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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

http://www.google.co.in/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&ved=0ahUKEwia2_Ss0dvWAhWHvo8KHSE3CzUQjRwIBw&url=http%3A%2F%2Faadhaar.hp.gov.in%2FMCShimla%2Fintremreceipt.aspx&psig=AOvVaw3SIIUdDiVMJDCx0tcINHSi&ust=1507366876317307

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




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




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




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




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 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




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




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




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




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




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




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.




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




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.




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.




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




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


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


Taxes Grand Total (C) 365.59

Dhalli STP - Total Cost Estimation




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


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.




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




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.




Pradesh: Shimla Municipal Corporation, Shimla Page XXI

Table 1-2 Report on Design and Process Adequacy of STP’s In Shimla (Source: SMC-Shimla)




Pradesh: Shimla Municipal Corporation, Shimla Page XXII




Pradesh: Shimla Municipal Corporation, Shimla Page XXIII




Pradesh: Shimla Municipal Corporation, Shimla Page XXIV




Pradesh: Shimla Municipal Corporation, Shimla

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





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





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.





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).





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.





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.





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:





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





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





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.





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 -





(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.





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.





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.





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





Figure 4-1 Density of wards of SPA for the year 2020





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





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

PDMC for Atal Mission for Rejuvenation and Urban transformation (AMRUT)



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





Per Capita

Demand in Liters

Total Water

Demand ( MLD)


Demand ( MLD)

Sub Total 1.06

Add infiltration @ 10 % 0.11

Total Sewage Generation in the Year 2020 1.17



Per Capita

Demand in Liters

Total Water

Demand ( MLD)


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





Per Capita

Demand in Liters

Total Water

Demand ( MLD)


Demand ( MLD)

1

Permanent

Population

(85% area)

18870

135 2.54 2.04

2 Floating

Population

1337.7

45 0.06 0.05





Per Capita

Demand in Liters

Total Water

Demand ( MLD)


Demand ( MLD)

3 Hospital 100 (Beds) 450 0.045 0.04

Sub Total 2.12



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.




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.




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.




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




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




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.




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 /




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.




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 - -




SN

Parameter Standards


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




SN

Parameter Standards


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.




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

https://en.wikipedia.org/wiki/Secondary_treatment

https://en.wikipedia.org/wiki/Indigenous_(ecology)

https://en.wikipedia.org/wiki/Stream

https://en.wikipedia.org/wiki/River

https://en.wikipedia.org/wiki/Bay

https://en.wikipedia.org/wiki/Lagoon

https://en.wikipedia.org/wiki/Wetland

https://en.wikipedia.org/wiki/Irrigation

https://en.wikipedia.org/wiki/Groundwater_recharge




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




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




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.




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:




(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.




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.




(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.




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.




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




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




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


reuse applications

Proven reliable with

proper operation and

control - need


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




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





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.


produces fully

stabilized Sludge.


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.





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.



Override.



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.


Urban transformation (AMRUT)

Andhra Pradesh urban Financial &

Infrastructure Development Corporation

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.

Himachal Pradesh Urban Finance &




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





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)





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.





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.





➢ 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.





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.

https://en.wikipedia.org/wiki/Flume

https://en.wikipedia.org/wiki/Hydraulic_structure

https://en.wikipedia.org/wiki/Hydraulic_structure

https://en.wikipedia.org/wiki/Volumetric_flow_rate





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.





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





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





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.





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





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.





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:





✓ 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.





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.





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





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.





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





Total 584.50

Taxes - GST @ 12% 70.14

Cost of the Project including GST 654.64


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


303.72

Taxes - GST @ 12% 36.45

Cost of the Opex including GST 340.17



Taxes Sub Total 343.57

5 Laboratory Chemicals & Testing Charges from NAB Laboratory for 7 Years

22.02


Taxes Grand Total (C) 365.59

Dhalli STP - Total Cost Estimation





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


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.





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.


Infrastructure Development Corporation PDMC for Atal Mission for Rejuvenation and


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




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.




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




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




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



3 Grit quantity -cum/million liters 0.12

Total quantity of grit cum/year 65.70



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




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




Total Manpower Cost for 7 Year 190.83




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







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







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










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




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


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




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


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




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


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


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


1 No. 240 240 18% 43.20 283.20


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




D. TKN : Lab Chemicals - Analytical Grade

TKN : Lab Chemicals - Analytical Grade


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


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




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




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




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.




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.




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.




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.




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)




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








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.








-‘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








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


Pradesh: Shimla Municipal Corporation, Shimla PDMC for Atal Mission for Rejuvenation and


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.