided in below table.
Table 7-2 Characteristics of Raw Sewage to be considered for design
SN Parameters of Raw Sewage Values Unit
1. BOD5 250 - 375 mg/l
2. COD 425 - 750 mg/l
3. Suspended Solids 500 - 750 mg/l
4. pH 6.5 – 8.5
5. Total alkalinity as CaCO3 300 - 400 mg/l
6. Chlorides 250 - 300 mg/l
7. Sulphate 100 - 150 mg/l
8. Total Nitrogen 50 -55 mg/l
9. Ammonical Nitrogen 35 - 40 mg/l
10. Total Phosphorus 5 – 7.1 mg/l
11. Temperature 10 0C
As per the CPHEEO Guide lines of Table 7-3 Treated sewage discharge into surface
water which after some travel may join a drinking water source to be used as source of
supply for drinking. ( Source: CPHEEO Manual 2013), following characteristics of
treated effluent standards of Sewage Treatment plant shall be as provided in the below
table.
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Table 7-4 Standards for treated effluent of Sewage Treatment Plants
SN Industry Parameters Standards for New STPs
(Design after notification date)*
1
Sewage
Treatment
Plant
pH 6.5-9
2 BOD, mg/l Less Than 10
3 COD, mg/l Less Than 50
4 TSS, mg/l Less Than 10
5 NH4-N, mg/l Less Than 5
6 N-total, mg/l Less Than 10
7 Fecal Coliform (MPN/100 ml) Less Than 100
8 PO4-P, mg/l Less Than 2
Note: These standards will be applicable for discharge in water resources as well as
for land disposal. The standards for Fecal coliform may not be applied for use of
treated sewage In industrial purposes. Achievements of Standards for existing STPs
within 5 years from date of notification.
All other parameters shall be as per present HPPCB/CPCB Norms for discharge in water resources as well as for land disposal.
7.5 PRELIMINARY DESIGN OF STP (SBR TREATMENT)
From the process selection studies carried out in the earlier chapters it was concluded
that, SBR technology was the recommended option for proposed Sewage treatment
plants. The proposed STP is designed for an average flow of 1.5 MLD Capacity. SBR
based process description is provided below
7.5.1 PROCESS DESCRIPTION:
The Sequential batch reactor (SBR) followed by tertiary treatment including rapid gravity
sand filters (if required) is intended to be adopted for treatment of sewage & shall be
post chlorinated prior to usage. The hydraulics of the plant shall be designed in such a
way that the flow from inlet chamber of STP to the disposal is by gravity.
The hydraulic gradient of the STP shall be such that no intermediate pumping is
required. The following are the unit operations and processes required.
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➢ Screening
➢ Grit removal
➢ Aeration and settling
➢ Recirculation of activated sludge (RAS)
➢ Transfer of surplus activated sludge (SAS)
➢ Post Chlorination
➢ Rapid gravity sand filter (if required)
➢ Sludge thickening (if required)
➢ Sludge dewatering using Centrifuges
7.5.2 PRIMARY TREATMENT
A. Inlet Chamber of STP
An inlet chamber shall be designed and constructed at a suitable location inside the
plot. The inlet chamber shall be provided with suitable arrangement of walkway with
hand railing preferably connecting the inlet chamber, screen chamber and degritting
system. Access facility to the walkways shall be provided.
B. Coarse Screening followed by Fine Screening Channels
Raw sewage received at inlet chamber shall be conveyed to a Coarse and fine bar
screen through channels designed for peak flows. The velocity in the channel shall not
be less than 0.3 m/sec during minimum flow conditions and not more than 1.2 m/sec
during peak flow conditions. There shall be two coarse and two fine bar screens and
each coarse and fine bar screen shall be designed to deal with peak flow of the plant.
The coarse and fine bar screens shall remove screenings from the sewage flow
exceeding 20 mm and 6 mm in size respectively.
C. Grit Removal Unit
The screened sewage shall flow from the fine screens to degritting systems. Two
degritting systems shall be provided each capable of handling ultimate peak flow. The
degritting tanks shall be of RCC.
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The systems shall be of square type with central scraping mechanism for removal of
grit. A series of adjustable FRP baffles shall be provided at the inlet of the grit chambers
for proper distribution of flow.
Grit shall be collected in one pocket at the periphery of the grit separation chamber by
means of classifier mechanism; the grit shall be washed and discharged into hopper in
the upstream of chamber which can be received in a trolley. A pump with suitable
motor shall return organic matter at the inlet of the system. Corners of square grit
chambers shall be sloped towards centre.
The degritted sewage shall be conveyed to the distribution chamber through a
conveying channel.
D. Parshall Flume
A Parshall flume, the most recognized and commonly used flume, is a fixed hydraulic
structure developed to measure flow. It is currently used to measure volumetric flow rate
in municipal sewer lines, and influent/effluent flows in wastewater treatment plants. The
Parshall flume accelerates flow through a contraction of both the parallel sidewalls and
a drop in the floor at the flume throat. Under free-flow conditions the depth of water at
specified location upstream of the flume throat can be converted to a rate of flow.
7.5.3 SECONDARY TREATMENT
I. Sequencing Batch Reactor:
The Sequential batch reactor technology of activated sludge treatment shall be used.
The presence of solids in the influent to the aeration tanks shall be taken into account in
the estimation of the surplus activated sludge. SBR basin(s) shall be designed for
respective modular tank capacity. The aeration tank(s) shall be a reinforced concrete
structure.
Each aeration module shall be preceded either by a separate anoxic tank or an anoxic
zone. The anoxic zones / tanks shall be sized so that at a RAS flow rate equivalent to
the average design flow of the incoming sewage, the nitrates present in the RAS shall
be completely denitrified. SBR basin(s) to be designed for present average flow.
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If an anoxic zone is used, it shall be separated from the aerated zone by a baffle. In
order to prevent short-circuiting, the effluent from the anoxic zone shall be arranged in
such a way that it is opposite to the influent, i.e., if the influent to the anoxic zone is at
the top of the tank, the flow to the aeration zone shall be under the baffle. Back-mixing
i.e., the intrusion of the mixed liquor from the aerated zone to the anoxic zone shall be
prevented. The anoxic zones / tanks shall be equipped with mixers to maintain the
activated sludge in suspension at all times. Slow mixers shall be used to avoid
damaging the sludge flocs.
From the outlet weir of Anoxic tank(s), the mixed liquor shall flow into respective SBR
basin(s). The portion of activated sludge from the Return activated sludge pumps shall
be returned to the upstream of SBR basin(s). The return sludge arrangement shall
ensure thorough mixing with the inflow into the Anoxic zone (s).
The diffused aeration system shall be so designed such that sufficient oxygen is
provided for carbonaceous treatment, sludge stabilization, nitrification and maintaining
the DO at the specified level. Allowance for diurnal variations in the load shall be made.
Reduction in oxygen demand due to denitrification in the anoxic zones shall also be
taken into account.
An on-line DO monitoring system shall be provided for each SBR basin. Mounting shall
be on a rigid base plate. During power failure and on application of standby power
through DG set, the blower(s) are required to be run continuously. Necessary
instrumentation and control system shall be provided for the same.
II. Chlorination Unit
Post chlorination facility shall be provided for disinfecting the treated sewage before
transfer to the gravity sand filtration. The facilities shall comprise a mixing tank followed
by chlorine contact tank. The overflow from the SBR basin(s) shall be received through
a channel at the mixing tank and passed on to the chlorine contact tank. The Chlorine
contact tank shall be constructed of RCC, provided with baffles inside the tank. Chlorine
contact tank shall be designed for a hydraulic retention time of 30 minutes at ultimate
average flow.
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Treated Sewage shall be dosed with chlorine gas at concentrations not less than 5 mg/l
and not more than 10 mg/l at entry to the contact tank. Effluent from the chlorine contact
tank shall not have more than 1 mg/l of residual chlorine at all flow conditions. The
chlorinators shall be adequate to dose the required chlorine during the peak flow
conditions.
HAZARDS ASSOCIATED WITH CHLORINE
Health Hazards
General—Chlorine gas is primarily a respiratory irritant. The characteristic penetrating
odour of chlorine gas usually gives warning of its presence. At higher concentration it is
visible as greenish yellow gas. The effect of chlorine may become more severe for upto
36 hours of exposure.
Acute Local—Short-duration exposures of skin to high concentrations of chlorine gas
are not much irritating or corrosive. But this effect is perceptible only when prolonged
exposure is tolerated by the use of respiratory protection. Splashes of liquid chlorine on
the eyes, skin and clothing, may cause immediate irritation and chemical burns, and
severe damage to body tissues.
Acute, Systemic—Chlorine gas is extremely irritating to the mucous membranes, the
eyes and the respiratory tract. If the duration of exposure or the concentration of
chlorine-is excessive, it will cause restlessness, throat irritation, sneezing and copious
salivation. In extreme cases, lung tissues may be attacked resulting in pulmonary
edema. Inhale lowest published toxic concentration TCL0 is 15 ppm and Inhale lowest
published lethal concentration is 430 ppm. The physiological effects of various
concentrations of chlorine gas are shown in Table 7-4.
Table 7-5 Effect of Chlorine at Various Concentrations (clause 4.1.3)
SN Effects Concentration of Chlorine Gas in Air, ppm
I Least amount for detectable odour 3.5
Ii Threshold of irritation 4.0
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SN Effects Concentration of Chlorine Gas in Air, ppm
Iii Noxiousness, impossible to breathe several minutes
5.0
Iv Concentration causing immediate irritation of throat
15.0
V Concentration causing cough 30.2
Vi Concentration dangerous in 30 minutes to 1 h 40-60
Vii Concentration dangerous for even short exposure
50.0
Chronic (Local and Systemic)—
✓ A concentration of 1 ppm of chlorine gas may produce slight symptoms after
several hours exposure.
✓ Prolonged exposure to atmospheric chlorine concentration of 5 ppm results in
disease of bronchi and a pre-deposition of tuberculosis while lung studies have shown
that concentration of 0.8 to 1 ppm cause permanent, although moderate reduction in
pulmonary function.
✓ Acne is not unusual in persons exposed for long periods of time to low
concentrations of chlorine, and is commonly known as chlorance—Tooth enamel
damage may also occur.
GENERAL PREVENTIVE MEASURES
The fundamental steps for safe working conditions in a plant or area where chlorine is
produced, stored or processed are:
a. Designing of layout of area with due consideration for adequate natural or
mechanical ventilation,
b. Use of properly selected material for construction of plant and equipment for
handling of chlorine,
c. Preventive maintenance of all equipment in proper working condition, and
d. Availability and use of adequate and suitable personal protective equipment at all
times.
e. Chlorine Leak Detector system
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Chlorine is particularly irritating to persons afflicted with asthma, certain types of
bronchitis, other chronic lung conditions, and irritations of the upper respiratory tract;
such persons should not be employed where exposures to chlorine gas might occur.
Pre-placement medical examination including a chest X-ray is recommended for all new
entrants and follow-up medical examinations at suitable intervals for all workers
handling chlorine.
Eye Protection
Eye protection devices should always be worn in a chemical plant. If there is danger of
contact with liquid chlorine, it is essential to wear a gas mask with a full face piece.
Respiratory Protection
A suitable gas mask should be available to every employee involved with chlorine
handling. Respiratory protective equipment should be carefully maintained and kept in
clean, dry, light-proof cabinets properly protected by paraffined paper or polyethylene
bags. Cleaning and inspection by competent person is generally necessary after each
occasion on which the apparatus is used and should, in any case, take place at least
once a month. Equipment used by more than one person should be sterilized after each
use. A defective or inoperable mask is worse than none at all.
7.5.4 TERTIARY TREATMENT (If Required)
A. Rapid Gravity Sand Filter
The rapid gravity sand filter comprises of bed of sand serving as a single medium
granular matrix supported on gravel layer overlying an under-drainage system. When
the clarified water containing suspended and colloidal matter is applied to the top of
filter bed, these solids are entrapped in the granular medium matrix. The accumulation
of suspended particles in the pores and on the surface of filter medium leads to built up
of head loss. When the head loss reaches at a pre-determined value, the filter is then
backwashed with the help of air and water to remove the accumulated suspended
matter from filter.
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Figure 7-2 Rapid Gravity Sand Filter
After chlorination the treated effluent will be pumped to the Rapid gravity sand filter,
Ferric chloride will be added to the online static mixer to enhance coagulation and
flocculation. Inline Mixers shall be provided for mixing of chemicals with the secondary
treated water. The floc size will be increased with static mixers. The flocculated water
will be transferred through the rapid gravity sand filter, where suspended matter will be
accumulated on media and treated water will be stored in the treated water tank. The
provision for chlorination shall be kept in the treated water tank. Treated water can be
directly use for Non-potable applications like flushing and floor washing gardening etc.
Wash water will be transfer to the Equalization tank for further treatment.
7.6 EFFLUENT DISPOSAL
The options of reuse of treated sewage so far have not been explored. Meanwhile the
treated effluent from the STP will be discharged into downstream of the respective
natural drains, which will be finally utilized for irrigation purpose.
The project provides the reuse of treated sewage which can be utilized for water
reclamation and non potable uses such as: Washing cars, flushing toilets, cooling water
for power plants, concrete mixing, artificial lakes, irrigation for golf courses and public
parks, and for hydraulic fracturing.
7.7 UTILITIES IN PROPOSED STP
Utilities for the treatment plant facilities will consist of the following components
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i. Water Supply arrangement
At Sewage treatment plant potable water is required for various uses
including
a. Domestic supply for the staff
b. Laboratory for testing
c. Preparation of chemicals
d. Washing purpose
e. Cooling system
The source of water will be Municipal supply.
ii. Green Belt
Provision of green belt on the periphery of the STP to shield the view of the facility from
outside is proposed. Suitable trees shall be planted at various locations in such a way
that they do not interfere with the work operations. Lawns and flower beds shall be
provided at free available spaces.
iii. Roads
Roads will be provided around the structures. The roads will be suitably wide and
surface with asphalt. Places where vehicular movement is not expected 2m wide brick
pavement is provided. Storm water drainage will be provided along the roads which will
finally terminate at the nearby natural nalas / drain.
iv. Storm Water Drainage
Storm water drainage will be provided along the roads and hard standing areas to
prevent flooding and to divert storm water to the outfall effluent channel. A rainfall
intensity of 50 mm/hour has been used for the design of the storm water system. The
hydraulic design will be carried out using Manning’s formula for open channel flow.
Channels are designed for a minimum self -cleansing velocity of 0.6 m/s and a
maximum velocity of 3.0 m/s. The rectangular channels will have a minimum size of 0.3
m wide x 0.4 m deep and a maximum size of 1.0m wide x 1.0m deep. The minimum
freeboard will be 0.2 m.
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v. Compound walls/Fencing
Common burnt brick wall with barbed wire fencing above is proposed along the
periphery of the STP. Gates will be provided at the main entrance and picket gates are
proposed at selected other places along the boundary.
vi. Site Security
A security office with facilities to record the entry and exit of the Contractor’s and
employer’s staff and visitors shall be provided at the entrance. Security posts are
proposed at the corners of the plot boundary.
7.8 SLUDGE TREATMENT
The excess sludge generated from the STP shall be collected and dewatered using the
mechanical dewatering equipments. The consistency of Waste Activated Sludge (WAS)
from the clarifier shall be considered to be 0.5 - 1 %. Centrate from the sludge treatment
will be collected in Return Liquor Collection tank and recycled back to inlet chamber.
Waste activated digested sludge, which is typically pumped from SBR Basins will be
passed to centrifuge system for solids separation from water. To enhance the
dewatering process / treatment of excess sludge, Poly electrolyte (1.5Kg/tonne dry
solids) will be dosed to the sludge. The dewatered sludge generated from centrifuge will
have the solid concentration of 18 - 20%. The dewatered sludge cake shall be collected
and further treated for pathogen reduction, so that it can be disposed without any
environmental hazard or finally used as manure.
7.9 BENEFITS OF THE PROJECT
Benefits of proposed project are listed below
✓ Zones of the town will be served with sewage treatment system.
✓ Service levels will be improved to an extent with respect to sewage
treatment system.
7.10 SUMMARY OF PROPOSED WORKS FOR STP OF 1.5 MLD CAPACITY
Summary of proposed works are as follows:
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✓ Construction of 1.5 MLD capacity Sewage Treatment Plant based on SBR
technology.
7.11 SERVICE LEVEL BENCH MARK – PROPOSED
Service level with respect to treatment aspect increases from void to 100% for present
conditions.
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8 EXISTING SEWAGE TREATMENT PLANT DETAILS
8.1 Sewage characteristics of existing plant:
The 0.76 MLD capacity sewage treatment plant at Dhalli began its operation in 2001-
2006 and is based on Extended Aeration Process. Presently Shimla Municipal
Corporation (VMC) manages the STP. The existing STP was designed for the following
raw sewage and treated sewage quality:
S.
N.
Parameters Design Value in
mg/lit
Outlet/Discharge Value in
mg/lit 1 BOD5@20OC 375 30
2 Total Suspended
Solids
750 100
(Source: DPR/Document: AIC Watson Consultant Ltd. Mumbai)
8.2 EXISTING TREATMENT SCHEME
The Treatment process at the Dhalli STP is consisting of following treatment units: A. Inlet Chamber F. Flash Mixer B. Coarse Screen Channel G. Clariflocculator C. Manual Grit Channel H. Sludge Pumping Station D. Extended Aeration Tank I. Filter Press E. Secondary Clarifier
The inlet chamber is proposed to receive the raw sewage to pass it further to screen
channel and grit channel. In screen channel floating matters are trapped and removed
whereas in grit chamber grit is removed. The sewage having been treated for screening
and grit removal is then treated biologically in extended aeration process comprising of
aeration tank and secondary settling tank. The effluent from secondary settling tank will
have the characteristics within the discharge limits and only during winter season due to
fall in temperature the efficiency of extended aeration process is reduced and effluent
from secondary setting tank has to be treated physico-chemically. The overflow from
secondary settling tank is treated physico-chemically by adding alum in flash mixer and
settling out the flocs in Clariflocculator.
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The sludge from secondary settling tank is well-stabilized and then dewatered using
filter press for further disposal.
Following are the Existing Treatment Civil Unit Sizes:
S.N. Process Units Nos. Length / Dia.
In Meters
Width
In Meters
SWD
In Meters 1 Inlet Chamber 1 W 1 1.4 1
2 Manual Screen
Channel
1W+1S 3.5 0.5 0.1
3 Manual Grit Channel 1W+1S 4.75 0.5 0.18
4 Extended Aeration
Tank
1 9.90 29.7 3.0
5 Secondary Clarifier 1 9.85 X 3.0
6 Flash Mixer 1 0.75 0.75 1.0
7 Clariflocculator 1 7.70 X 2.5
Flocculator 1 3.20 X 2.0
8 Alum Dosing Tank 2 0.36 0.36 0.6
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9 COST ESTIMATE
9.1 GENERAL
The newly proposed STP on SBR technology of 1.5 MLD capacity are designed for
Shimla Municipal Corporation taking into the consideration of present requirements of
the ULB. The objective of the present project is to construct new 1.5 MLD STP and
dispose the same in an environmental friendly manner.
The proposed Sewage system of the ULB is planned and designed taking into
consideration of the demography, topography, present service levels, existing system,
functionality and existing conditions. The Cost Estimate of proposed civil works is done
by Long wall and Short Wall method.
9.2 RATE ANALYSIS FOR CONSTRUCTION OF NEW STP COMPLETE IN ALL
RESPECT.
It is proposed to implement the project on New 1.5 MLD SBR technology under EPC
Contract. As no standard rates on MLD basis are available in the HP Standard schedule
of rates; prevailing market rates for STP have been considered by collecting quotations
from the vendors having similar experience in India and in the region.
The cost as per the quotation (Annexure-1) for Design, Construction, Supply, Erection,
Testing and Commissioning of 1.5 MLD STP is based on SBR technology.
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Table 9-1 COST ESTIMATE
Dhalli STP 1.5 MLD - SBR Technology - Project Cost Estimation
S. N.
Description Unit Qty Rate in Lacs
Amount in Lacs
A New STP 1.5 MLD - Capex cost
1
Designing, construction, Site development, hydraulic testing, commissioning and giving satisfactorily trials of 1.5 MLD STP of Advanced modern SBR technology which can be accommodated in limited identified land space consisting of Primary, Secondary and Tertiary Treatment Units as per the requirement of designed CPHEEO norms relevant IS codes etc. necessary piping work with required valves, gates, drains, path Ways, Administration Block cum Laboratory, Laboratory Equipments, Internal Roads, Pathways, Compound Wall, Tools and plants, Treated effluent arrangements complete as turnkey job with all involved Civil, electrical, Instrumentation and mechanical works Inclusive of following Items, units as per detailed specifications for civil, electrical, Instrumentation and mechanical components complete to achieve latest CPCB/ HPPCB / CPHEEO discharge standards BOD < 10 ppm, TSS < 10 ppm, Biological TN<10 ppm & PO4 < 2 ppm to get recyclable quality of water for Industrial / agricultural purposes. All units shall be interconnected with administration building by suitable or RCC overhead walkways at the STP component as per the scope and confirming norms as mentioned above. The plant should be completely automated with PLC - SCADA etc complete.
MLD 1.5 383.00 574.50
2
Dismantling of existing Structures if any, Site Development including any cutting, filling, grading etc. at site, All approach Roads / Access to Site, Piling/Anchoring.
Lot 1 10 10
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Total 584.50
Taxes - GST @ 12% 70.14
Cost of the Project including GST 654.64
Labour Cess 1 % 6.55
Total Capex Cost of the New STP 1.5 MLD Project including
Taxes Sub Total (A) 661.19
B New STP 1.5 MLD - Retaining wall Civil cost
3 RCC Retaining Wall for Average 4 m Height
Total RM 148 0.32 47.25
Sub Total Cost for New STP 1.5 MLD (A+B) 708.44
C New STP 1.5 MLD - O & M cost
4 Operation and Maintenance of 1.5 MLD STP for the duration of 7 Years.
303.72
Taxes - GST @ 12% 36.45
Cost of the Opex including GST 340.17
Labour Cess 1 % 3.40
Total Opex Cost of the New STP 1.5 MLD Project including
Taxes Sub Total 343.57
5 Laboratory Chemicals & Testing Charges from NAB Laboratory for 7 Years
22.02
Total Opex Cost of the New STP 1.5 MLD Project including
Taxes Grand Total (C) 365.59
Dhalli STP - Total Cost Estimation
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S. N.
Description Amount in Lacs
1 Designing, construction, testing, commissioning and giving satisfactorily trials of 1.5 MLD STP of Advanced modern SBR technology.
708.44
Total Capex Cost for New STP of 1.5 MLD 708.44
2 Operation and Maintenance of 1.5 MLD STP for the duration of 7 Years.
365.59
Total O & M Cost for New STP of 1.5 MLD 365.59
Grand Total Cost 1074.03
Price Basis: The price considered above is inclusive of GST 12% and any additional Tax levied
at the time of Supply of Execution will be extra as applicable.
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Table 9-2 COST COMPARISON OF QUOTATIONS
S. N. Description
SFC
(CTECH)
(In Lacs)
Mumbai.
M/s. Ayyappa
Infra Projects
Pvt. Ltd.
Hyderabad.
M/s. Shapoorji
Pallonji
Engineering &
Construction.
Mumbai.
Lowest
Quotation
considered
1.
Design, Construction,
Supply, Erection,
Testing &
Commissioning for
1.5 MLD, Sewage
Treatment Plant at
Dhalli, Shimla based
on SBR Technology.
766 for 2
MLD.
Hence
Per MLD
383.00 X
1.5 MLD
=574.50
950.00 for 2
MLD. Hence
Per MLD
475.00 X 1.5
MLD =
665.00
1100.00 for 2
MLD. Hence
Per MLD
550.00 X 1.5
MLD = 825.00
SFC
Environmental
Technologies
Pvt Ltd
(CTECH)
The cost quoted by the competitive vendors and technology provider is tabulated above
and the lowest quote by SFC Environmental Technologies Pvt Ltd (C-Tech) has been
considered for the estimate purpose. GST of 12% is not applied on the vendor’s quoted
price as per the mentioned in the Quotations.
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10 IMPLEMENTATION SCHEDULE
10.1 GENERAL
This chapter provides the insights for the implementation schedule for the proposed
project.
As the proposed project is a high-end activity, with substantial field and office inputs
required for effective planning and execution of the proposed components, it is
suggested to opt for EPC contract with minimum 7 years of O&M with specified
performance criteria to ripe the benefit of the project.
The contract would be on EPC basis where in the requisite survey and investigation,
design work needs to be carried out by the agency before execution and get it
approved by PDMC / ULB.
10.2 TOTAL COST OF THE PROJECT
The cost of various components of the Newly Proposed Dhalli STP of 1.5 MLD capacity
with modern technology based on SBR within the same area of existing Sewage
Treatment Plant, project is worked out to be 10.74 Crores (Capex and Opex Cost)
including taxes. The cost estimate is prepared for the financial year 2019-2020. Out
of this for construction of New STP of 1.5 MLD based on SBR technology is Rs.
7.08 Crores & For Operation and Maintenance of the New STP of 1.5 MLD for 7
years duration is Rs. 3.66 Cr.
10.3 CONTRACT PACKAGING
The whole works has been planned to be implemented as below,
• Tender for 1.5 MLD capacity of STP based on SBR technology at Dhalli.
• O & M for 7 Years for 1.5 MLD capacity of STP based on SBR technology at
Dhalli
10.4 CONTRACT APPROACH
The procurement procedure adopted can be Local Competitive Bidding (LCB), Single
Stage and Two-envelope system. In the first stage, the Bidders shall be technically
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qualified based on qualification criteria set forth in the bid documents. The financial bids
shall be opened for the technically qualified bidders only. The contract shall be awarded
to the lowest quoted bidder. The successful bidder i.e. the contractor will be responsible
for execution, quality, safety and timely completion of the works.
10.5 CONDITIONS OF CONTRACT
It is proposed that the Conditions of Contract for the contract package shall be based
on the Himachal Pradesh Transparency in Tenders Act. It is also proposed and
considered essential that Bidders be qualified on such a contract to ensure that realistic
bids are received from Contractors who are suitably experienced, have sufficient
financial resources to carry out the work and having suitable manpower, technical
resources, plant and equipment etc for successful, timely completion of the project with
necessary quality parameters.
10.6 IMPLEMENTATION SCHEDULE
The implementation schedule for the project is estimated to be 18 months after award
of contract to the successful bidder. With this schedule, the project is expected to be
completed by March 2021. The bid documents can be published in the month of May
2019 and evaluation of bids, award of contracts would be completed by July 2019.
This is assumed that ULB has adequate experience and is well known of procedures to
carry out these activities without much delay. However, there would be possibility of
delay in getting approval of bidding documents or contract documents from agencies or
any other unforeseen event which is considered.
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11 OPERATION AND MAINTENANCE
11.1 GENERAL
The O&M cost consists of energy cost, staff cost, consumables, repairs & maintenance.
11.2 BASIS FOR OPERATIONAL AND MAINTENANCE COST
• Annual establishment charges for the project are broadly worked out based on
likely operating staff required for the project.
• Annual maintenance costs are worked out on percentage basis of capital cost for
different components of the project.
• Annual energy charges are worked out considering 24 hrs working for average
flow at Rs.7.00 / kwh and the cost of chlorine gas is assumed as Rs.50 per kg.
• The cost of other chemical and energy charges if any is worked as per the MLD
basis.
• The cost of operation of the pumps is considered based on the KW rating of the
pumps and its hours of operation.
• The cost of maintenance and repair works for civil works and pipe line works is
considered as per the IWWA recommendations.
• The daily rates of the manpower intended to be deployed have been considered
as per the Market.
A. COST ESTIMATION - OPERATIONAL AND MAINTENANCE OF
1.5 MLD STP
The O &M calculation approach is given in table 10-1.
Table 11-1 O&M Calculation Approach
S
N Name of Work
% of
M&R
% of annual
depreciation Remarks
1. STP (Civil works) 1.00 0.50 All activities to maintain
the unit in good condition
2. STP (Electro
mechanical works) 3.00 2.00
All activities to maintain
the unit in good condition
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The O&M charges for 1.5 MLD STP are provided in table 10-2 below; annual
maintenance and repair charges for 1.5 MLD STP are provided in table 10-3 and table
10-4 provide the summary of the manpower required for the project maintenance as per
CPHEEO manual. Detailed manpower worked out along with their proposed salary
structure is provided in table 10-4 and table 10-5.
Table 11-2 O&M Charges for 1.5 MLD STP based on SBR Technology at Dhalli
DHALLI STP - OPERATION & MAINTENANCE COST IN LAKHS
Plant Capacity in MLD 1.5
A CAPITAL COST SBR
1 STP Capital Cost 584.50
a) % of civil work cost for capital cost 55
Civil Cost per MLD 214.32
Civil Cost for 1.5 MLD 321.48
b) % of M&E work cost for capital cost 45
M&E Cost per MLD 175.35
M&E Cost for 1.5 MLD 263.03
2 Total Civil Cost for STP 321.48
3 Total M & E Cost for STP 263.03
B CHEMICAL COST
1 Chlorine Dose ppm 5.00
chlorine rate - Rs/kg 50.00
Chlorine Per annum in Lacs 1.37
2 Polyelectrolyte, ppm 0.10
Total sludge quantity, kg/day 505.50
Polyelectrolyte dose, kg/ton of dry solids 2.00
Total polyelectrolyte required Kg/year 369.02
Polyelectrolyte rate - Rs/kg 350.00
Poly Per annum in Lacs 1.29
Total (Chlorine + Polyelectrolyte) 2.66
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TOTAL CHEMICAL COST for 1 Year 2.66
C MAINTENANCE & REPAIR COST PER YEAR
1 Civil Cost @ 0.5% of civil works cost 1.61
2 M&E cost @ 2 % of M&E cost 5.26
Total Maintenance & Repair Cost for 1 Year 6.87
D Residual Disposal Charges (Transportation)
1 Dewatered sludge, cum/day 2.53
unit rate Rs/cum 704.47
Disposal charges per year Lakhs 6.50
2 Fine screenings- liters / MLD 45.00
Total quantity of screenings cum/year 24.64
unit rate Rs/cum 704.47
Disposal charges per year Lakhs 0.17
3 Grit quantity -cum/million liters 0.12
Total quantity of grit cum/year 65.70
unit rate Rs/cum 704.47
Disposal charges per year Lakhs 0.46
Total Residual charges / year 7.14
Table 11-3 Annual Maintenance and Repair Charges ( Lakhs) for 1.5 MLD
S.No. PARTICULARS Years Total Amount
1 Repairs & Maintenance excluding Three years defect liability period (From 4 th Year of O & M Contract)
4 33.84
2 Chemicals and Consumables 7 21.47
3 Manpower Charges 7 190.83
4 Residual Disposal Charges (Transportation) 7 57.59
TOTAL (in Lakhs) 303.72
1 Taxes - GST @ 12% 36.45
2 Cost of the Opex including GST 340.17
3 Labour Cess 1 % 3.40
4 Total Opex Cost of the New STP 1.5 MLD Project including Taxes Sub Total
343.57
Total Cost of O & M Cost for 7 Years 343.57
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Table 11-4 Operation and Maintenance Staff for STP – (Annual Costing)
BASIS FOR Manpower Cost for STP 1.5 MLD
Sl No
Designation Nos. Rates/day Rate Rs.
Year.
Total Amount Rs.
Per Year
1 AE (E&M) Assistant manager 1 1500.00
547,500 547,500
2 Fitter (Mech) Ist class 1 311.50 113,698 113,698
3 Electrician Ist Class 1 403.66 147,336 147,336
4 Gardener 2 262.50 95,813 191,625
5 Security Guard / watchman 3 297.50 108,588 325,763
6 Lab/chemist Assistant 1 403.66 147,336 147,336
7 Sweeper / Helper 3 262.50 95,813 287,438
8 Operator 3 311.50 113,698 341,093
TOTAL 2,101,787
For ESI & PF 12.5 % 262,723
TOTAL in Lacs Per Year 23.645
Table 11-5 Annual Incremental cost of Operation and Maintenance for STP
1. Manpower Cost For 1.5 MLD
Sl
No Manpower Cost Total Amount Rs. Per Year
1 1st Year 23.65
2 2nd Year with 4.71% Increase from last Year 24.76
3 3rd Year with 4.71% Increase from last Year 25.92
4 4th Year with 4.71% Increase from last Year 27.15
5 5th Year with 4.71% Increase from last Year 28.42
6 6th Year with 4.71% Increase from last Year 29.76
7 7th Year with 4.71% Increase from last Year 31.17
Total Manpower Cost for 7 Year 190.83
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2. Chemical and Consumables Cost For 1.5 MLD
Sl
No Chemical and Consumables Cost Total Amount Rs. Per Year
1 1st Year 2.66
2 2nd Year with 4.71% Increase from last Year 2.79
3 3rd Year with 4.71% Increase from last Year 2.92
4 4th Year with 4.71% Increase from last Year 3.05
5 5th Year with 4.71% Increase from last Year 3.20
6 6th Year with 4.71% Increase from last Year 3.35
7 7th Year with 4.71% Increase from last Year 3.51
Total Chemical and Consumables Cost for 7 Year 21.47
3. Residual Disposal Charges (Transportation) Cost For 1.5 MLD
Sl
No
Residual Disposal Charges (Transportation)
Cost Total Amount Rs. Per Year
1 1st Year 7.14
2 2nd Year with 4.71% Increase from last Year 7.47
3 3rd Year with 4.71% Increase from last Year 7.82
4 4th Year with 4.71% Increase from last Year 8.19
5 5th Year with 4.71% Increase from last Year 8.58
6 6th Year with 4.71% Increase from last Year 8.98
7 7th Year with 4.71% Increase from last Year 9.40
Total Sludge Disposal Charges Cost for 7 Year 57.59
4. Maintenance & Repair Cost For 1.5 MLD
Sl No Maintenance & Repair Cost Total Amount Rs. Per Year
1 1st Year 6.87
2 2nd Year with 4.71% Increase from last Year 7.19
3 3rd Year with 4.71% Increase from last Year 7.53
4 4th Year with 4.71% Increase from last Year 7.88
5 5th Year with 4.71% Increase from last Year 8.26
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6 6th Year with 4.71% Increase from last Year 8.64
7 7th Year with 4.71% Increase from last Year 9.05
Total Maintainence & Repair Cost for 7 Year 55.43
5. STP - Dhalli - O & M Cost Breakup Year wise
S.No. STP - Dhalli - O & M Cost Breakup Year wise Total Amount
1 Cost For 1.5 MLD Cost for 1st Year 37.83
2 Cost For 1.5 MLD Cost for 2nd Year 39.61
3 Cost For 1.5 MLD Cost for 3rd Year 41.48
4 Cost For 1.5 MLD Cost for 4th Year 52.35
5 Cost For 1.5 MLD Cost for 5th Year 54.81
6 Cost For 1.5 MLD Cost for 6th Year 57.40
7 Cost For 1.5 MLD Cost for 7th Year 60.10
Total Cost of O & M Cost for 7 Years 343.57
6. Cost Estimate for Laboratory Chemicals & Testing Charges from NAB Laboratory
For 7 Years - 1 No. STP
Outlet Sewage Frequency Samples Per Month
Rate per Sample
Amount per Month, in Rs.
BOD 3 times per week 12 74.45 893.4
TSS Daily 30 18.88 566.4
TKN 3 times per week 12 448.34 5380.08
PH Daily 30 8.496 254.88
Total for Inlet Raw Sewage Testing Amount per Month 7094.76
Inlet Sewage Frequency Samples Per Month
Rate per Sample
Amount per Month, in Rs.
TSS Daily 30 18.88 566.4
PH Daily 30 8.496 254.88
BOD 3 times per week 12 74.45 893.4
COD 3 times per week 12 160.45 1925.4
Total for Outlet Treated Sewage Testing Amount per Month 3640.08
Description Amount, In Rs.
Total Laboratory Chemical Cost Per Month 10735
Total Laboratory Chemical Cost Per Year 128818
Total Laboratory Chemical Cost for 7 Year O & M Period for 1 no. STP 901727
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Source: Rates of Laboratory Chemicals based on Quotation taken by AGM - Sewerage, Tutikandi. Shimla. M/s. Accession Technologies. Panchkula. Haryana.
Weekly sample drawn in presence of departmental representative be got tested at any NAB laboratory by the contractor/ firm on his own expenditure
Sewage Frequency Samples Per Month
Rate per Sample
Amount per Month, in Rs.
Inlet Sewage - All Parameters
Weekly 4 1935.2 7740.8
Outlet Treated Sewage - All Parameters
Weekly 4 1935.2 7740.8
Description Amount, In Rs.
Total NAB Laboratory Testing Cost Per Month 15482
Total NAB Laboratory Testing Cost Per Year 185779
Total NAB Laboratory Testing Cost for 7 Year O & M Period for 1 no. STP 1300454
Source: Laboratory Testing charges taken from Current Rates of MC Shimla.
Cost Estimate Summary Cost , In Lacs
Overall Cost Estimation of Laboratory Chemical & Testing Cost from NAB Laboratory for 7 Years for 1 no. STP
22.02
A. BOD : Lab Chemicals - Analytical Grade
BOD : Lab Chemicals - Analytical Grade
S.N. Laboratory Chemical
Qty Unit Rate/gm
or lit Amount GST
GST Amount
Total Amount
with Tax, in Rs.
1 MnSO4.H20 364 gm 2.04 742.56 18% 133.66 876.22
2 KOH 700 gm 1.16 812 18% 146.16 958.16
3 NaN3 10 gm 10.9 109 18% 19.62 128.62
4 KI 150 gm 15.84 2376 18% 427.68 2803.68
5 Starch 2 gm 3 6.00 18% 1.08 7.08
6 Salicyclic Acid 0.2 gm 1.54 0.31 18% 0.06 0.36
7 Na2S203.5H20 25 gm 0.74 18.5 18% 3.33 21.83
8 KH (IO3)2 or KIO3 20 gm 78.1 1562 18% 281.16 1843.16
9 H2SO4 800 ml 0.48 384 18% 69.12 453.12
10 NaH2PO4.H2O 100 gm 1.18 118 18% 21.24 139.24
11 NH4Cl 20 gm 0.94 18.8 18% 3.38 22.18
12 CaCl2 15 gm 2.64 39.6 18% 7.13 46.73
13 MgSO4 50 gm 0.72 36.00 18% 6.48 42.48
14 FeCl3.6H2O 2.5 gm 24.2 60.50 18% 10.89 71.39
Himachal Pradesh Urban Finance &
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15 Glucose 7 gm 0.94 6.58 18% 1.18 7.76
16 Glutamic Acid 7 gm 2.76 19.32 18% 3.48 22.80
A For 100 Samples 100 No. - 7444.82
B For 1 Sample 1 No. 74.45 74.45
B. COD : Lab Chemicals - Analytical Grade
COD : Lab Chemicals - Analytical Grade
S.N. Laboratory Chemical
Qty Unit Rate/gm
or lit Amount GST
GST Amount
Total Amount
with Tax, in Rs.
1 K2Cr2O7 7 gm 2.3 16.1 18% 2.90 19.00
2 Ag2SO4 12.5 gm 242 3025 18% 544.50 3569.50
3 H2SO4 1.25 Lit 0.48 0.6 18% 0.11 0.71
4 Ferron Indicator Liquid
200 ml 10.2 2040 18% 367.20 2407.20
5 Ferrous Ammonium Sulphate
250 gm 0.88 220 18% 39.60 259.60
6 HgSO4 200 gm 41.44 8288 18% 1491.84 9779.84
7 KHP (Potassium Hydrogen Pthalate)
1 gm 1.5 1.5 18% 0.27 1.77
8 Sulphanic Acid 1 gm 6.4 6.4 18% 1.15 7.55
A Total Amount For 100 Samples
100 No. - 16045.17
B Total Amount For 1 Sample
1 No. 160.45 160.45
C. PH : Lab Chemicals - Analytical Grade
PH : Lab Chemicals - Analytical Grade
S.N. Laboratory Chemical
Qty Unit Rate/gm
or lit Amount GST
GST Amount
Total Amount
with Tax, in
Rs.
1 PH - 7.0 Tablet - 10 tablets
1 No. 240 240 18% 43.20 283.20
2 PH - 4.0 Tablet - 10 tablets
1 No. 240 240 18% 43.20 283.20
3 PH - 9.0 Tablet - 10 tablets
1 No. 240 240 18% 43.20 283.20
A For 100 Samples 100 No. - 849.6
B For 1 Sample 1 No. 8.50 8.50
Himachal Pradesh Urban Finance &
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D. TKN : Lab Chemicals - Analytical Grade
TKN : Lab Chemicals - Analytical Grade
S.N. Laboratory Chemical
Qty Unit Rate/gm or
lit Amount GST
GST Amount
Total Amount with Tax,
in Rs.
1 K2SO4 650 gm 0.98 637 18% 114.66 751.66
2 CuSO4 40 gm 1.74 69.6 18% 12.53 82.13
3 H2SO4 700 ml 0.48 336 18% 60.48 396.48
4 NaOH 2.5 Kg 0.72 1.8 18% 0.32 2.12
5 Sodium Thiosuphate Na2S2O3.5H2O
125 gm 0.76 95 18% 17.10 112.10
6 Na2B4O7.10H20 25 gm 10.46 261.5 18% 47.07 308.57
7 Boric Acid 100 gm 1.64 164 18% 29.52 193.52
8 Ethanol/IPA 150 ml 3.2 480 18% 86.40 566.40
9 Methyl Red 200 mg 31 6200 18% 1116.00 7316.00
10 Methylene Blue 100 mg 296 29600 18% 5328.00 34928.00
11 Phenolpthelin Indicator
125 ml 1.2 150 18% 27.00 177.00
A For 100 Samples 100 No. - 44833.98
B For 1 Sample 1 No. 448.34 448.34
E. TSS : Lab Chemicals - Analytical Grade
TSS : Lab Chemicals - Analytical Grade
S.N. Laboratory Chemical
Qty Unit Rate/No. Amount GST GST
Amount
Total Amount
with Tax, in Rs.
1
Milipore membrane Filter, 47 mm dia, 45 micron
1 Nos. 16 16 18% 2.88 18.88
B For 1 Sample 1 No. 18.88
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12 ENVIRONMENTAL MANAGEMENT PLAN
12.1 INTRODUCTION
In this Chapter potential impacts on the environment from the proposed project on the
ULB are identified based on the nature and extent of various activities associated
during construction and after completion of the project. The proposed expansion
activities will have impact of varying magnitude on environmental components both
beneficial (positive) and adverse (negative) impacts. Both these (positive) and adverse
(negative) impacts are considered for the impact prediction studies. The details of
impact prediction and assessment are given in this chapter.
12.2 LEGAL AND REGULATORY FRAME WORKS
The project is expected to bring significant environmental and health benefits, such as
improvements in the sustainability of water sources and improvements in public health
through better quality of treated water. Although no major environmental issues are
anticipated, certain investments items to be funded under the project may require
special mitigation measures to protect the environment and enhance health safety.
12.3 LOCAL REGULATORY FRAMEWORK
As per the Environmental regulations in India, the S.0.1533 no Environmental clearance
is required for projects. However, Pollution Control Board can be approached for
funding for STP projects and the regulatory frame works of PCB norms shall be
adhered to.
12.4 IMPACTS DURING CONSTRUCTION
12.4.1 Impacts during construction of Air Quality
The potential ambient air quality impacts arising from the proposed project would occur
mainly during construction phase. During construction, the project would have two
major impacts on ambient air quality due to an increase in gaseous emissions by heavy
construction equipments and vehicles, and an increase in dust by construction
activities. Earth excavation work, foundation work, superstructure work, material
storage, transportation and handling of construction materials, and wind erosion are the
major factors that would produce a temporary, localized increase in SPM and RPM
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levels. The increased movement of heavy vehicles carrying construction materials,
operation of DG sets as standby power back up system would generate gaseous
emissions. However as DG sets are used as standby, the impacts are insignificant. The
degree of dust generated would depend on the soil compaction and moisture content of
the ground surface during construction. Dust and exhaust particulate emissions from
heavy equipment operations would temporarily degrade air quality in the immediate
construction zone. The increase in air particulates would be minimized by the
performance of the work. The construction contractor will visually monitor dust levels on
the site during construction. Dust suppression will be instituted, using water tankers
mounted on tractors, sprinklers and other means as necessary, in the event that high
levels of dust are observed, strong winds and dry conditions make dust generation
likely, and complaints about dust are received.
12.4.2 Impacts during construction of Noise Quality
Construction activities normally result in temporary and short duration increases in
noise levels. The main sources of noise during construction period include movement of
vehicles for loading and unloading of construction materials, fabrication, handling of
equipment and materials, operation of concrete mixing plants, generators etc. The
areas affected are those close to the site.
Under the worst-case scenario, considered for prediction of noise levels during
construction phase, it has been assumed that all these equipments generate noise from
a common point at an average noise level of 85 dB (A).
12.4.3 Impacts of Construction Wastes
The generation of waste material is inevitable during the construction phase of the
development. Waste is generated at different stages of construction process. Waste
during construction activity relates to excessive cement mix or concrete left after work is
over, rejection caused due to change in design or wrong workmanship etc. Excavation
of earth and rock generates muck. Other wastes include top soil, clay, sand, and gravel.
These are normally re-used as filler at the same site after completion of excavation
work. Other miscellaneous materials that arise as waste include glass, plastic material,
general refuse, scrap metal, cardboard, plastics, and sewage waste from the
construction workers housing. Construction waste is bulky and heavy and is mostly
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unsuitable for disposal by incineration or composting. Unutilized or unused solid wastes
generated during construction will be disposed of to a designated landfill sites in the
project area.
12.5 IMPACTS DURING OPERATION
12.5.1 Impacts during operation of Air Quality
None of the proposed structures of STP, Pumping Stations etc at the project site would
be expected to have an impact on air quality during their normal operation.
12.5.2 Impacts during operation of Noise Quality
None of the proposed structures of STP, Pumping Stations at the project site would be
expected to have an impact on Noise during their normal operation.
12.6 MITIGATION MEASURES
12.6.1 Mitigation Measures of Air Quality
Since the project involves large-scale construction (Sewage Treatment Plant, laying of
pipes, etc) of activity the negative impacts on the air quality would be significant during
this phase. The impact on the air quality due to the operation of construction
machineries in the site is found to be insignificant given the vast area of the proposed
project site. However, the negative impacts created as a result of movement of
construction vehicles needs critical attention. For mitigation of these impacts following
measures are suggested:
• Vehicles transporting construction materials prone to fugitive dust emissions
should be covered.
• Trucks carrying sand should be provided with tarpaulin sheets to cover the bed
and sides of the trucks.
• Idling of delivery trucks or other equipment should not be permitted during
loading and unloading
• All construction vehicles should comply with air emission standards and be
maintained properly.
• Dust suppression measures in addition to the traffic management should be
followed on the roads.
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12.6.2 Mitigation Measures of Land Environment
The solid waste generated during the construction phase is usually Excavated earth
material and Construction debris. Excavated earth material will be reused for backfilling
between foundations; to fill up the low-lying areas and whereas, topsoil will be reused
for Landscaping/Greenbelt development purpose.
12.6.3 Mitigation Measures of water quality
• Construction equipment requiring minimum water for cooling and operation for
optimum effectiveness should be chosen.
• High pressure hose should be used for cleaning and dust suppression purposes.
• Appropriate sanitation facilities, septic tank and soak pits should be provided for
the workers onsite and offsite to reduce impact on water resources
• Discharge of construction wastes to surface water bodies or ground water should
not be allowed during construction.
• During construction period in rainy season, the water quality is likely to be
affected due to the construction work and loosening of topsoil. This is likely to
increase the suspended solids in the run – off during heavy precipitation. In order
to reduce the impact on water quality, temporary sedimentation tanks shall be
constructed for the settlement of suspended matter. However, it is envisaged
that the monsoon period will be avoided for cutting and filling of earthwork.
12.7 SOCIO ECONOMIC IMPACTS OF THE PROPOSED PROJECT
The project will generate employment opportunities to the local people. There will also
be secondary growth that will create self-employment opportunities for the local
villagers like small hotels, shops etc., which would lead to improvement in the quality of
the life of the local population. The positive impact of the proposed activity is expected
during the start-up of construction activities. Besides the local population would have
employment opportunities in service activities, contracts and supply of construction
materials. This will lead to economic up-liftment of the area.
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12.8 POTENTIAL ENVIRONMENTAL IMPACT MATRIX
This methodology incorporates a list of project activities with a checklist of
environmental components that might be affected. Matrix methods incorporate
environmental conditions on one axis and proposed actions on the other.
The impact of each action on various environmental components are filled in a tabular
format to estimate the impacts may be either qualitative, insignificant, high, adverse,
beneficial or quantitative by assessing a numerical score, but in the end there should be
a grand total to signify the magnitude of the impact. The activities discussed above are
likely to affect the environment in varying degrees. Relevant components of
environment, which are likely to experience some impacts due to the proposed project
activities, have been identified.
Environmental parameters are broadly classified under three following groups
considering the cause - effect relationship:
• Physical Environment
• Biological Environment
• Non-Biophysical Components (NBP)
The parameters selected for impact identification are site activities and project specific.
Different parameters considered under the said groups are as follows:
• Ambient Air Quality
• Noise
• Soil stability / erosion
• Vegetation
• Resource use
• Health
• Socio economic
The interaction between project activities and environmental parameters described
above are shown in the impact matrix in the Table below, the matrix points out each
activity and its impact on specific environmental parameters. This is a qualitative work
and does not indicate quantitative impact. Some of the impacts are temporary and
localized and some impacts are short term and long term in the matrix.
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The predicted impacts of the proposed project have been discussed in Table below.
The environmental management measures to reduce the adverse impacts are detailed
in this Section.
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Table 12-1 Potential Environmental Impact Matrix
Project Activities Physical Biological Non Biophysical Components (NBP)
Air Quality Noise
Soil stability / erosion
Water Quality
Vegetation Health (Individual /Community, Occupational)
Socio-economic (Population, Community Infrastructure, Employment)
- Implementation Phase
Pumping Stations ST, -ve ST, -ve ST, -ve Nil ST, -ve Nil ST, +ve
Sewage Treatment Plants ST, -ve ST, -ve ST, -ve Nil ST, -ve Nil ST, +ve
Project Activities Physical Biological Non Biophysical Components (NBP)
Air Quality
Noise Soil stability / erosion
Water Quality
Vegetation Health (Individual /Community, Occupational)
Socio-economic (Population, Community Infrastructure, Employment)
Operation Phase
Sewage Treatment Plant Nil Nil Nil LT, +ve LT, +ve LT, +ve LT, +ve
Note: ST – Short Term, LT – Long Term, +ve – Potential Positive Impact, -ve – Potential Negative Impact (require mitigation measures)
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Table 12-2 Summary of Environmental Management Plan
Parameters Potential Adverse
Environmental Impacts Proposed Mitigation Measures Residual Impacts
Implementation Issues
Responsibilities Monitoring
Topography soils,
geology and
hydrogeology at
new STP
Requirement for
aggregate/earth
Abstract resources on site to
avoid import of material. Balance
cut and fill on site to maximize
use of resources and avoid
wastage.
Not Significant. Good
use of resources on
sites.
Contractor
Site
supervision
Soil Erosion and
Slumping
Limit vegetation clearance to
working areas. Landscape the
STPs, Pumping Station Areas.
Not Significant. Small
area potentially
affected.
Contractor
Site
Supervision
Hydrology and
Drainage along the
Transmission lines
and at STP sites
Water Quality at
construction labor
camp sites at STP,
Increased storm water
runoff and entrainment of
sediment, oil
contaminated sediment,
and litter.
Pollution by construction
Program construction for the dry
season. Avoid aggregate
stockpile on site. Compact
earthworks, road base, etc. Re-
vegetate bare soil in landscaping
areas prior to start of rainy
season.
Prepare and implement an
adequate site environmental
management plan (SEMP).
Not significant. The
area is relatively
small. The works will
be completed before
the start of the rainy
season.
Low level nuisance
during construction,
but no long term
impacts.
Contractor to
prepare SEMP
Site
Supervision
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Parameters Potential Adverse
Environmental Impacts Proposed Mitigation Measures Residual Impacts
Implementation Issues
Responsibilities Monitoring
activities including
accidental spillages
Compliance
with site
management
plan.
People and
Communities –
Disruption
Disruption to local
communities due to new
activities during
construction/operation.
Consultation with local
communities.
Highly Significant,
since major works is
inside the city.
Contractor
Periodic
reviews by
senior
management
Environmental
Quality –
Air Quality at new
STP construction
site, laying of
Transmission lines
and STP
Dust during Construction - Suppress dust using water
bowsers - Avoid double
handling of spoil
- Compact and e-vegetate
Earthworks
- Minimize height of stockpiles
and surround with hoardings.
- Storage of cement in enclosed
areas
Highly Significant,
dust arises during
construction activities.
Possible nuisance
surrounding
communities.
Contractor Daily
monitoring of
onsite
activities.
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Parameters Potential Adverse
Environmental Impacts Proposed Mitigation Measures Residual Impacts
Implementation Issues
Responsibilities Monitoring
-‘Just in Time’ delivery to avoid
large stockpiles.
Emissions from
construction plant and
vehicles
Maintain all vehicles, Plant and
Equipment. Switch Plant Off when
not in use.
Not Significant. Small
number of vehicles.
Contractor Daily
monitoring of
onsite
activities.
Noise in STP, and
Pumping stations,
Noise impact on Local
receivers during
construction
Select working methods and
program to reduce noise. Handle
materials in a way which
minimizes noise. Set audible
warning systems to minimum
legal setting.
Highly Significant,
dust arises during
construction activities.
Possible nuisance
surrounding
communities.
Contractor Daily
monitoring of
onsite
activities
Control of Noise during
Operation Phase
Noise may arise from operation of
Pumping Stations.
No Significant. Low
impact on workers at
the site.
Contractor
Monitoring
noise levels
especially
during start
up conditions
and noisy
activities.
Noise and Vibration –
Health and Safety of
workforce during
Prepare a risk assessment and
health and safety plan for the
Minimize hazards to
workforce by
foreseeing potential
Contractor
Daily
monitoring of
onsite
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Parameters Potential Adverse
Environmental Impacts Proposed Mitigation Measures Residual Impacts
Implementation Issues
Responsibilities Monitoring
construction construction phase.
Provide appropriate PPE to all
employees. Limit the time
employees spend in the noisy
environments.
risks and reducing
them.
activities
Waste
Management at
construction site at
STP
Disposal of construction
wastes
Control of disposal of construction
wastes through a SEMP
Low level nuisance
during construction,
but no long term
impacts.
Contractor to
prepare SEMP.
Supervision by
PDMC
Daily
monitoring of
onsite
activities
Urban Development Department of Himachal
Pradesh: Shimla Municipal Corporation, Shimla PDMC for Atal Mission for Rejuvenation and
Urban transformation (AMRUT) Report Page 115
12.9 CONCLUSION
To summarize; from the proposed project in ULB, the following beneficial and adverse
impacts can be attributed,
• The proposed project will have positive impacts on the socio-economic
environment of the study area.
• Improvement of resources: Reuse of tertiary quality of treated sewage can be
used in sustainable landscaping irrigation, to recharge ground water aquifers, to
meet commercial and industrial water needs. Also it can be used for stream flow
augmentation to benefit ecosystems and improve aesthetics.
• The project provides the reuse of treated sewage can be utilised for water
reclamation and non potable uses such as: Washing cars, flushing toilets,
concrete mixing, irrigation purposes and public parks etc. Where applicable,
systems run a dual piping system to keep the recycled water separate from the
potable water.
• Dust suppression measures in addition to the traffic management should be
followed.
• The sewage generated from the city will be treated in sewage treatment plant.
• Regular monitoring of air, water and noise parameters shall be carried out and to
keep a check on routine compliance of statutory requirements.
Certain positive and negative impact may be encountered during the implementation of
the proposed project.
The proponent, SMC strongly believe in the concept of sustainable development and
understand the impacts as identified above from the proposed project and shall take all
measures to mitigate such negative impacts and also lay emphasis on the
implementation of the recommendations of the Environmental Management Plan in true
spirits.