CHƯƠNG 1 - World Bank · Web viewItem GEF (USD) Vietnam (USD) Capital Investment 5,394,371.00 2,512,359.00 Percentage 68.23% 31.77% Total 7.906.730,00 (Source: Investment and

E1787

ENVIRONMENTAL IMPACT ASSESSMENT (EIA)

01/2008

QUY NHON CITY ENVIRONMENTAL SANITATION SUB-PROJECT

(CEPT)

World Bank

Socialist Republic of Vietnam

Environmental Impact Assessment of CEPT – Quy Nhơn City

TABLE OF CONTENT

TABLE OF CONTENT...................................................................................................................iiLIST OF FIGURES........................................................................................................................viLIST OF TABLES.........................................................................................................................viiCHAPTER 1 INTRODUCTION...............................................................................................1

1.1 INTRODUCTION..................................................................................................................11.2 LEGAL AND TECHNICAL DOCUMENTS........................................................................1

1.2.1 Legal base.....................................................................................................................11.2.1.1 Requirements of Vietnamese legislation in Environmental Impacts Assessment

11.2.1.2 Requirements of World Bank on Environmental Impact Assessment.................21.2.1.3 Local documents..................................................................................................2

1.2.2 Technical documents in Environmental Impact Assessment (EIA)..............................21.3 ORGANISATION..................................................................................................................3

1.3.1 Environmental screening..............................................................................................31.3.2 Report contents and form..............................................................................................41.3.3 Research team...............................................................................................................4

CHAPTER 1 PROJECT SUMMARY AND DESCRIPTION...................................................51.1 GENERAL INTRODUCTION..............................................................................................5

1.1.1 Project implementation situation..................................................................................51.1.2 Project principles and objectives..................................................................................5

1.1.2.1 Project objectives.................................................................................................51.1.2.2 Project principles.................................................................................................5

1.2 PROJECT DESCRIPTION....................................................................................................61.2.1 Project title....................................................................................................................61.2.2 Investors........................................................................................................................61.2.3 The design consultants..................................................................................................61.2.4 Total investment capital and capital framework...........................................................61.2.5 Project Implementation Progress..................................................................................7

1.3 PROJECT LOCATION..........................................................................................................71.3.1 Proposed locations........................................................................................................71.3.2 Site selection.................................................................................................................7

1.4 PROJECT SCOPE..................................................................................................................81.4.1 Determination of the necessary demand of project.......................................................81.4.2 Technical standards.......................................................................................................91.4.3 Output capacity and treatment requirements................................................................9

1.4.3.1 Capacity...............................................................................................................91.4.3.2 Components and characteristics of the influent.................................................111.4.3.3 Effluent standards..............................................................................................121.4.3.4 Description of the outline of WWTP.................................................................121.4.3.5 Preliminary and primary treatment....................................................................121.4.3.6 Secondary treatment..........................................................................................131.4.3.7 Effluent disinfection before discharge into receiving water..............................14

1.4.4 The land requirements and cost estimation for three alternatives...............................181.4.5 Accompanied facilities................................................................................................18

1.4.5.1 Transmission pipeline to the treatment plant.....................................................181.4.5.2 Effluent pipeline and Outlet Structures.............................................................19

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CHAPTER 2 NATURAL, ENVIRONMENT, AND SOCIAL-ECONOMIC CONDITIONS IN THE PROJECT AREA.............................................................................................................20

2.1 NATURAL ENVIRONMENT.............................................................................................202.1.1 Geographical Location, Topography and Geology.....................................................20

2.1.1.1 Geographical location........................................................................................202.1.1.2 Topography........................................................................................................202.1.1.3 Geology..............................................................................................................20

2.1.2 Meteorology- Hydrograph..........................................................................................212.1.2.1 Meteorology.......................................................................................................212.1.2.2 Hydrography......................................................................................................23

2.2 ENVIRONMENTAL STATUS AT THE PROJECT AREA.................................................232.2.1 Air environment status................................................................................................232.2.2 Water environment status............................................................................................24

2.2.2.1 Surface water.....................................................................................................242.2.2.2 Thi Nai lagoon...................................................................................................252.2.2.3 Groundwater......................................................................................................25

2.2.3 Biodiversity.................................................................................................................252.2.3.1 Agricultural ecology at the project site..............................................................252.2.3.2 Thi Nai Lagoon..................................................................................................26

2.3 SOCIO-ECONOMIC CONDITION AT THE PROJECT AREA........................................272.3.1 Overview of Socio-Economic Status at Project Area.................................................27

2.3.1.1 Residence Status and Income of Household......................................................272.3.1.2 Accommodation status.......................................................................................28

2.3.2 Status of water supply and sewerage..........................................................................282.3.2.1 Status of water supply........................................................................................282.3.2.2 Existing drainage and wastewater treatment status...........................................29

2.3.3 Collection of solid waste and septage.........................................................................312.3.4 Status of flooding........................................................................................................312.3.5 Power Supply and Lighting Status..............................................................................322.3.6 Master plan of Water Supply for Quy Nhon City (until 2020)...................................32

CHAPTER 3 ENVIRONMENT IMPACT ASSESSMENT OF THE PROJECT...................333.1 ENVIRONMENTAL IMPACT ASSESSMENT IN CASE OF WITHOUT PROJECT......33

3.1.1 Phase 1: Q = 7000 m3/day...........................................................................................333.1.2 Phase 2: Q = 28,000 m3/day........................................................................................34

3.2 OVERVIEW OF THE IMPACTS BY THE CEPT WASTEWATER TREATMENT PLANT34

3.3 IMPACTS IN THE PRE-CONSTRUCTION PHASE.........................................................373.4 IMPACTS IN THE CONSTRUCTION PHASE.................................................................39

3.4.1 Impacts on the air environment...................................................................................393.4.1.1 Air pollution.......................................................................................................393.4.1.2 Noise pollution...................................................................................................40

3.4.2 Impacts on the water environment..............................................................................403.4.3 Impacts of solid waste.................................................................................................413.4.4 Other impacts..............................................................................................................41

3.5 IMPACTS IN THE OPERATION PHASE..........................................................................423.5.1 Start-up stage..............................................................................................................423.5.2 Operational stage........................................................................................................43

3.5.2.1 Positive impacts.................................................................................................433.5.2.2 Adverse impacts.................................................................................................43

CHAPTER 4 MITIGATION MEASURES OF NEGATIVE ENVIRONMENTAL IMPACTS58

4.1 PRE-CONSTRUCTION PHASE.........................................................................................58

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4.2 CONSTRUCTION PHASE.................................................................................................584.2.1 Mitigation measures of air pollution...........................................................................594.2.2 Mitigation measures of noise pollution.......................................................................594.2.3 Mitigation measures of water pollution......................................................................594.2.4 Mitigation measures of pollution caused by solid waste............................................60

4.2.4.1 Domestic solid waste.........................................................................................604.2.4.2 Dredged sludge and excavated soil....................................................................60

4.2.5 Mitigation measures on the cultural work..................................................................604.3 OPERATION PHASE..........................................................................................................61

4.3.1 Mitigation measures for operation phase....................................................................614.3.1.1 Grit chamber + screen:.......................................................................................614.3.1.2 Trickling filter....................................................................................................614.3.1.3 Facultative lagoons............................................................................................624.3.1.4 Anaerobic lagoon...............................................................................................62

4.3.2 Method for mitigation environmental impacts caused by solid waste........................634.3.2.1 Solid waste.........................................................................................................634.3.2.2 Sludge................................................................................................................63

4.3.3 Eliminate the impacts of micro-organisms on workers..............................................634.3.4 Mitigation measures for cultural resources.................................................................634.3.5 Mitigation measures for the receiving water in the operation phase..........................644.3.6 Emergency operating plan..........................................................................................644.3.7 Other measures............................................................................................................65

4.3.7.1 Plant site.............................................................................................................654.3.7.2 Storage facilities................................................................................................654.3.7.3 Illumination........................................................................................................654.3.7.4 Ventilation..........................................................................................................654.3.7.5 Fire protection....................................................................................................664.3.7.6 Hazardous operation..........................................................................................664.3.7.7 Working accidents..............................................................................................664.3.7.8 General safety design consideration..................................................................66

CHAPTER 5 COMMITMENT ON ENVIRONMENTAL PROTECTION............................675.1 IN THE PRECONSTRUCTION AND CONTRUCTION PHASE.....................................675.2 IN THE OPERATION PHASE............................................................................................675.3 COMMITMENT TO FOLLOW ALL VIETNAMESE STANDARDS ON ENVIRONMENT........................................................................................................................675.4 ENVIRONMENTAL MANAGEMENT..............................................................................67

CHAPTER 6 ENVIRONMENTAL MANAGEMENT PLAN................................................696.1 ENVIRONMENTAL MANAGEMENT PROGRAM.........................................................69

6.1.1 Impacts and mitigation measures................................................................................696.1.2 Mitigation measures....................................................................................................69

6.1.2.1 Design phase......................................................................................................696.1.2.2 Construction phase.............................................................................................706.1.2.3 Operation phase.................................................................................................70

6.1.3 Environmental monitoring program...........................................................................706.1.3.1 Environmental monitoring program..................................................................706.1.3.2 Project performance indicators..........................................................................706.1.3.3 Monitoring implementation of mitigation measures.........................................706.1.3.4 Overall regulatory monitoring...........................................................................71

6.2 PROJECT ORGANIZATION FOR ENVIRONMENTAL MANAGEMENT....................746.3 CAPACITY DEVELOPMENT AND TRAINING..............................................................75

CHAPTER 7 ESTIMATION OF THE COST OF THE ENVIRONMENTAL FACILITIES. 78CHAPTER 8 COMMUNITY CONSULTATION....................................................................79

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CHAPTER 9 INSTRUCTION OF SOURCES OF DATA AND ASSESSMENT METHODS81

9.1 SOURCES OF DATA..........................................................................................................819.1.1 References...................................................................................................................819.1.2 Sources of Documents, Data prepared by the Project Owners...................................82

9.2 METHODS APPLIED DURING THE IMPLEMENTATION OF EIA..............................829.2.1 Field Survey Method...................................................................................................829.2.2 Identification Method..................................................................................................829.2.3 Quick Assessment Method..........................................................................................839.2.4 Forecasting Method....................................................................................................83

CONCLUSIONS AND RECOMMENDATIONS.........................................................................84CONCLUSIONS.........................................................................................................................84RECOMMENDATIONS.............................................................................................................85

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LIST OF FIGURES

Figure 1-1: Location of the CEPT plant........................................................................................................8

Figure 1-2: General plan of the CEPT.........................................................................................................10

Figure 1-3: Scheme of the Alternative 1......................................................................................................15



Figure 1-6: Location of the main outlet.......................................................................................................19

Figure 2-1: Anemometric results at Quy Nhơn station................................................................................22

Figure 2-2: The representative land form at the area location (core zone of Phase1).................................26

Figure 2-3: The artifical lakes to raise seafood (core zone of Phase 1).......................................................26

Figure 3-1: The location of the temporary outlets of CCESP......................................................................33

Figure 3-2: Diagram of construction of CEPT plant and its environmental impacts..................................34

Figure 3-3: Environmental impacts of alternative 1....................................................................................35



Figure 3-7: Waste generated from the treatment facilities in the Alt 2........................................................53

Figure 3-8: Waste generated from the treatment facilities in the Alt 3........................................................54

Figure 6-1: Project organizational structure for Environmental Management............................................74

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LIST OF TABLES

Table 1-1: The relationship between the CEPT project and the other components of the Quy Nhon CCESP project.....................................................................................................................................................6

Table 1-3: Proposed schedule for the project.................................................................................................7Table 1-4: Estimation of served population in the project area by 2023.....................................................11Table 1-5: Designed capacity and BOD loading of the plant......................................................................11Table 1-6: Components and characteristics of domestic wastewater...........................................................11Table 1-7: Land demands for three alternatives...........................................................................................18Table 1-8: Summary of investment cost of three alternatives.....................................................................18Table 2-1: Characteristics of Hà Thanh River basin....................................................................................23Table 2-2: Results of the air monitoring at Quy Nhơn City........................................................................24Table 2-3: Water quality of Hà Thanh River at the proposed outlet of CEPT plant (12/2005-01/2006).....24Table 2-4: Source of revenue.......................................................................................................................28Table 2-5: Types of qualification gained by the heads of the household.....................................................28Table 2-6: Total volume of solid waste in Quy Nhơn City (2004)..............................................................31Table 2-7: The standard of water supply for Quy Nhơn City by 2020........................................................32Table 2-8: Water demand for Quy Nhơn City..............................................................................................32Table 3-1: Land demand for the CEPT plant...............................................................................................38Table 3-2: Summary of affected households in site clearance.....................................................................38Table 3-4: Emission loading of air contaminants in the construction phase...............................................39Table 3-6: Adverse effects of three alternatives in the acclimating phase...................................................43Table 3-7: Inputs of the model.....................................................................................................................44Table 3-8: Baseline data of Hà Thanh River in the model...........................................................................44Table 3-9: Summary of distance (km) from the effluent outlet to recover the baseline values at high tide 45Table 3-10: Summary of distance (km) from the effluent outlet to recover the TCVN5942:1995 values at

high tide................................................................................................................................................45Table 3-11: Summary of distance (in km) from the effluent outlet to return the baseline values for low

tide........................................................................................................................................................45Table 3-12: Summary of distance from the effluent outlet to recover the TCVN5942:1995 values for low

tide........................................................................................................................................................46Table 3-13: Potential accidents in the operational activities of secondary treaments.................................47Table 3-14: Location of potential cause of odor in the wastewater treatment system (US.EPA,1985).......49Table 3-15: Waste generated in the wastewater treatment plant.................................................................55Table 3-16: Risk assessment in contacting with microorganism in wastewater or sludge..........................56Table 4-1: Mitigation measures for operational incidents in trickling filters..............................................61Table 4-2: Hazards and dangers leading to emergencies.............................................................................64Table 6-1: Summary of impacts, meitigation measures and monitoring plan.............................................71Table 6-2: Responsibility of the parties in the environmental management program.................................75Table 7-1: Estimated Budget Costs for EMP Implementation (in VND)..................................................78

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CHAPTER 1 INTRODUCTION

1.1 INTRODUCTION The project of constructing a wastewater treatment plant using Chemical Enhanced Primary Technology (CEPT) Wastewater Treatment Plant Project –Quy Nhon City (Binh Dinh) is a component of CCESP Program funded by the World Bank and implemented in three cities: Dong Hoi City, Nha Trang City and Quy Nhon City. CEPT project in Quy Nhon City is the pilot project for wastewater treatment sponsored by non-refundable aid of Global Environment Funds (GEF) who’s priority strategy is “promoting policy reform and pollution control methods”, “piloting, experimenting and multiplying new methods of pollution reduction”. It is sponsored by GEF to prove the effect in applying Chemical Enhanced Primary Treatment (CEPT) in Vietnam, with a desire that the treatment technology may be applied in other urban areas.

1.2 LEGAL AND TECHNICAL DOCUMENTS

1.2.1 Legal base

1.2.1.1 Requirements of Vietnamese legislation in Environmental Impacts Assessment

- Vietnam Environmental Protection Law (29/2005/L/CTN), approved by the Parliament of Social Republic of Vietnam on 29/11/2005 and implemented by 01/07/2006. - Water Resource Law approved by the Parliament of Social Republic of Vietnam on 29/11/2005 and implemented by 01/06/1998. - Decree 68/CP (01/11/1996) which provides detailed guidance of implementing Resource Law. - Decree 52/1999/ND-CP (08/07/1999), approved by the Government on the regulations of Management of Investment and Construction. - Decree 67/2003/ND-CP (13/06/2003), approved by the Government on the Environmental Protection Fee of Wastewater.- Decree 04/2007/ND-CP (08/01/2007), approved by the Government on the amendments of Decree 67/2003/ND-CP- Decree 68/2005/ND-CP (20/05/2005), approved by the Government on Chemical Safety - Decree 80/2006/ND-CP (09/08/2006), approved by the Government on detailed guidance of implementing Vietnam Environmental Protection Law- Decree 81/2006/ND-CP (09/08/2006), approved by the Goverment on administrative punishment in environmental protection. - Decree 59/2007/ND-CP (09/04/2007) on Management of Solid Waste- Decision 22/2006/QD-BVMT (18/12/2006), approved by Minister of Ministry of Natural Resources and Environment on the enforcement of using TCVN regulations on environment issues. - Decision 23/2006/QD-BTNMT (26/12/2006), approved by Minister of Ministry of Natural Resources and Enviroment on List of Hazardous Wastes. - Series of TCVN issued by Minister of Science, Technology and Enviroment in accompanion with Decision 35/2002/QD-CP. - Circular letter 08/2006/TT-BTNMT (28/09/2006), issued by the Ministry of Natural Resources and Environment on the guidance of strategic environmental impact assessment, environmental impact asessment and commitment of environmental protection

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- Circular letter 125/2003/TTLT-BTC-BTNMT (18/12/2003) on the guidance of implementing Decree 67-CP of the Environmental Protection Fee of Wastewater. - Circular letter 12/2006/TT-BCN (12/12/2006) issued by the Ministry of Industry on guidance of implementing Decree 68/2005/ND-CP (20/05/2006), issued by the Government on Chemical Safety. - Circulation letter 12/2006/TT-BTNMT (26/12/2006) issued by the Ministry of Natural Resource and Environment on requirements and procedures of registration for management of hazardous waste

1.2.1.2 Requirements of World Bank on Environmental Impact Assessment

- Environmental Assessment – Procedure/ Regulations (OP/BP 4.01)- Natural Habitat (OP 4.04)- Cultural Resources (OP 4.11)

1.2.1.3 Local documents - Official letter No.1018/UBND-XD (11/04/2007), issued by the Binh Dinh People’s

Committee on the location of Wastewater Treatment Plant 1B (CEPT)

- Official letter No.2417/UBND-XD (08/08/2007), issued by the Binh Dinh People’s Committee on requirements of the quality of treated water in accordance with TCVN 7222-2002.

1.2.2 Technical documents in Environmental Impact Assessment (EIA)

Technical documents used in this report included technical reports related to the project which were provided by the investor and the data on the environmental conditions within the concerned area which were provided by the Binh Dinh Department of Natural Resources and Environment.

- Assessment of Sources of Air, Water, and Land Pollution – A Guide to Rapid Source Inventory Techniques and their Use in Formulating Environmental Control Strategies – WHO, 1993. - Report on Actual Status of Binh Dinh Provincial Environment 2005. Binh Dinh Provincial Department of Natural Resources and Environment (DoNRE), 2006- Report on Econo-Social, Security and Natural Defense in 2006 and duties in 2007, Nhon Binh Ward PC, 2007- Report on Status of Economic, Society and National Security – 2006 and the Duties in 2007, Nhon Binh Ward People’s Committee, 2007.- Climate and Hydrology Characteristics of Binh Dinh Province, Scientific Study Report, directed by Master Nguyen Tan Huong, Binh Dinh Provincial Department of Science and Technology, 2004 to 2005.- General Plan Adjustment for Quy Nhon City – Binh Dinh Province to 2020 approved by the Government on 1st June, 2004.- Orientation for the Development of Drainage for Viet Nam Urban untill 2020 – Ministry of Construction (MOC).- Binh Dinh Province’s Geography Book (website of Binh Dinh Provincial Department of Science and Technology), Binh Dinh Provincial Department of Science and Technology.- 2006 Yearbook Statistics, Binh Dinh Provincial Department of Statistics, 2007- Operation of Municipal Wastewater Treatment Plants. Water Environment Federation (WEF), 1996. USA- Principles of Surface Water Quality Modeling and Control. Thomann R.V and Mueller J.A, 198. New York - Technical Document of WHO and WB on preparation of EIA Report.

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http://wbln0011.worldbank.org/Institutional/Manuals/OpManual.nsf/BProw/C4241D657823FD818525672C007D096E?OpenDocument

http://wbln0011.worldbank.org/Institutional/Manuals/OpManual.nsf/OPolw/9367A2A9D9DAEED38525672C007D0972?OpenDocument


- Restoration of Con Chim Ecosystem, Environment Protection Magazine, No5/2003, Hoang Lan, Binh Dinh Science and Technology Department (now is Science and Technology Department).- Wastewater Engineering, Metcalf and Eddy, 2001, 2003 - Wastewater Treatment at Ha Thanh Site in Quy Nhon, Frédéric Chagnon & Donald R.F. Harleman; Ralph M. Parsons Laboratory, Department of Civil & Environmental Engineering, Massachusetts Institute of Technology.- Project Survey Report, Flow Impact Assessment Report, Flood Discharge in Ha Thanh River North Area, Quy Nhon City, Binh Dinh Province, Hydrography Research Center, Hydrometeorology Institute, Project Team Leader, Dr. La Thanh Ha.- Construction Survey Report for CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007- Inception Report of Quy Nhon City Environment and Sanitation Sub-project (Wastewater Treatment Plant under Step 1 Technology, strengthening chemical) Grontmij Carl Bro a/s - March, 2006- Environmental Report – Coastal Cities Environmental Sanitation Project- Quy Nhon City Sub-project, The Louis Berger Group, Inc Joint Venture with Nippon Koei Co., Ltd. May 2006.- Investment and Construction Project of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007- Resettlement Plan for CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007- Basic Design Statement of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007

1.3 ORGANISATION

1.3.1 Environmental screening

Although this project is funded by the Global Environmental Funds (GEF), it is managed by the World Bank. It must follow the regulations of World Bank on the policies of environmental protection. Therefore, the procedure of environmental impact assessment is defined in the WB Guidance on Policy of Environmental Safety (OP 4.01 – Environmental Assessment).

Every project is expected to have environmental screening (OP 4.01) in order to determine the type of the EIA report. Projects funded by WB are divided into four categories (A, B, C, D) with regards to the nature, location, sensitivity and scale of the projects in accompanied with the nature and scale of potential environmental impacts of the projects. The CEPT project is a environmentally beneficial project and was designed to eliminate the adverse environmental impacts. However, after considering the location and activities of the projects, there are some specific issues that must be considered.

- It is located in the planned North-West Industrial and Urban Zone of the Quy Nhon City- Near the mouth of the sea and Thi Nai Lagoon- Excavating, digging, covering, changing the flooding channel and other environmental conditions

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This project was classified as A-project which was agreed by the WB experts in the workshop on 15-17/07/2007. Therefore, a full report of EIA was required. It is also in accordance with the Vietnamese regulations, in particular the Decree 80/2006/ND-CP (09/08/2006), approved by the Government on detailed guidance of implementing Vietnam Environmental Protection Law (Annex – The concentrated domestic wastewater treatment plant with the capacity over 1000m3/day).

1.3.2 Report contents and form

The main contents of this report include:- Synthesize and assess the information on environmental baseline conditions which include quality of surface water, groundwater, atmosphere, solid waste management and biodiversity.

- Recognise, assess and predict the potential impacts on the ambient environment.

- Propose the mitigation measures (technical, managerial and monitoring measures) in order to mitigate adverse impacts and schedule of environmental monitoring.

1.3.3 Research team

This EIA Report was done by an independent research team. The members of research team are listed as following.

1. Dr. Nguyễn Phước Dân EIA Specialist 2. Dr. Lê Hoàng Nghiêm Specialist on Modelling 3. MA. Võ Thị Phương Trâm Environmental Assessment4. Eng. Phạm Hoàng Lâm Environmental Engineer

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CHAPTER 1 PROJECT SUMMARY AND DESCRIPTION

1.1 GENERAL INTRODUCTION

1.1.1 Project implementation situation

In the general context of overall CCESP program, objectives of each Project under the program were concentrated more particularly. These objectives interpreted in “Summary Report” prepared for Quy Nhon City Environmental Sanitation Project (April/2005), “Pre-feasibility Study Report” and especially in Report “Wastewater Treatment Plant in Ha Thanh, Quy Nhon City” prepared by members of Massachusetts Institution, June 2005.

CEPT project in Quy Nhon City is the pilot project for wastewater treatment sponsored by non-refundable aid of Global Environment Facility (GEF), the priority strategy of this organisation is “promoting policy reform and pollution control methods”, “ piloting, experiment and multiply new method to reduce pollution generated from the mainland. This project is sponsored by GEF to prove the effects in of application of applying Chemically Enhanced Primary Treatment (CEPT) in Vietnam, with a desire that the treatment technology may be applied in other urban areas.

Following the above mentioned relevant studies, the Contract Agreement for Technical Assistance was awarded to the Grontmij Carl Bro a/s for the construction of CEPT Wastewater Treatment Plant, Quy Nhon City and the Contract Agreement was signed off on 15 March 2007. The major content of the Contract is to prepare the investment and construction project, detailed engineering design, bidding documents and the other supporting documents for the Wastewater Treatment Plant to which the CEPT technology will be applied. The Project’s Inception Report was completed on 16 March 2007. The first submission of Bids was submitted by Grontmij Carl Bro a/s for the Wastewater Treatment Plant investment and construction project (FCIR), and the revised version was submitted on 29 September 2007. This EIA report is a part of the above mentioned contract agreement for the technical assistance.

1.1.2 Project principles and objectives

1.1.2.1 Project objectives - To improve the environmental sanitation condition, healthy for local residents through out

building, upgrading, expanding wastewater collection system, building wastewater plant ensured in meeting allowance standard before discharge environment, simultaneously propose household sanitation improvement through out rotation fund.

- Be a pilot model for concentrated Wastewater Treatment Plant for urban of the city.

1.1.2.2 Project principles - In conformity with general development programming of the city up to 2020 (approval of government in 06/2004);- To contribute economic development and eliminate hanger and reduce poverty;- Participation of community- Design specification shall be in accordance with the capacity and demand of community;- To execute the work under approval of consultants and conform to the procedure of Vietnam government and the World Bank.

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- Upgrading infrastructure not only to meet the imperative and short-term demands of community, but also to facilitate for stable development process in the future.

1.2 PROJECT DESCRIPTION

1.2.1 Project title

Chemically Enhanced Primary Wastewater Treatment Plant - Quy Nhon City Environmental Sanitation Sub-project

1.2.2 Investors

Binh Dinh Provincial People’s Committee

1.2.3 The design consultants

Grontmij-Carl Bro a/s combined with Carl Bro Vietnam and WASE

1.2.4 Total investment capital and capital framework

The construction of CEPT Wastewater Treatment Plant is a part of the Coastal Environmental Sanitation sub-project of Quy Nhon City which contained 6 components and project of the CEPT Wastewater Treatment Plant is in component 2. Total investment capital for the environmental sanitation project of Quy Nhon is showed on table 1-1. Table 1-1: The relationship between the CEPT project and the other components of the Quy Nhon CCESP project

Component Content Drainage and Wastewater Collection - Constructing and replacing the main drainage system with references

to scale and location- Dredging and repairing the existing sewers - Dredging and upgrading the regulative lakes Bau Sen, Dong Da and

constructing a new lake – Bong Hong - Constructing the outlet gates and water intrusion gateways- Constructing the wastewater collection system, seperating wells,

culvets and pumping station Wastewater Treatment Plant - Constructing three wastewater treatment plants Solid Waste Management - Expanding and improving the Long My landfill (30ha)

- Providing the equipments for collecting solidwaste in order to increasing the collection rate.

Resettlement and Site Clearance - Constructing the resettlement site 5 ha; compensating and displacing 200 households to clear the site, construct the plants and ensure the safe buffer distance.

Fund for sanitating household conditions

- Households without toilets can borrow a loan of 3.000.000 VND per household to build a new toilet. The duration of lending is 24 months with the interest of 0.5% per month.

Strenthening the capacity and human resources in order to assist the whole project

In terms of investments in CEPT project, because of its large-scale construction and limited budget from the GEF , only a part of the project is funded by the GEF . Thus, avoiding investment issues, the project was phased to meet 5 million USD limitation of GEF. This project is divided into two phases.

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- Phase 1 from 2007 to 2013. Phase 1 is phased into two, Phase 1A will implement on basis of using 5 million USD sponsored by GEF and Phase 1B will be implemented later by another capital source, for example loan from the World Bank. - Phase 2 from 2013 to 2023. Phase 2 is the expand project in the future will be implemented by another capital source.

Total investment capital for phase 1 of CEPT Wastewater Treatment Plant is sponsored from non-refundable aid of GEF combined with reciprocal capital of Vietnam government.

Table 1-2: Structure of capital investment for the CEPT Project – Phase 1 (Exchange rate: 1USD = 16,100 VND)

Item GEF (USD) Vietnam (USD)Capital Investment 5,394,371.00 2,512,359.00Percentage 68.23% 31.77%Total 7.906.730,00

(Source: Investment and Construction Project of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007)

1.2.5 Project Implementation Progress

The progress of project is shown in tables 1-4.Table 1-3: Proposed schedule for the project

Time Activities 05/2008 Sign the contract to receive the funding from GEF06/2008 Funding becomes effective 08/2008 Implement the first module (site preparation)09/2009 Implement the second module (plant construction)10/2011 Operate the plant (Source: Investment and Construction Project of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007)

1.3 PROJECT LOCATION

1.3.1 Proposed locations

In pre-feasibility analysis stage, two potential sites were assessed. Site 1 was determined in stage of selecting consultant, the area of this site is 7 ha (including 300m buffer zone under TCVN 7222:2002) or 3 ha ( not including buffer zone) in the East and the South. It is bordered with industry zone in the West and shrimp and fish hatching lagoon in the North. Site 2 has an area of 91 ha (containing buffer zone) or 12,8 ha (without buffer zone). Because the area of site 1 is limited (especially expanding in phase 2) and closed to residential area. Site 2 is proposed for building plant. On 8-10/04/2007, Project 2 approved by the assessment mission of World Bank.

1.3.2 Site selection

CEPT Wastewater Treatment Plant is proposed to be constructed in Nhon Binh ward, Quy Nhon City. It is located in the industrial zone and Quy Nhon City North-Western urban area development planning area. Location map of project is showed on Figure 1-1.

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Figure 1-1: Location of the CEPT plant

In general, project location belongs to the former agricultural area, projected to develop in to a new industrial zone and town. In the future, (according to Quy Nhon City Master Plan), some new streets will be re-planned and re-built in this area.

1.4 PROJECT SCOPE

1.4.1 Determination of the necessary demand of project

Thanks to the changes in terms of the building socio-economic policy of the Party and State, Party Committee and Binh Dinh province’s people, Quy Nhon City comes into a comprehensive reform period, economic activities, especially in construction and investment sectors. Together with the socio-economic development, the improvement and upgrading process of existing urban, expansion of new urban areas, the planning and construction of the concentrated industrial zones have been implemented strongly.

To promote the potential of the City, an environment sanitation project of Quy Nhon City was signed between the Vietnamese government and World Bank. In implementing phase, feasibility study report must be prepared. This Feasibility Study Report should be in accordance with the Decision No 52/1999/ND-CP dated 08/7/1999, Decision No 07/2003/ND-CP dated 30/01/2003 by Prime Minister and Terms of References (TOR) issued in February, 2004 relating the preparation of the Pre-feasibility Study Report of Quy Nhon City Sub-project, Binh Đinh province.

Quy Nhon City Environmental Sanitation Sub-project is a part of Coastal Cities Environmental Sanitation Project sponsored by the World Bank, including Quy Nhon, Nha Trang and Đong Hoi Cities. The objective of CCESP is to:

(a) Sustainably improve health of community(b) Increase economic development by means of minimizing flood condition, improving

urban environment, capacity building and sustainable development about finance for sanitation and drainage companies in Quy Nhon, Nha Trang, Đong Hoi.

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CEPT Wastewater Treatment Plant project in Quy Nhon sponsored from non-refundable aid of Global Environmental Funds (GEF), with the priority strategy is to “promote policy reform and environmental control means” and to “prove, experiment and multiply innovative model to minimize land pollution”. Sub-Project sponsored to prove the effective of using chemical enhanced primary technology in Vietnam, with the expectation that this technology will be applied in other areas as well. In technical documents about the treatment process, satisfactory results were recognized in the report, especially, relating to get rid of BOD5, SS and Nutrients.

1.4.2 Technical standards

Vietnamese Standard TCVN 7222:2002 was applied for the Wastewater Treatment Plant under Chemical Enhanced Primary Technology (CEPT) under Official Letter No 241/UBND-XD dated 08/08/2007 by Binh Dinh Provincial People’s Committee regarding the design of CEPT Wastewater Treatment Plant in accordance with TCVN 7222-2002.

1.4.3 Output capacity and treatment requirements

1.4.3.1 Capacity Capacity of plant is determined based on: (a) number of residents existed in the drainage basin of the collection network by the designed year, and (b) drainage standard per one resident (Litre/person/day).

Drainage basin covers ten wards with an estimated population of 175000 residents by 2023. Drainage standard is calculated on the ground of water supply standard which is about 80% water supply for a person in 2023. In addition, treatment plant capacity also takes into account the permeable and overflowed, taking 25% of the total water sewage.

Serviced population of plant is predicted (Table 1-5) and based on population of 2003 with the rate of population growth is 1.5%/per year. Population of Nhon Binh, Binh Phu, and North Ha Thanh wards were calculated based on general planning documents of Quy Nhon City by 2020 with the range to be serviced is 25%. Population of Ly Thuong Kiet, Tran Phu and Ngo May wards were calculated based on drainage basin data.

To create favorable condition for the future expansion of CEPT Wastewater Treatment Plant, right in the first time of Phase 1A, major service functions of CEPT Wastewater Treatment Plant will be designed well to expand the plant in Phase 1B in order to save cost. Time duration proposed for the construction of phase 1A and 1B is five years, since such necessary shortening is limited in the non-refundable aid of GEF, which requires expanding the plant in a short-time in order to create a safety working conditions for a long time for the treatment components of plant.

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Figure 1-2: General plan of the CEPT

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Table 1-4: Estimation of served population in the project area by 2023

Ward Population (capita)

Estimation of population (capita)

Percentage of served

population

Estimation of served population (capita)

2003 Rate 2010 2020 2023 2010 2020 20231 Đống Đa 21.303 1,5% 23.643 27.439 28.692 100% 23.643 27.439 28.6922 Thị Nại 11.022 1,5% 12.233 14.197 14.845 100% 12.233 14.197 14.8453 Trần Hưng Đạo 10.700 1,5% 11.875 13.872 14.411 100% 11.875 13.872 14.4114 Lê Hồng Phong 14.796 1,5% 16.421 19.058 19.928 100% 16.421 19.058 19.9285 Lê Lợi 13.861 1,5% 15.384 17.853 18.669 100% 15.384 17.853 18.6696 Hải cảng 20.450 1,5% 22.696 26.340 27.543 100% 22.696 26.340 27.5437 Nhơn Bình,

Nhơn Phú and Bắc Hà Thanh

130.000 135.983 25% 32.500 33.985

8 Lý Thường Kiệt 5.640 1,5% 6.260 7.264 7.596 49% 3.067 3.560 3.7229 Trần Phú 19.259 1,5% 21.375 24.806 25.939 36% 7.695 8.930 9.33810 Ngô Mây 20.335 1,5% 22.569 26.192 27.388 17% 3.837 4.453 4.656

Total 306.930 320.950 168.110 175.789Refinement 168.000 175.000

Phase 1A the plant will serve for one-third and phase 1B will serve for three-two of the total population in Ha Thanh River Basin. Scale of treatment plant will be developed within stages described on table 1-6.Table 1-5: Designed capacity and BOD loading of the plant

Parameter Unit YearPhase 1A2007-2013

Phase 1B2013-2018

Phase 22018-2023

1 Population Capita 58,333 116,667 175,0002 Drainage criteria

(~80% water supply criteria)l/capita/day 120 120 160

3 Designed flow rate m3/day 7.000 14.000 28.0004 Infiltration flow rate m3/day (25% of the designed

flow rate)1.750 3.500 7.000

5 Unstable coefficient 1.756 Maximum flow rate m3/day 12.250 24.500 49.0007 Maximum daily flow rate m3/day 14.000 28.000 56.0008 Organic loading gBOD5/capita.day 40 40 509 Total organic loading KgBOD5 /day 2.300 4.700 8.80010 BOD concentration mg/l 340 340 340

1.4.3.2 Components and characteristics of the influent Wastewater Treatment Plant will receive wastewater mainly from residential areas belong to drainage basin and receive sludge from septic tanks. Components and characteristics of the wastewater is shown on table 1-6.Table 1-6: Components and characteristics of domestic wastewater

Parameter Unit Value pH - 5-9BOD5 mg/l 340SS mg/l 320Total nitrogen mg/l 80Total phosphorus mg/l 12Oil and grease mg/l 120Coliform MPN/100ml 108

(Source: Metcaft and Eddy, 2000)

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1.4.3.3 Effluent standardsIn accordance with the Official Letter Ref. 2417/UBND_XD dated 08/08/2007 by Binh Dinh Provincial People’s Committee for CEPT Wastewater Treatment Plant design under Vietnamese standard TCVN 7222-2002, Wastewater Treatment Plant was designed with the quality of discharge water after treatment gaining the limit value of standard. General requirement for environment against concentrated Wastewater Treatment Plant TCVN 7222-2002.

1.4.3.4 Description of the outline of WWTP The project is now under selection of a feasible wastewater treatment process. Three proposed wastewater treatment processes are shown in Figure 1-3, 1-4 and 1-5. These options have the same preliminary treatment (screens) and advanced primary treatment (mixer, floculator and anaerobic settling pond) and sludge treatment (anaerobic settling pond). These alternatives are different in term of secondary treatment. They are Alternative 1- Facultative ponds, Alternative 2 -Trickling filters, and Alternative 3 - Oxidation ditches

1.4.3.5 Preliminary and primary treatment Raw wastewater from the end of the sewerage system enters into a pump sump. There are two bar screens in the pump sump: (a) a coarse bar screen with opening of 50 mm followed by (b) a medium bar screen with opening of 10mm, to remove rags, leaves, papers, plastic bags, etc. Three submersible pumps with capacity from 60 l/s to 120 l/s are installed in the pump sump. The wastewater is pumped to a rapid mixer, into which alum solution is dosed. Alum flocs are formed at a flocculator with hydraulic retention of 16 minutes. Anion polymer as coagulant aid is dosed into the flocculator to enhance the size of flocs and thus improving settling velocity of flocs at the anaerobic settling pond.

Except the function of sedimentation, this pond is in charge of settled sludge stabilization and BOD removal of wastewater by natural anaerobic process. The total BOD removal is about 60%. The pond with depth of 4.0 m facilitates a full anaerobic condition. Its hydraulic retention time is 84 hours. The design BOD loading rate is 90 kg BOD5/1000 m3/day. Thus, it is run at low loading rate of less than 200 kg/1000m3/day in order to mitigate odour production.

The pond bottom and vertical walls of one meter high from the bottom are made of concrete. Those are used for sludge treatment, water decant and sludge mixing for composting on site. Three sloped walls (V:H = 1:3) are lined with impermeable HDPE layer. The remaining side with slope V:H of 5:1, which is made of concrete is used for loading sludge out the pond by vehicles.

The suspended solid removal of the pond is about 60%. Except septage and primary sludge, this pond also receives the waste sludge from the secondary treatment. The settled sludge is stabilized for at least two years. The biodegradable organic content and pathogens will decrease significantly. The stabilized sludge will be dredged after two or four years of operation. Water in one of two ponds will be decanted in dry season. The water level is lowered to one meter deep. Then the sludge is dewatered by sunlight drying on site. The sludge cake is mixed to compost at the pond bottom and finally, the compost is loaded to a fertilizer production company.

In the phase II, the sludge treatment will be done sequent for four anaerobic settling ponds. Long sludge retention time of the ponds ensures high stability of the sludge. Long duration between two sludge dredging will reduce job load of operators. Operation units in primary treatment such as anaerobic settling pond, sludge stabilization and sludge mixing do not require energy and chemical consumption and less labour, which are met requirement of the organization receiving the WWTP. The effluent of anaerobic settling ponds is conducted to the secondary treatment.

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vista, 01/11/08,


1.4.3.6 Secondary treatment Three alternatives of secondary treatment were proposed in terms of 1) the available land area, 2) The effluent standards TCVN 7222, and 3) low operation and maintenance costs. The primary treatment with chemical enhancement (CEPT technology) will get high SS, BOD and pathogen removals and thus, influent of the secondary treatment will be more stabilized. Three alternatives of the secondary treatment are describes as follows:

Alternative 1: Cascade aeration facultative pond

Based on difference of elevation between facultative pond and anaerobic settling pond, cascade aerators will be set-up followed by the facultative pond. In cascade aerators, the air is dispersed into the water through water stream jumps to stairs in series. Thus, DO will increase prior to wastewater come to the facultative pond. The cascade aerator includes series of concrete stairs. Each stair is 1.0 meter wide, 6 meter long and 0.6 meter high. Eight stairs form weirs facilitate oxygen saturation that enhances BOD removal and reduce odor problem. This aeration use elevation difference between primary and secondary treatment systems therefore, energy consumption is not necessary.

The facultative ponds (2+2) is arranged in two parallel lines, each line includes two ponds in series. The first pond has larger area and receives higher organic loading. The facultative ponds of 2.0 m deep and 1.5 m deep will be constructed in phase 1 and phase 2, respectively. The sequent others are more shallow to maintain aerobic condition through whole pond depth. The HRT of pond system in this phase is 15,4 days, based on organic loading less than 200kg/ha/day. All facultative ponds are lined with HDPE layer. The slope of pond is 3:1. The BOD5 removal efficiency is 50-70% at which effluent BOD5 is less than 30 mg/l (the limited value of effluent Standards TCVN 7222-20002). In facultative ponds, it is hard to control algae in effluent and this problem can contribute to increase BOD5 and SS concentration than estimated values. Therefore, algae control should be further studied. However, the advantages of this option are (a) not requiring electric and chemical consumption, (b) easily operation and (c) less requirement of skilled operator. Those are the necessary requirements of the city authorities.

Alternative 2: Cascade aeration trickling filter secondary clarifier

As the same in alternative 1, Cascade aeration is used to increase DO concentration in wastewater before conducting to trickling filter. Trickling filter used attach-growth process that has stable efficiency, low power demand and high ability of load shock withstanding. The wastewater from Cascade aerator and returned water from secondary clarifier at return ratio of 300% are collected to pump sump. The mixture is pumped to the top of the trickling filter and distributed to the filter plastic media by jet distributor with motor. Wastewater is trickled through filter media, on which bacterial film is grown. The organic matters in term of BOD 5, are stabilized by bacteria. The biofilm sloughed off media will settle down to clarifier bottom.

This process requires power for running return water pump. The estimated power is about 50kWh (phase 1). It does not need skilful worker for system operation, biofilm cleaning and periodical maintenance. In operational side, it is not necessary to frequently control the process except selecting the adequate return rate. Pump with two speeds can be used so that it is not necessary to adjust the return water rate.

In the secondary sedimentation tank, sludge scrapper collected the settled sludge into the sludge hopper at the bottom. Sludge is pumped out to the influent pump sump and settled down at the anaerobic settling pond. This alternative does not require chemicals, skilful operators and high

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electric demand. Therefore, the option is also proper to the requirements of organization receiving WWTP. Alternative 3: oxidation ditch + secondary clarifier

Wastewater from primary treatment flows to the oxidation ditch and mixed with returned sludge in the ditch. Oxidation ditch, which activated sludge process is used has high treatment efficiency and easy in combination of nitrogen removal. After HRT of 18 hours, the mixed liquor of sludge and wastewater will flow to the secondary clarifier for gravity separation of bioflocs. The excess sludge is pumped to the influent pump sump and settled at the anaerobic settling pond. Sludge from secondary sedimentation tank is returned to the ditch to maintain high biomass concentration. The biomass concentration is about 3000 mg SS/L. The oxidation ditch requires high power and skilful operator. The option C produces effluent quality better than those of two above options. The process requires frequent checks/tests on sludge characteristics, biomass concentration (MLSS) and sludge volume index (SVI). The excess sludge is daily removed to keep SRT of 20 days. Two oxidation ditches are in parallel operation. To minimize the construction area, the ditch is designed in U shape (width x depth = 6m x 3m) with aeration devices that are installed at two ends of the ditch for mixing and diffusing oxygen. The estimated power for the process is 240 KW (phase 1).

1.4.3.7 Effluent disinfection before discharge into receiving water

According to Vietnamese Effluent Standards TCVN 7222-2002, the disinfection is necessary. However, the standards does not give limited value of pathogen. Maybe, significant remove of pathogen is obtained by primary and secondary treatment. Because the limit value of total coliform number is not available, the disinfection of WWTP effluent has not decided yet. If the local authority (Department of Environment and Natural Resource of Binh Dinh province) assumes that disinfection is necessary and a limited value of pathogen is given, the disinfection facility is added as total coliform removal of the primary and secondary treatment is not met. To have simple and effective treatment process, it is necessary to consider the application of maturation ponds after secondary treatment for disinfection and advanced treatment such as nitrogen removal and algae control. The depth of maturation ponds for disinfection is 1.0 m, the bottom is lined with HDPE layer to prevent plant growth in bottom and it is convenient for bottom cleaning. The pond is designed with the length:widh ratio of 4:1 and there are at least 3 ponds in series. The minimum HRT of maturation pond system is 3 days, based on the average wastewater flow rate in dry season (ADWF). The specific size of pond depends on real wastewater discharge.

Chlorination is only used if the area is limited or strict effluent standards. Because chlorination requires higher chemicals and power demands, skilled operators, separate store. Therefore, chlorination is only taken into consideration as maturation ponds could not used.

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Figure 1-3: Scheme of the Alternative 1

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1.4.4 The land requirements and cost estimation for three alternatives

The land requirements for each alternative are presented in the table 1-7.

Table 1-7: Land demands for three alternatives

No. Alternative

Core Areahectare (ha)

Buffer Zone

hectare (ha)

Total Area

hectare (ha)

Phase 1A+1B

Phase 2 Total

1 Alternative 1- Facultative pond 24.2 18.2 42.4 115.2 157.62 Alternative 2- Trickling filter 6.2 5.7 12.0 79.2 91.23 Alternative 3- Oxidation ditch 6.2 5.7 12.0 79.2 91.2

Table 1-8: Summary of investment cost of three alternatives

No. Description Phase 1A Phase 1B Phase 2(USD) (USD) (USD)

Alternative 1 – Facultative Pond1 Construction and equipment cost 4,890,551 2,501,003 6,863,608

2 Land acquisition and resettlement cost 3,169,898 0 0

3 Construction supervision cost 400,000 180,000 600,0004 Contingency 846,045 268,100 746,361

Total cost 9,306,494 2,949,103 8,209,969Alternative 2 – Trickling filter

1 Construction and equipment cost 4,537,746 1,794,588 5,710,238

2 Land acquisition and resettlement cost 1,834,357 0


Total cost 7,449,314 2,172,047 6,941,262Alternative 3 – Oxidation ditch

1 Construction and equipment cost 5,089,463 2,166,899 6,742,340

2 Land acquisition and resettlement cost 1,834,357 0 0


Total cost 8,100,202 2,603,589 8,142,574

1.4.5 Accompanied facilities

1.4.5.1 Transmission pipeline to the treatment plantA derivation runs into wastewater treatment plant /pipeline direction is expected from south-east of wastewater treatment plant to existing asphalted road nearby industrial zone with distance of 150m. As this line crosses existing drainage channel, which is being partitioned into many low impoundments for aquiculture ponds but not obstruct the flood water drainage. Therefore proposed road elevation for derivation which enters into the wastewater treatment plant is at +0.60m for the easy overflow through the low impoundments.

A derivation which enters into wastewater treatment plant is proposed in consideration of widening and lengthening planning the Dien Bien Phu Street towards the north of the city in the coming time. Upon the completion of widening and lengthening planning of Dien Bien Phu Street, it is required to consider the connection of wastewater treatment plant CEPT (and future wastewater treatment plant 1C) to Dien Bien Phu Street by short derivation with length of 100m. The elevation of this derivation will be subject to the elevation of Dien Bien Phu Street. And elevation +2.5m of finished level of wastewater treatment plant CEPT. The derivation enters

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into the second wastewater treatment plant will facilitate the access to the wastewater treatment plant in the future and supplement to dam for derivation and for protection corridor proposed in the existing project.

1.4.5.2 Effluent pipeline and Outlet Structures Treated wastewater will be discharged into Ha Thanh River. Discharge points were proposed to be located in a distance of 1,200m to the Southeast corner of Wastewater Treatment Plant at site 2 as shown in Figure 1-5. Because the Ha Thanh River is shallow, river bed condition is soft soil containing silt/sludge. It is not feasible to construct an embed discharge pipe because the pile may have a high possibility to be blocked. It is difficult to maintain it in a long time. Therefore, discharge outlet structures were recommended to be designed in order to maximizely protect the wastewater transmission pipeline after treatment, and to facilitate for the stable and long time discharge of wastewater into the receiving bodies

Effluent is discharged into the river by gravity pipeline. The effluent pipe will be PVC pipe with DN of 630 and inner diameter of 600mm with PN6. Two DN 630 pipes will be installed in the same conduit for the safe discharge after treatment for both Phase 1 and Phase 2. The site plan is also estimated for the installation of 3rd pipe DN639 on the same line, in case wastewater treatment plant 1C next to wastewater treatment plant CEPT is constructed. The maximum safe elevation of output pipe from wastewater treatment plant without overflowing the SST overflow weir of sedimentation basin for phase 2 is +2.8m. Normal vibration amplitude of river water level daily at the discharge point is relative to high/low tide of +0.30m/-0.40m, so it will create propulsive force in the water head 2.5 and 3.2m. The water head can convey water wastewater discharge after treatment in the condition of maximum flow of phase 1 and phase 2 (2 x ADWF/mean flow in dry season) from wastewater treatment plant CEPT to discharge point into Ha Thanh river.

Figure 1-6: Location of the main outlet

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CHAPTER 2 NATURAL, ENVIRONMENT, AND SOCIAL-ECONOMIC CONDITIONS IN THE PROJECT AREA

2.1 NATURAL ENVIRONMENT

2.1.1 Geographical Location, Topography and Geology

2.1.1.1 Geographical location Qui Nhon City lies in the south pole of the Binh Dinh province. It is bordered in the north by Tuy Phuoc and Phu Cat district, in the south by Song Cau district of the Phu Yen province, in the east by the China Sea, in the west by Tuy Phuoc district.

More than 100 years ago, the City was born officially, however, City's forming and developing history goes with to 11th Century Champa culture, Tay Son dynasty and Thị Nại seaport from 18th century. In 1988, the primer Minister has decision No 558/QD-TTg, which recognized Quy Nhon as the second city and is one of three commercial and tourism centers of South Central part coastal (with Da Nang and Nha Trang). Quy Nhon City is economic, polictic, culture and science center of Binh Dinh Province.

2.1.1.2 Topography Quy Nhon City area has a diversified terrain comprising mountains and hills, plains, paddy field, pond, lagoon, lakes, rivers, sea, peninsulas, and islands. Qui Nhon's coast- line is 42 km with a big lagoon area, brackish water lake and abudant sea creature resource and many of valuable specialties with high economic worth.

Quy Nhon City is divided into two areas including: (1) present Quy Nhon City and (2) Phuong Mai peninsula which has been expanded recently. The central area has the relatively flat terrain; altitude varies from 1,5m to 4m; slope direction from mountain to sea and from mountain towards basin of river; average slope from 0,5 to 1%; Average ground surface level in the centre of City varies from 3,5-5m, the area near River and Sea has is lower than 2m (as for the area of alluvial ground/aegiceras, vet trees of Ha Thanh river estuary is 0,0m), is usually flooded from 0,5 to 1m (p=10%).

Project area is located in Nhon Binh ward, in the north of Ha Thanh River. In general, terrain of project area is paddy field and aquaculture reservoir with high level low terrain, is far from land dam with low high level. Average space height may be -0.50 m concrete road directly leads to the north of plain which has average height is +1.00m. The road is asphalted by bitumen next to industrial zone, which is 150 m away from site 2 in the southeast having high level +1.50m..

2.1.1.3 Geology Ha Thanh River side area and Thi Nai lagoon: layer 1 – grain sand mixing with shell with the depth of 1.2-5.4m; SPT mean value Ntb = 3; layer 2- clay sludge with variation depth from 2.0 to 18m; layer 3 – weak clay with variation thickness from 7.50-31.2m, N tb=6; layer 4- semi-hard clay with variation thickness from 4.5-5m, Ntb=20; this layer is from el.-31m. At el.-36m, it is fine sand or clay stone.

In the project area, through out six boreholes at wastewater treatment plant site showing that there is a presence of sandy sludge layer of which its bearing capacity is poor right under the surface, this layer has a depth from 5-7m, next is soft clay layer 23-30m thickness, with high elasticity, and final is sandstone and stiff clay which is suitable for bearing piles.

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Hydrogeology

Quy Nhon City lies in the North – East hydrogeology, in which water layer is the layer of paleozoic-mesozoic age and fractures in hard rock. Geology of Quy Nhon City most covers with sediment of Holocene age is ranked alluvium closed to river creating fine material grain (fine grain). In the south and west has high hills was made by metamorphic rock.

Because of fine grain of water layer material and locating near to sea so underground water reserves is not large. Underground water level fluctuated from 1,55m to 3,96m. The area of warp of Ha Thanh and Cong river (Tan An) have higher underground water potentiality usual supplying from water source of two rivers. The center of City has underground water level of 3-4m below the surface.

2.1.2 Meteorology- Hydrograph

2.1.2.1 Meteorology Climate of Quy Nhon City is the same Binh Dinh province, bearing climate particularity of centre – central part affected by North-east monsoon in the rainy season and wester wind in the dry season. Dry season from January to August, the rainy season from September to December (rainfall in rainy season occupies 80% rainfall of whole year)Some specific characteristic of Quy Nhon climate:

- Winter is not cold, populating Northwest wind to North Wind- Summer has equal temperature; there are four months has average temperature over 280c. Wind way mainly has East and South East, predominating the half of summer is west and North West way.- Rainy season in Quy Nhon area usually has storm, and big storm focused on October.- Average annual temperature: 26,90C.- Lowest average temperature: 26.90C.- Absolute highest temperature: 39,90C. - Annual average hot temperature: 30,80C.- Absolute lowest temperature: 150C.- Total sun hour of a year: 2521 hours.- The relative highest humidity: 83 %.- The lowest relative humidity: 35, 7%.- The medium relative humidity: 78%.

(Sources: Adjustment of Quy Nhon City Master Plan, The characteristic of climate of Nghia Binh province, figure form Quy Nhon meteorology station).

The climate of Quy Nhon City is good in general, the rate of rainfall is not high, and the temperature of winter is not low but a considerable amount of sunny days. The climate as a whole is suitable for urban development. However, the long dry season may cause water resources exhausted, affecting the living and production. It should note that 80% rainfall lasts within three months per year, which can cause flooding in that duration. This will adversely affect the construction and recovery of drainage system.

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A number of sunny hours

From March to December is much sunny period, 200-300 average sunny hours/monthFrom October to February in following year is less sunny period, 100-180 average sunny hours/ month.

Rainfall Regime

Rainfall in Quy Nhon allocates unequally in the months of year, focused on from September to December, occupying of 80 % rainfall of a year. Total average annual rainfall is 1.677mm; total average annual rainy day is 128 days. Months have the biggest rainfall in year is October and November; average rainfall is 300-500mm/ per month. In the months have lower rainfall is March and April; average rainfall is 15-35mm/per month.

Evaporation

From March to December is much sunny period, 200-300 average sunny hours/monthFrom October to February in following year is less sunny period, 100- 180 average sunny hours/ month.

Wind Regime

According to wind regime at the area shown in figure 2-1, the popular wind direction in winter months is north -west to north- east; from the following October to March, popular wind direction with frequency of 16-53%; north-east wind occupies 7-18%. At Quy Nhon station, from March to June, south-east wind appears with frequency of 15-27%. In June, July, August, west wind appears with frequency of 12-13%.

Figure 2-7: Anemometric results at Quy Nhơn station

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2.1.2.2 Hydrography The centre of Quy Nhon City lies in in the south of Ha Thanh River which has 85 km length originated from an altitude of 1100 metres in the west of Van Canh district, flow southwest-notheast to Dieu Tri, divided into two branch: Ha Thanh and Truong Uc which flow into Thi Nai lagoon through Hung Thanh and Truong Uc estuary and then flow into Quy Nhon sea. The area of valley is 539 Km2; the total of river length is 58 km. the specfic form of Ha Thanh valley is presented on table 2-1.Table 2-9: Characteristics of Hà Thanh River basin

Receivers Distance to the river mouths

Height of the source(m)

Length (Km)

Average height(m)

Average Slope (%)

Density Km/Km2

Basin area (Km2)

Chiếp Hà Thanh 42.0 400 15 0.18 80.2Cây Cam Hà Thanh 20.0 225 13 0.27 47.8Branch 3 Hà Thanh 8.0 25.0 16 0.24 68.0Cái Hà Thanh 2.0 225 21 96.0 12.2 0.56 108Hà Thanh Đầm Thị Nại 800 58 179 18.3 0.92 539Source: Binh Dinh Department of Science and Technology, 2005

Nowadays in dry season, the rivers are always exhausted, so its flow is not considerable; In rainy season, swift-flowing of the rivers often cause the inundation in October and November with inundation duration of 58-78 hours. Inundation often appears in rainy season from September to November, which brings to maximum flow as its valley is in the large mountain area. According to survey data summarized by URENCO, urban inundation is partial at some places and streets. According to URENCO, most of inundated areas in the city are due to planning and bad technical operation from the past years. The side of drains is smaller than required demand for drainage. The inundation also is caused by bad maintenance condition and there is much stuff due to solid waste. The survey of inundation in the project area for the past 20 years. After the investigation and consulting with senior people who have lived in the project area for long time and overflow discharge agencies, the highest level is about +1.4m, which appeared in 1986. (Investigation, Flow Impact Evaluation, Inundation Discharge in the North of Ha Thanh River in Nhon Binh Ward, Quy Nhon City).

Survey area is affected by tide in Quy Nhon. Project area is in sun tide regime. The center of Quy Nhon city is located next to the sea, so it is affected by irregular sun tide including 20 days of the months. Sun tide amplitude is from 1.2 to 2.2m. In the dry season, when raining time overlaps with tide amplitude, it may cause the level difference 1.04m (national elevation).

The survey area is the affected area by the tide of Quy Nhon Sea, the project area has Duiral Tide. The centre area of Quy Nhon City

- The highest average tide level : 0.0 m - The medium average tide level : +1.56 m- The lowest average tide level : - 0,12m

2.2 ENVIRONMENTAL STATUS AT THE PROJECT AREA

2.2.1 Air environment status

According to environment report of Binh Dinh province in 2005, Air environment status in Quy Nhon City has a polluted sign, especially, SO2 and NO2 criterias. Noise in some areas exceeds the allowable standard.

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Table 2-10: Results of the air monitoring at Quy Nhơn City

Location Results Traffic frequency

(no/h)Noise level

(dB)CO (mg/m3) SO2

(mg/m3)NO2

(mg/m3)K1 Crossroad of LHPhong

and Tăng Bạt Hổ 400 72.7 10.305 0.524 0.564

K2 Đống Đa Crossroad 500 75.2 8.015 0.786 0.376K3 Nguyễn Thái Học – Tây

Sơn Crossroad 197 69.9 9.16 0.786 0.564

K4 Phú Tài Crossroad 143 70.3 6.87 0.524 0.188TCVN 5937:1995 70* 40 0.5 0.4Source: Center of Natural Resources and Environment Technical Services, 06/2005*: TCVN 5939:1995

2.2.2 Water environment status

2.2.2.1 Surface water Quy Nhon Wastewater Treatment Plant project is located adjacent to the downstream of Ha Thanh River, is an important surface water natural resources for Quy Nhon City and the entire area under this river basin.

In the rainy season, water in Ha Thanh river is vitually fresh with salt content varies from 0.03% to 0.33%. However, in the dry season water is affected by a salty content of 10.4% penetrated deeply into upper reaches about 4.15 km. Salinity at the mouths of river at this time is about 31.6%. Some specific information about the water quality of Ha Thanh river is presented on Table 2-3.

Table 2-11: Water quality of Hà Thanh River at the proposed outlet of CEPT plant (12/2005-01/2006) Parameter BOD5

mg/lCODmg/l

DOmg/l

SSmg/l

NH3

mg/lNO3

-

mg/lNO2

-

mg/lColiform

MPN/100mlValue 0.8-5.2 1-10 3.8-5.5 21-70 0.37-0.88 0.8-1.1 0.015-0.049 2.3x104 –

9.3x103

Average 2.4 4.2 4.6 43 0.7 0.95 0.024 -TCVN 5942:1995 (Column B)

25 35 2 80 1 15 0.05 104

The analysis results of surface water quality of samples in 12/2005 and in 1/2006 at temporary discharge outlet of Ha Thanh river is presented in appendix B. Except total coliform value, Table 2-3 shows that all parameters were met the standard TCVN 5942-1995-Column B on surface water quality for aquaculture. High coliform number in Ha Thanh river may generated from domestic wastewater discharge from households in the surrounding area of the outlet.

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2.2.2.2 Thi Nai lagoon The water quality of Thi Nai lagoon are shown in Table 2.4.

Table 2-4: Water quality of Thi Nai Lagoon in the year 2006pH SS

(mg/l)BOD5

(mg/l)COD(mg/l)

DO(mg/l)

Coliform(MPN/100ml)

Sampling location

July to

Aug

Oct to Nov

July to Aug

Oct to Nov

July to Aug

Oct to Nov

July to Aug

Oct to Nov

July to Aug

July to Aug

7.90 7.83 9 17 33 14 62 52 5.2 4.3*102 Middle of Thi Nai lagoon.

7.62 7.77 25 13 15 7.6 31 25 4.4 9.3*103 The North of Thi Nai lagoon. near Chim Island

6.5-8.5 50 10 - 5.0 1,000 TCVN 5943-1995

Source: Department of Agriculture and Rural Development (2006). Project on Review of Irrigation planning

Table 2-4 shows that BOD5, DO and total coliform values in Thi Nai in August to November 2006 were above that of the limited value of standards TCVN 5943-1995. Domestic wastewater from the urban areas discharging directly into the lagoon through some outlets may be the main reason of this excess. The data of Thi Nai lagoon water quality in dry season was not available. In the dry season, water quality of the lagoon may be worse than that in July to November.

2.2.2.3 Groundwater In general, underground water resource in Quy Nhon City is very poor. In some areas of the city, underground water is used as the main supply water resources but low poor quality. At 9 group of Dong Da ward, almost underground water is affected by salinity. There are many wells with the depth varies from 3 to 5 m for brackish water which are only used washing (impossible for eating and drinking).

Following the report, at medical station of ward there is a digged well with very good quality water, which is being exploited with a capacity of 300m3/ per day for approximately 10.000 residents in Group 9, Đong Đa ward. At Luong Nong, Nhon Binh ward, underground water is rather plentiful but high salinity intrusion affected. On the other hand, at Tan Dinh area, quality of underground water is better and can be used for eating and drinking.

According to a report of Binh Dinh Department of Natural Resources and Environment (DoNRE) in 2005, underground water of Quy Nhon City was polluted. At some underground water quality monitoring locations, pH indicator is lower than standard, COD content is quite high (at residential area surrounding Bau Sen Lake, measured COD is 16.7mg/l). Simultaneously, underground water is also infected by bacterium with a quite high content (in the area along Tran Quang Dieu street, coliform indicator is 240 MPN/100ml).

2.2.3 Biodiversity

2.2.3.1 Agricultural ecology at the project site Although Nhon Binh ward belongs to Quy Nhon City but now this area is considered as a rural area and agriculture area. Most of this area is rice-cultivated land and shrimp and fish hatching lake. Ecosystem is rather monotonous with numbers of residential house is rather scattered, paddy fields and some swamps were improved for aquaculture. At project area and surrounding areas there is very few wild residence places, except for only some fallow swamp area. In here, there is no presence of valuable and rare animal species or threatened animal species. The structure of animal is quite simple, including domestic animals and shrimp and fish hatching

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species. Structure of flora is very poor with some trees, around the local houses and some aquatic flora growing in salt sulphate soil.

Figure 2-8: The representative land form at the area location (core zone of Phase1)

Figure 2-9: The artifical lakes to raise seafood (core zone of Phase 1)

2.2.3.2 Thi Nai Lagoon Thi Nai Lagoon is considered as the final water catchment to receive treated water from the concentrated wastewater treatment plant. This lagoon is always full of water and has a rich biodiversity, which can be influenced by the operation and maintenance of the wastewater treatment plant. The convention of United Nations on wetland (Ramsar Convention), defines wetland is “Wetlands are areas of marsh, fen, peatland or water, whether natural orartificial, permanent or temporary, with water that is static or flowing, fresh, brackish or salt, including areas of marine water the depth of which at low tide does not exceed six meters".

Among important wetlands including tidal-submerged land, swamps, internal flooded grassland or flooded forest and peat swamp, mangrove forest, coastal lake and lagoon, flooding plain, delta, and estuary, Thi Nai Lagoon is considered as an important wetland in terms of biodiversity.

The World Conservation Monitoring Centre (WCMC) includes the Quy Nhon Swamp on its list of sensitive wetland areas in Vietnam. This natural saline swamp is a part of the Thi Nai lagoon complex located on the coast north of Quy Nhon City, Binh Dinh Province. The swamp has an area 5,000 ha at high tide; 3,200 ha at low tide, with a 700 m wide channel that opens to the sea. Several rivers, including the Ha Thanh, Con Rivers, flow into the swamp, the average depth of which is 1 - 2 m and the maximum depth is 7 – 10 m.

There are several small islands with mangrove forest in the northern part of the lagoon. One hundred and thirty-six species of flowering plants and algae have been recorded at the swamp, along with numerous species of phytoplankton including 50 species of Rhodophyta (red algae). The red algae Gracilaria verrucosa is particularly abundant is widely cultivated in the swamp for dried use and export as an emulsifier (agar). Shrimps are also widely cultivated in this swamp which may be influenced by discharges into the Thi Nai Lagoon.

Due to the effect of urbanization and the economic development of the area, at present only the north area of the lagoon still maintains the original ecosystem whereas in the south area (near entrance of Quy Nhon bay) has greatly changed, especially during the construction duration of Nhon Hoi bridge. The mangrove forest in the mouth of Ha Thanh River has been lost partially.

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2.3 SOCIO-ECONOMIC CONDITION AT THE PROJECT AREA

2.3.1 Overview of Socio-Economic Status at Project Area

According to the figure of the statistical yearbook of Quy Nhon City, the population of the city is around 264,800 people with rate of natural growth is 1,13%, in which urban area has 236,400 people (occupying 89%). The average scale of a household is five persons. The economics of Quy Nhon City has developed dramatically, which results in the improvement in the daily life of residents. The economic mechanism has changed according to tendency to increase the ratio of construction, industry, service branch and to reduce the ratio of agriculture and forestry branch.

Gross Domestic Product (GDP) in 2006 reached 12,314.529 billion VND (real price), increased by 19,60% compared with 2005, in which production value of industry and construction is 3,479.015 billion (occupying 28.2%), agriculture and forestry and aquatic product get 4,505.139 billion VND, occupying of 36.6% of GDP. In Quy Nhon City, there are much more 2.231 small and large industrial businesses and 11.593 service business, which create job for 73.800 worker. Not including thousands of individual businesses. Branches, fields has greatly contributed for state budget is processing industry, tourism, mining industry. In which tourism branch has greatly contributed and much more increased in the GDP mechanism of City.

2.3.1.1 Residence Status and Income of Household

Household Scale

Totally, 97 affected households were interviewed. A total of 423 residents were affected of which 206 male and 217 female. Average population of household is 4.4 persons, fluctuating from 1 to 10 persons per household. Population in the working age of each household is 2.3, the highest is 6 persons per household. There were 7 households did not have any person in the working age and these households had the income from farming or supports from their relatives.

Household Income – Job Mechanism

In the total number of interviewed households, there are 16 poor households (poor household has average income less than 260.000 vnd/month/ per person, It is caculated under urban standard.). In which there are 7 households have key income from cultivating paddy. A number of households have income from 260.000-600.000 vnd/month/person, occupying a high rate compared with 64 households. 17 Remaining households have income from 600.000 vnd/month/person and over. The income of households in project area is relative low compared with households lived in Quy Nhon City.

Almost households cultivating wetrice (occupying 76,3%). However, there are 16 households (16,5%), of which consider that it is themain income and it will affected largely if the cultivated land is acquired. Paddy fields can be cultivated from 1-2 season per year depending on anual natural water resources.

The income of 48 households (49.5%) is from employment services. Income of 14 households comes from working for factories, shops such as wood shops in Quy Nhon city with mean income of about 50,000VND/day. Economic effects by removing or land acquisition on these households is not much as their major income is not subject to farm land. However, 78 households (80.4%) of interviewed households have income from other auxiliary services.

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Table 2-12: Source of revenue

Agriculture Hired labour Worker Others Total Number of households 16 48 14 19 97Percentage (%) 16.5 49.5 14.4 19.6 100

About living condition, all interviewed households are using the national grid. In area, there are primary school, post-office, medical station. However, there are about 50% households which use potable water, remaining households do not have potable water due to they do not approach the water supply system.

Education Level

Education level of household owner mainly is in primary and junior high school with correlative ratio is 41.2 and 40.2%. In general, old people in this area have an education of primary school level. There are three illiterate people, who are old people. Whereas young people have junior high school level. In a number of 423 people, 101 people are still going to school.Table 2-13: Types of qualification gained by the heads of the household

Don’t know how to read and write

Elementary school

Secondary school

High school

College/university

No. 4 40 39 10 4Percentage (%)

4,1 41,2 40,2 10,3 4,1

2.3.1.2 Accommodation status Right of agricultural land use was granted for people in 1997 by the People’s Committee. At that time, a person was granted for 500m2 to farm. In the socio-economic survey, the area of person is 470 m2. Right of land use was granted by province up to 2017. In a number survey households, there are 19 households do not have land, in which 10 households have income from wages. In general, each household has house area about 50-150 m2 in total area is 100-500m2. In buffer zone of project, there is a temple with local range, which is usually offered sacrifices in the full -moon day and festivals by local residents.

2.3.2 Status of water supply and sewerage

2.3.2.1 Status of water supply The present water supply system of Quy Nhon was formed since the former regime in a small scale. The system was then improved, upgraded and developed into a more perfect water supply and sewerages system, including drilling wells for water exploitation, sterilization system and drinking water distribution network to consumers. The current capacity of water supply system is 20,000m3/per day which is mainly distributed to wards within city and some outskirts under urbanisation process. Water resources were mainly exploited from Ha Thanh well area in a distance of 9 km from the center of City.

Water pumped from well will be transmitted by pipeline 600, 500, 400 going along highway 19 Quy Nhon-Song Cau to Quy Nhon City. The entire city has an approximately 120.000m with diameter is from 400 500 pipe, almost is old pipes. Presently, the city has executed the water supply project funded by ABD, loan No. ADB 2146-VIE. Scope of Project related to water supply system, including the improvement of well pumping station, catch basin, pumping station II, existing pipelines in order to reach a capacity of Q=20,000m3/per day. Simultaneously, building 9 well pumping stations near the River Con 25 km from the city to

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convey the water to new constructed Dieu Tri Water Treatment Plant with capacity of Q=25,000m3/per day. With this project, average water supply standard from 50 litres/per person/ day, basically meeting resident’s water demand of Quy Nhon City.

According to the statistics, as of June 2003 there have been 25.762 connecting points to water supply networks of the city. As estimated, it is possible to supply to 52% domestic water demand and the number of persons at one connecting point is 5.6 persons/water meter. It is expected by Water Supply & Sewerage Company, in years of 2010, 40,000 households will connect to water supply networks. This is the result from the project financed by ADB. This water supply system will be constructed by local fund.

2.3.2.2 Existing drainage and wastewater treatment status

Overall water drainage network of the city

Water drainage network of Quy Nhon city is the sewerage system used for rain water and wastewater drainage jointly. In fact it is gravity drainage for rain water jointly with wastewater from sources in the city.Overall water drainage network, the city may be divided into 3 areas.

- The center of the city- The west area of the city (Bui Thi Xuan, Tran Quang Dieu wards)- Phuong Mai peninsula area

Water Drainage Organization

The city comprises the receiving bodies as follows:- Ha Thanh River- Thị Nại Lagoon- Dong Da Lake- Phu Hoà Lake- Quy Nhon Bay

Because of the completely gravity drainage systems do not have suitable oulet structure, effectiveness of drainage system in some hollow areas of centre of city relies upon tidal regime.

Water drainage network

Water drainage network of Quy Nhon city (under the control of Urban Environment Company in 2004) includes 87,552 m drains and 2,648 valve chambers. In addition to there are many open drainage ditches.

Water drainage network of center area of previous city may be divided into 3 main valleys; water is drained to 3 various directions:

- The valleys draining to Ha Thanh river mouth and Thi Nai dam (north direction of the city)- The valleys draining to Quy Nhon Bay towards east direction of the city (from the north to the south) .- The valleys draining to Phu Hoa lake locating in the west of the city.

Regulation Lake System

In the city, there are natural lakes such as Bau Sen, Dong Da, Bau Lac, Phu Hoa (Son pass), which regulate the rain water and wastewater. Bong Bong lake also regulates the rain water and wastewater and land scrapping for the city. The lakes with crowded inhabitants living nearby are often polluted by domestic wastes such as Bau Sen lake or Dong Da lake. Other lakes have not been polluted yet or pollution level is still low.

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Discharge Outlet, Tidal Gate

According to the statistics in 2004, the drainage system in the city centre comprises 13 discharge outlets of difference, excluding discharge outlets were buried during construction. These discharge outlets without tidal gate.

Sewage Collection and Treatment

Domestic wastewater is collected into common water drainage network of the city through connection pipe from households to public drainage network The number of connection points from households to the city’s water drainage network has been carried out by VIWASE in the so-economic survey in project area. The result shows that about 93.9 % of households use toilets with septic tanks and semi-septic tanks and 3.9% of households use the toilet with sink. The ratio of toilet using water is very high, however 34.2% of households connect to water drainage network; 52% of households let the water to be absorbed into the ground and 5.9% of households discharge directly the wastewater into pond and lake.

A common way of the coastal people in the Middle and Southern Middle of Viet Nam is to discharge the waste water directly to the ground instead of using the drainage pipeline because the soil ground of these areas is soft, mixing with sand and high absorbability. In urban areas with high density of construction and population, volume of waste water is very big; the solution of absorbability causes the risk of environment pollution, especially It directly affects the underground water and soil environment. In many urban areas such as Quy Nhon, Nha Trang, Phan Thiet and Vung Tau, etc., the underground water has been polluted by the waste water intrusion.

The domestic waste water from households whose pipelines connect to the water drainage network is not separated, collected and treated but it is discharged directly to the catching sources. The waste water together with the rain water is discharged directly to the natural environment (e.g. seas, rivers, pond and lake). At present, in Quy Nhon city still has no had domestic wastewater treatment plants yet.

Collection and treatment of public waste water

In principle, waste water from all public utilities (e.g. hospitals, schools, entertainment areas, etc.,) has to be treated separately before it is collected into the drainage network. However, in fact, most of the public utilities have no waste water treated system or some have but work ineffectively. According to statistics, Quy Nhon city has seven big hospitals, of which four hospitals have the waste water treated system (capacity from 80 to 300 m3/day) before discharging to the drainage network. Now, there is have no specific survey about the status and operation of these waste water treated systems. However, most of them operate perfunctorily and ineffectively.

Management and operation of the drainage system.

Water drainage network in Quy Nhon city is managed, operated, repaired and maintained by Quy Nhon Urban and Environment Company (URENCo). The cost for construction and operation of drainage network is limited, it is mainly used for repair, maintenance and improvement of existing system. Just few drainage pipelines are new built or replaced . For taking back a part of cost, according to the Vietnamese regulations, URENCO collects the charges from 3,030 households in the center city which occupies 6%. The Company signed the contracts with the households whose have the demand to connect their pipelines to the public drainage network and running into septic tank. The collected data in the city shows the rate of the streets which have drains is very high; it is about 0.88 km of drains/km of street.

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Conclusion

However, capacity of water drainage network is still limited, it does not meet the demand of drainage in the city. Based on the results of actual survey during the implementation of the project and based on the evaluation of Management Unit (URENCo), the quality of drainage pipelines constructed before year of 1975 has been downgraded considerably, even some sections were damaged. The construction of sewerage systems for waste water and rain water by URENCo will improve this condition in future.

2.3.3 Collection of solid waste and septage

In the last years, there was not specified data statistic about volume of solid. The quantity of solid of each type is shown in Table 2-6. Table 2-14: Total volume of solid waste in Quy Nhơn City (2004)

Type Emission rate(kg/capita.day)

Total (tons/day)

Collection rate (%)

1. Urban domestic solid waste 0.8 - 0.9 320 50-602. Rural domestic solid waste 0.2 - 0.3 2503. Industrial solid waste 0.1 - 0.2 250 60-704. Clinical solid waste 0.8 - 1.0 (kg/bed.day) 0.2 70-75

Total 820.2Source: DONRE, 2005

At present, sorting of solid at the source has not carried out. All types of wastes from households, companies, schools, markets, etc., are collected together and transported to waste stockyard. In Quy Nhon city, the rate of waste collection is relatively high in comparing with the general status; it is about 75% to 85%. However in Binh Dinh province, there have been no wastewater treatment plants.

2.3.4 Status of flooding

Partial inundation occurs often in rainy season (from September to November) with the maximum flow due to the water from the mountains running into the city. Studying the tide level in Quy Nhon from recent years shows the fluctuation of tide level is not high, only between 1.0m and 1.5m. In months of inundation, the quantity of rain is high, the variation of minimum tide level from 0.3m to 0.7m. Generally, the impact of tide on the drainage network is not much due to the tide is only approximately 1.0m whereas the topography in the city is 2.0m high and over except for the northern area of the central city. Inundation not only occurs in inhabitant areas with the low elevation and low drainage possibility but also in some main streets in central city.

Based on the Feasibility Study by Hydrographic Studying Center – Hydrometeorology Institute: “Survey and evaluation of the impact of water flow, drainage inundation in north side of Ha Thanh River, Nhon Binh ward, Quy Nhon city, Binh Dinh province”, Location of CEPT Waste Water Treatment Plant in the north side of Ha Thanh River, Nhon Binh ward is affected by inundation. The area in Nhon Binh ward was inundated from 1.6m to 1.8m by the inundation in 1999. This Feasibility Study also shows two calculated results for safety elevation of bedding elevation against the inundation with the designed frequency of 100 years and 20 years (P = 1% and P = 5%). Plant is located in area with designed elevation of bedding elevation of 3.08m and 2.41m respectively (the same of Mui Nai elevation system).

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2.3.5 Power Supply and Lighting Status

The City uses electricity source of 110 KV national networks through 110 KV two transformer stations are Phu Tai station and Quy Nhon station. Phu Tai station has three lines 110KV connected with Vinh Son hydroelectric plant, 110 Quy Nhon Station and one line go to Phu Yen. For 35KV grid, apart from one transformer station at Quy Nhon station, there are still other two transformer stations at Phú Tai, taking electricity from 110KV and Nhon Trach stations. Except a few of enterprises in Phu Tài area, taking electricity from 35KV grid, almost additional charge is taken from 22KV grid. City has about 200 km lines of grid.

2.3.6 Master plan of Water Supply for Quy Nhon City (until 2020)

Using the underground water from wells at Ha Thanh River (capacity of 20,000 m3/day), Tân An wells at Con River (capacity of 25,000 m3/day), wells in The Thanh (capacity of 8,500 m3/day) and the upper water of Dinh Binh Lake–Con river (capacity of 96,500 m3/day), expected area for taking water in Dap Da town – Nhon An town. Standard of water supply is shown in Table 2-7.

Table 2-15: The standard of water supply for Quy Nhơn City by 2020 Unit Value

For domestic uses- Initial phase (by 2010) l/capita.day 110- Long-term (2010 – 2020) l/capita.day 150

Industrial uses m3/ha.day 40Tourism uses l/capita.day 300Source: DONRE, 2005Table 2-8 shows the demand of water in the whole Quy Nhon city. Demand of water until year 2010 is 63,420 m3/day and year 2020 is 155,340 m3/day.

Table 2-16: Water demand for Quy Nhơn City Standards of water supply Total (m3/day)

2010 2020 2010 2020Domestic uses Q1 110 (l/capita.day)

x population150 (l/capita.day)

x population30,000 70,000

Public services Q2 10% Q1 20% Q1 3,000 14,000Street cleaning and tree watering

Q3 8% Q1 10% Q1 2,500 7,000

Tourism uses Q4 300 (l/tourist.day) 300 (l/tourist.day) 720 840Industrial uses Q5 40 (m3/ha.day) 40 (m3/ha.day) 10,700 26,300Loss Q6 30% Q1-5 25% Q1-5 13,500 30,000Internal uses in WSTP

Q7 5% Q1-6 5%Q1-6 3,000 7,200

Total Qtc 63,420 155,340Source: DONRE, 2005

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CHAPTER 3 ENVIRONMENT IMPACT ASSESSMENT OF THE PROJECT

3.1 ENVIRONMENTAL IMPACT ASSESSMENT IN CASE OF WITHOUT PROJECTPrior to yhe construction of the CEPT plant, the CCESP has designed that the wastewater collected by the sewerage would be discharged to the Hà Thanh river through three temporary outlets which are shown in Figure 3-1. This temporary discharge could increase the pollution loading in the receiving water. In order to simplify the calculation, these following assumptions are proposed:

- Concentrations of BOD5 and COD remain unchanged and homogeneous- Flow-rate of wastewater and receiving waters are constant- Mixing between wastewater and receivers are complete at the outlets.

Figure 3-10: The location of the temporary outlets of CCESP

In order to assess the impacts of discharging wastewater to the Hà Thanh river, the QUAL2K model is applied to simulate the possible scenarios that could be happened in reality. The pollution transmission is calculated with the assumption that all of the untreated wastewater will be directly discharged into Hà Thanh river. However, the report also takes account of the worst case of highest loading of pollution when all of the wastewater in the Phase 2 (2023) is discharge without treatment.

3.1.1 Phase 1: Q = 7000 m3/day

In the flood-tide regime, the highest value of BOD concentration at the outlet is 5,5 mg/L which is much smaller than the required value in TCVN 5942:1995 (B column). That means Hà Thanh river has a capacity to accept all of the untreated wastewater. The pollutions will be transmitted

34


and BOD concentration will decrease along the river with regards to dilution and biochemical oxidation. The DO concentration decreases and reaches the lowest point at 3.9 mg/l at the distance of 5.5 km from the outlet. However, the concentration of Coliform at the outlet is 4.2x105 MPN/100 ml which is greatly higher than determined in the TCVN 5942-1995 (column B, 104 MPN/100 ml). Therefore, the disinfection of wastewater prior to discharge into receiving water is extremely necessary.

In the ebb-tide regime, the highest BOD concentration at the outlet is 19.4 mg/l which is still in the allowed range of TCVN 5942:1995 (column B). The DO concentration reaches the lowest level of 2.7 mg/l at the 2km downstream from the outlet. Similar to the case of high-tide regime, the concentration of Coliform is higher than the permitted value.

3.1.2 Phase 2: Q = 28,000 m3/day

In the flood-tide regime, the highest value of BOD concentration at the outlet is 14.56 mg/L which is still acceptable. The pollutions will be transported into Thi Nai lagoon and BOD concentration will decrease along the river. However, the DO concentration decreases below the permitted value from 4.5km to 11.5km downstream from the outlet. However, the concentration of Coliform at the outlet is 1.6x106 MPN/100 ml. In the ebb-tide regime, the highest BOD concentration at the outlet is 66.1 mg/l which is excess the allowed value of TCVN 5942:1995 (column B). In this case, Ha Thanh river could not receive all of the wastewater loading. As a result, it is necessary to consider the solution of applying partial treatment. In the distance from 1.0 km to 4.0 km downstream, the DO concentration is nearly zero. The concentration of Coliform is 8.6x106 MPN/100ml which is higher than the permitted value.

3.2 OVERVIEW OF THE IMPACTS BY THE CEPT WASTEWATER TREATMENT PLANT Judgment and impact evaluation includes the direct positive and adverse impacts and indirect impacts of the proposed project. Impacts to the possible events shall be evaluated first; secondly, the importance role and effects of these impacts; thirdly, consideration of possibility to minimize the adverse impacts

Figure 3-11: Diagram of construction of CEPT plant and its environmental impacts

Figure 3-2 generalizes the environment impacts in pre-construction and construction stage. In the operation stage of CEPT Waste Water Treatment Plant, due to methods applicable for treatment

35


with different technologies, environment impacts shall be evaluated separately. Environment impacts of the project in the operation stage is evaluated in detail by three alternatives and shown in figure 3-3, 3-4 and 3-5.

Figure 3-12: Environmental impacts of alternative 1

36

ENHANCED CHEMICAL TREATMENT

FACULTATIVE POND 1

ANAEROBIC SEDIMENTATION POND

AIR STRIPPING

OUTLET

FACULTATIVE POND 2

Coagulant

Anion Polymer

Solid wasteOdor

Sludge

Odor

Odor Mosquitoes Groundwater pollution

Mosquitoes Groundwater pollution

Odor

OdorMosquitoes

WATER INTAKE (SCREENING+PUMPING

STATION)



37

WATER INTAKE(SCREENING + PUMPING

STATION)


TRICKLING FILTER


AIR STRIPPING

OUTLET

CLARIFIER

Coagulant

Anion Polymer

Solid wasteOdor

Sludge

Odor

OdorMosquitoes and insects

Odor


Excess sludge



3.3 IMPACTS IN THE PRE-CONSTRUCTION PHASE In the design stage, some works such as investigation, site survey, collection of inhabitants’ ideas, etc., for preparation of the feasible study also causes effects on inhabitants’ living due to land acquisition and compensation. This impact, however, is not very significant.

The project site is located in Nhon Binh ward, it is estimated to land acquisition of about 91 hectares for the plant construction, in which permanent acquisition is 12 hectares, it is mainly the ponds for growing shrimps; acquisition land for buffer areas surrounding the plant is 79.2 hectares, mainly rice fields and some parts of tenure land; and temporary acquisition land for construction of conduits after treatment. Table 1-7 shows in detail the scope of land requirements for three alternatives. The facultative pond alternative requires the largest area.

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OXIDATION DITCH

ANAEROBICSEDIMENTATION POND

OUTLET

CLARIFIER

Coagulant

Anion Polymer

Solid wasteOdor

Sludge

Noise

Odor


Sludge

Excess sludge

WATER INTAKE(SCREENING+PUMPING

STATION)


A detailed survey was done from September 2nd, 2007 to September 9th, 2007 to assess the components of the project area which was assumed to be required in trickling filter alternative or oxidation ditch alternative. The survey for the facultative lagoon alternative has not been defined yet. Table 3-17: Land demand for the CEPT plant

Area Type of land Area (m2)Core zone Living purposes 785

Gardening purposes 81Agricultural purposes 15,737Aquacultural purposes 102,997

Total (1) 119,600Buffer Zone Living purposes 17,345

Gardening purposes 21,930Agricultural purposes 751,426Aquacultural purposes 1,300

Total (2) 792,000Total (1) + (2) 911,600

The project will effect about 97 households located in buffer areas of the project. Based on the community consulting opinions made on September 02nd, 2007, many households have no opinions about land acquisition and compensation since they have no information of the project. 65 households (68%) have no information of the project, 26 households (26.8%) heard verbal information, 65 households have no opinions of plant construction, 29 households (29.9%) agree with plant construction and 3 households do not agree with this issue. The concern of project affected households due to the construction of the project, 22 households have no ideas. Most of the other household’s concern are about removing and acquisition of their cultivated land (41 households, occupies 42.3%), 47 households, (48.6%) concern about unfair compensation for settlement.

Table 3-18: Summary of affected households in site clearance

Type of affection NumberNumber of households affected 97Number of households wanting to live in the resettlement area 91Number of households wanting to move themselves 6Number of households having their business affected 3Number of households losing more than 20% of their agricultural land 65Number of poor households 16Number of households having disable or died veterans 14

In case of removing, the people have two options for their removing namely: concentrated resettlement or separate resettlement as required by project affected people. The survey result shows 14 households (14.4%) have no ideas about resettlement. 77 households (79.4%) want the concentrated resettlement. According to their opinion, it is very difficult to purchase a new land with market price. Six households want to be compensated by cash and they will arrange a new location by themselves.

One of the characters of the farmer in this area is that their house is very near or next to the cultivated land. This is easy for them to take care their garden. 25 households (42.4%) of 59 households affected by the project have no ideas about agricultural land to be acquired by the project. 14 households (23.7%) want to receive cash for the land acquisition and 20 households (33.9%) want to receive cash for interval cultivate during project construction period and continue to cultivate on their land. However, the construction of the project will affect on their

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irrigation channel and rice fields and they also encounter the difficulties in taking care of their garden when living away from the cultivate land.

3.4 IMPACTS IN THE CONSTRUCTION PHASE

The construction of wastewater treatment plant and drainage system after treatment will both protect human’s health, and water quality in rivers and arroyos. However, if the planning, technical design, and technology application are not properly utilized, together with unsuitable equipments, it will not give effectiveness but also causing long term and short term adverse impacts, affecting natural resources and environment. Potential impacts during construction stage including mainly activities carried out during worker mobilization, materials, grading period and haulage of materials and sludge.

Table 3-19: Potential impacts in the construction phase

Main activities Sources of potential impacts

Representative impacts

Worker gathering Daily activities of workers - Generation of domestic waste of worker - Increase in traffic density- Influence on local safety and social issues

Construction material gathering

Activities of transportation means

- Noise, dust, air emission from transportation means- Traffic accidents - Increased traffic density

Site clearance Activities of transportation means and construction equipments

- Noise, dust, air emission from transportation means- Potential accidents - Damage the local ecology

Dredging and transferring sludge

Activities of dredging equipments

- Water pollution - Noise, dust, air emission from transportation means- Potential accidents - Damage the local ecology

3.4.1 Impacts on the air environment

3.4.1.1 Air pollution Air and dust pollution will be generated within the construction area from construction vehicles and machines operation during construction and excavation process and activities during construction of CEPT Wastewater Treatment Plant including:

- Dredged mud from the ponds - Site grading and levelling - Construction of transmission pipeline after treatment

The dredged mud is mainly un-contaminated. Therefore the priority option for mud disposing is re-used for back-filling. In the case that there is no demand for backfilling, it will be disposed to the Long My landfill. This report will assess the worst case when the longest route is taken into account. The estimation of dredged mud and excavated soil are presented in detail in the Annex. Table 3-4 presents the estimated concentrations of pollutants.

Table 3-20: Emission loading of air contaminants in the construction phase

Source Emission factor Loading (kg)Alt1 Alt2 Alt3

Loading of dredged mud 210,000m3 210,000 m3 210,000 m3

Total of soil for plan leveling

150,000 m3 242,500 m3 263,600 m3

Number of trips per day* 46 57 59Dust emitted from site clearance

1 – 100 g/m3 150-15,000 kg 242,5-24,250 kg 263,6-26,360 kg

Dust emitted from 0,1 - 1 g/m3 15-150 kg 24,2-242,5 kg 26,3-263,6 kg

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Source Emission factor Loading (kg)Alt1 Alt2 Alt3

transportation activitiesSmoke emitted from transportation means and construction equipments which includes dust (excluding dust emitted from transportation), CO, hydrocacbon, SOx, NOx. It is assumed that trucks with capacity of 3,5-16 tons are mainly used. DO (S1%) is the main fuel.

Dust:SO2:NOx:CO:

VOC:

4.3 kg/ tons DO0.1 kg/ tons DO55 kg/ tons DO28 kg/ tons DO12 kg/ tons DO

270 kg6.5 kg

3500 kg1800 kg800 kg

380 kg9 kg

4870 kg2480 kg1062 kg

390 kg9 kg

5000 kg2550 kg1090 kg

Note: Emission factors are taken from WHO, 1993. *: It is assumed that the total duration for construction is 2 years.

Dust can impact upon health of human via some diseases such as blepharitis, angina, asthma, bronchitis. In the urban environment, dust may be the agent conveying poisonous polluted substances such as lead, cadmium, aromatic compounds. Besides, Air substances such as CO, THC, and NOx can cause impacts upon nervous system and blood circulation impact. NO2 can influence on respiration at concentration 5ppm after some minute contact.

3.4.1.2 Noise pollution The noisy caused by construction work is mainly generated by trucks used for transporting materials to the site of the project and carry disposal from the site and from other construction plants. The forecasted noise at the distance of 1m from the generating source is shown in the Table 3-10.

During the construction, noisy source will be about 10-20m far away from inhabitant area. According to available survey data, existing noisy level from vehicles along the streets in the city is about 65-75 dBA, in comparison with basic conditions, the noisy level which is sent from vehicles and construction plant is higher than the existing noisy. However, forecasted noisy level at the distance of 10-20m from the generating source will be reduced. In some cases, noisy level at the distance of 10m from the generating source is higher than national standard. This will be included in the Annex I.

3.4.2 Impacts on the water environment

Construction period will, during a short time, cause impacts upon water environment:- Reduce ambient water quality of the receiving bodies near to the works due to execution activities.- Reduce the quality of underground water due to execution process.

The environment pollution at the site is caused by sludge sedimentation and debris. Surface water source will be seriously affected by overflow rain water, water to be discharged from the works and domestic wastewater by the workers.

Firstly, with the number of workers working on the construction site brings about the construction of camps, temporary houses for working as well as resting. Worker’s daily activities on the construction site produce wastes which may cause partial pollution for water environment. The pollution level and impact on water environment is substantial subject to the number of the site workers and the way to control domestic wastes to be proposed in this project. Total volume of waste water from temporary houses of the workers is estimated about 5m3/day (with estimated number of workers of 100 persons and 501/person/day). Although the waste water

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volume is not big, it contains high BOD, SS content and diseases. To ensure hygiene condition, collection and treatment of wastewater which is undertaken by the contractor shall be specified by the project owner. Similar with many other projects, these impacts is not considerable and it can be minimized by septic tanks.

Polluted rain water overflows through construction site due to excavation and installation of pipelines. Overflow wastewater contains high content of suspended solid agents because it has gone with sand and clay. Water flow is subject to area, rain water volume and construction site is not covered with roof. The stock of soil for filling and material and construction plant also cause pollution possibility and impacts on water environment. Overflow water from spray vehicles and water in the pits contains suspended solids, oil. The volume of water is subject to the number of vehicles access to the site. The water volume is discharged from spray vehicles is about 20-40 litters.

In summary, In spite of adverse impacts on water environment during the construction of infrastructure of industrial zones as above – mentioned, it is just temporary adverse impacts during the construction of the project; it is not permanent and consecutive throughout the process of the project.

3.4.3 Impacts of solid waste

Domestic waste generated from construction workers can be calculated based on the maximum numbers of working labor during construction period (it is estimated about 100 people). Estimated solid waste is approximately 50kg/day based on 0.5 kg/person/day and assuming that the workers are allowed to have meals at the site. This waste quantity is insignificant and will be collected and treated by the collection contractors.

During construction, grease and oil residuals may be generated from maintaining and preparing vehicle and machinery. According to technical documents, the average oil residual from construction machinery is around 7 liters per change of oil and the period of changing is every 3 - 6 months. If the estimated number of construction vehicles and related machinery is 30 units, the oil residuals that would be generated are around 30 - 70 liters / month. Such residual grease and oil are listed as hazardous wastes (code: A3020, Basel: Y8). If strict management measures for collection and disposal of residual oils are not applied, it can be a potential source for soil and ground water pollution at the construction site. Chemical waste comprises paint, detergent, oil used for machinery maintenance. However, these wastes are generated only if poor management condition and use. Construction waste mainly is spoil, which will be re-used for grading, thus it will not impact significantly.

3.4.4 Other impacts

Similar to any scale construction site, safety action is the most important issue needs special attention by contractors and labour working directly at site. Potential possibility that may cause accidents includes as follows:

- During construction of the drainage and sewage culvert systems, it needs to pay special attention to prevent the possibility of pollution to drinking water resources. - Construction site shall have several haulage vehicles moving in and out, which may lead to the accidents caused by these vehicles themselves;- Not properly perform the regulations on working safety to cranes, uploading equipment, construction materials which are highly heaped up and can be felt down, etc.;

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- Working in the high-rise structures will increase possibility of causing accident to the labor by slipping from the scaffolds, buildings under construction, hoisting of construction materials (cement, sand, steel, etc.) and many other causes;- Accidents at work from activities which contact closely with electricity such as construction of power system, hitting against the electricity lines crossing the road, storm wind breaks the electricity lines, etc.;- During clearance at the wind land areas, the labor is likely to be attacked and beat by the reptiles such as snake, scorpion, ant, insect, etc., and there are possibilities causing the danger to the life of the beaten people;- In process of construction as well as site cleaning, if the workers carry out the work carelessly (smoking, firing, cooking, etc.), then possibility to cause the fire is practical, especially during windy days, fire can be spread quite quickly on the dry land area;- Fuel sources (FO, DO oils) which are normally contained on the jobsite area, is a serious explosive resource. Especially, when stockyards, storage areas are located near heat strengthening places or where gathered by many people and moving vehicles;- The other explosive problems can be generated from electricity.

3.5 IMPACTS IN THE OPERATION PHASE

Impacts in the operation phase of the wastewater treatment plant are accessed in two stages: start-up and operation.

- The start-up stage: The duration for starting-up which is necessary for micro-organism to acclimate with wastewater to achieve a stable growth is different form one alternative to another. The alternative 1 (facultative ponds) does not require starting-up due to long retention time. The alternative 3 (oxidation ditch) requires about 2 weeks (with acclimated sludge from other wastewater treatment plants) or 1 month (with “new” sludge). The longest starting-up duration is of the alternative 2 (trickling filter). 2 months are required for micro-organisms create the biofilm. In the start-up, the performance of biological treatment facilities are very low, about 20-30% of fully operation. - The operation stage: in this stage, the performance of each facility is stable. Each treatment facility has its own impacts which are assessed in detail in the following sections. In the operation phase, the incidents are predicted and assessed too.

3.5.1 Start-up stage

The preliminary and primary treatments do not require start-up as in the biological treatment. How long the starting-up phase lasts depends on the selected biological process, activity of cultivated sludge and the mass of cultivated micro-organism.

In the starting-up stage, the concentration of BOD, Coliform, SS, total nitrogen and total phosphorus are high because the performance of biological treatment is low. Therefore, this temporary discharge can result in the impacts presented in table 3-5.

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Table 3-21: The impacts of untreated water onto receiving water bodies

Parameters Effects on the environment COD, BOD Cause DO depletion in the receiving water bodies influence on aquatic ecology. In the

worst case when septic condition is satisfied, it could cause odor. SS Settle in the water bodies, cause septic condition pH Influence on aquatic organisms, erode drainage system or cause precipitation in the

sewerage system Temperature Influence on aquatic organismsMicroorganism Airborne diseasesAmmonia and phosphorus

Eutrophication

Colour Aesthetic enjoyment Oil and grease Cause odor, prevent the oxygen diffusion and damage fish eggs

The adverse effects of three alternatives in the acclimating phase are illustrated in the table 3-6.

Table 3-22: Adverse effects of three alternatives in the acclimating phase

Alt1 – Facultative ponds Alt2 – Trickling filter Alt3 – Oxidation ditch Odor caused by anaerobic degradation Algea grew in the filling phaseHowever, it does not influence on receivers due to long retention time.

It takes 3-4 weeks for building the biofilm the quality of treated water is not stable.

It is similar to trickling filter but the acclimating time is much shorter.

3.5.2 Operational stage

In the operational and maintenance stages, the project may bring the positive impacts on the local environment, in particular, and Quy Nhơn city, in general. These adverse impacts will occur if there are incidents or mistakes in the operation of the plant. These impacts are defined as following:

3.5.2.1 Positive impacts These positive impacts when the plant is operated are:

- Improve quality of surface water in Hà Thanh river in comparison with the scenario of without treatment - Increase quality of the environment in Quy Nhơn city- Improve public health thanks to ensuring hygienic conditions- Reclaim the cultivated land using sludge from the plant, if it is satisfied the requirements of the standard of sludge quality. - Provide work opportunities for local people in both construction and operational stages

3.5.2.2 Adverse impacts

Impacts of septage transport

The plant will receive the septage from the households in the Quy Nhon city together with the domestic wastewater. The septage loading is calculated based on the served population by 2023. The rate of septage production is 0.227 m3/year/capita. With the average distance of transporting septage of 10km, it requires 22 turns of 5m3 septage truck with the total length is 440km. The impacts of septage transporting may include:

- Air quality degradation due to dust emission from the construction of the sewers/drains. - Air emission from transportation vehicles and construction equipment

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- Additional quantity of CO, HC, NO2 emitted from vehicles due to traffic congestion caused by construction- Odor problems associated with the collection and transportation of dredged sludge.- Noise from construction vehicles and equipment (pavement breaker, compressor) and piling work- Vibration from construction vehicles and equipment, and piling work.

Impacts on the surface water environment

Because the discharge of treated water into Hà Thanh river and Thị Nại lagoon will affect directly these water bodies, scenarios are constructed to predict impacts of all cases. The simulation is extremely important because Thị Nại lagoon is highly biodiverse and accordingly meaningful to aquaculture of local people. However, this report cannot model the water quality in Thi Nai lagoon due to the lack of the hydraulic profile and baseline data of the Thi Nai lagoon. Provided the declined pollution loads from the current outlets of untreated wastewater from elsewhere in the catchment, it is impossible at this stage to make a conclusion on potential adverse impacts caused by the project on Thi Nai lagoon. As a result, a regular monitoring of water quality in the lagoon is recommended.

These following scenarios are proposed to cover all cases could be happened in practice.- Scenario a). Without treatment. - Scenario b). Primary treatment only. This case represents for the operational incidents in artificial biological process. Wastewater is discharged directly into receiving water after going through the primary treatment. - Scenario c). Starting-up period. The performance of the plant is the total of full performance of the primary treatment and 20% of secondary treatment. - Scenario d). Maintenance period. The efficiency of biological treatments is 50%- Scenario e). Work in the full capacity. Treated water is satisfied the TCVN 7222:2002.

This area has a complicated profile of tide because it is near the river mouth which is influenced by both river tide and sea tide. Therefore, the model is constructed in two regimes of tide in Hà Thanh river: flood-tide regime and ebb-tide regime. However, due to the lack of data about the hydraulic regime, the report uses the QUAL2K model to predict the impacts rather than using complicated models. It is assumed that the river section at which effluent and river water is completely mixed is the outlet.

The inputs of the model are based on the designed parameters of the CEPT plant.

Table 3-23: Inputs of the model

Phase 1A Phase 1B Phase 2Designed year 2013 2018 2023Designed flow-rate (m3/day) 7,000 14,000 28,000Initial BOD concentration a (mg/l) 333 333 333Initial total nitrogen concentration b (mgN/l) 80.00 80.00 80.00Initial Coliform concentration b (MPN/100mL) 1.0E+08 1.0E+08 1.0E+08a Designed value of the plant.b Metcaft and Eddy, 1991

The hydraulic profile and the baseline data of Ha Thanh river are presented in table 1.

Table 3-24: Baseline data of Hà Thanh River in the model

Parameter Flood-tide Ebb-tideTemperature T oC 25 25

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DO mg/L 4.6 4.6BOD5 mg/L 2.4 2.4H m 0.84 0.403Velocity U m/s 0.163 0.080Flow-rate Q m3/s 19.4 3.45Salinity S Ppt 10.4Sources: Monitored by the PMU and the consultants (12/2005-01/2006)

BOD, COD and Coliform are modeled for each scenario in the dry season in the flood-tide regime and ebb-tide regime. Because the alternative 2 and the alternative 3 share the same performances of primary treatment and secondary treatment, only alternative 2 is considered and the results will be applied in the other. The model is calculated in two phases of the plant: Phase 1A as designated (7000m3/day) and Phase 2 (28000m3/day) when the plant has to serve the whole watershed. Hydraulic modeling of receiving water quality has been simulated for three alternatives of the secondary treatment. The proposed alternatives are facultative pond, trickling filter, and oxidation ditch. The selected parameters for the modeling are DO and total coliform. The simulation of DO takes into account both of CBOD (carbonaceous BOD) and TKN. The alternatives are analyzed for effluent dispersion of no treatment, only primary treatment with CEPT, start-up period at 20% of capacity, maintenance period at 50% of capacity, and full capacity. The modeling results are presented in the Annex D.

Table 3-25: Summary of the modeling result of the effluent dispersion in Ha Thanh river Item Facultative Pond Tricking Filter Oxidation ditchRecovery zone of BOD5, DO, and total coliform against TCVN 5942-1995 (column B) in dry season (distance, km):+ Low tide: BOD5 0 (**) 0 (**) 0 (**)

DO 0 (**) 0 (**) 0 (**)

Total coliform 0 (**) 3.3 3.3+ High tide: BOD5 0 (**) 0 (**) 0 (**)

DO 0 (**) 0 (**) 0 (**)

Total coliform 0 (**) 0 (**) 0 (**)

Recovery zone of BOD5, DO, and total coliform against baseline of Ha Thanh river in dry season (distance, km):+ Low tide: BOD5 4.6 6.2 5.1 DO 2.0 3.0 2.5 Total coliform 0 (***) 5.8 5.8+ High tide: BOD5 2.5 3.5 2.5 DO 8.0 10.0 8.5 Total coliform 0 (***) 4.2 4.2Values of BOD5(mg/L), DO (mg/L), and total coliform (No./100 mL) against baseline of Ha Thanh river outfall in dry season: BOD5 3.6 4.7 4.7 DO 4.7 4.6 4.6 Total coliform 2.2x103 1.3x104 1.3x104

When WWTP runs at full capacity, the effluent quality would meet the national effluent standards TCVN 7222-2002. However, this standard does not mention the limited number of

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pathogen. It is assumed that the river segment is complete mixing in the modeling of effluent dispersion.

In the worst case (at low tide in the dry season), BOD5 and DO of river water at the outlet would meet TCVN 5942-1995 for all alternatives. However, in the cases of the oxidation ditch and trickling filter alternatives, coliform numbers of the river segment from the outlet to outfall to Thi Nai lagoon are not met the standards.

In comparison to river water quality baseline, at high tide, (the flow from outlet towards upstream), DO of the river water would be recovered at the distance of 8.0 km, 10 km, 8.5 km for facultative pond, trickling filter and oxidation ditch, respectively. Coliform number would be recovered at the distance of 4.2 km for both the trickling filter and oxidation ditch alternatives. Therefore, if trickling filter or oxidation ditch is selected, the disinfection before discharging into Ha Thanh river should be considered. If the land is available, the facultative pond should be the first priority.

The modeling result presents that at low tides (the flow from outlet towards Thi Nai lagoon), DO and BOD values of the Ha Thanh river water at the river outfall for all alternatives are still better than that of baseline of lagoon water. Whereas, total coliform number for both the trickling filter and oxidation ditch alternatives is higher than that of baseline.

The model was simulated scenarios in the dry season due to the lack of hydraulic data of Ha Thanh river in the rainy season. The flowrate of Ha Thanh river in the rainy season, may be tripled than that in the dry season. Therefore, the negative impacts of effluent of CEPT WWTP on the Ha Thanh river water quality will be decreased significantly.

Operational Incidents

Negative impacts during operation period are normally happened in case of the treatment system has problem. Problems happen during operation can significantly impact to environment, receiving water resources and human’s health, especially operation workers.

Impacts on the groundwater environment

Event though, underground water quality in this area can not be used for domestic use due to salinity intrusion, the discharge of organic substance into this water resources will cause a long term impacts upon the water resources in the area, especially to the areas having complicated changes in term of hydrogeology. The treatment and lining is necessary to mitigate possibility of pollution spreads.

Impacts to underground water environment only happen in facultative ponds. In case the reservoir is not bottom-lined, sewage with high organic and micro organic concentration will penetrate into soil and cause the underground water polluted. Although underground water quality in the area can not be used for drinking because of salinity intrusion, the discharge of organic compounds can result in a high loading of pollutants into the groundwater stream.

Table 3-26: Potential accidents in the operational activities of secondary treaments

Facultative ponds Trickling filter Oxidation ditchImpacts Cause Impacts Cause Impacts CauseAlgae blooming Shallow water

Bad maintenance Increased concentration of

High hydraulic loading

Bulking sludge Mixing capacity is not

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Facultative ponds Trickling filter Oxidation ditchImpacts Cause Impacts Cause Impacts Cause

SS in the outlet NitrificationHuge amount of excess sludge split out Uneven distribution of untreated water and collection of treated water

enough. High F/M Low pHLack of nutrients

Mouse Lack of clearance of lakeshore

Odor High organic loadingBad circulation

Foaming In the start-up phaseShort SRT lack of sludge in the ditchLow MLSS High pHLack of DO

Groundwater pollution

Bottom cover is leaking

High BOD at the outlet

High SSHigh organic loading

Fine sludge high SS

High SRT High loading of clarifier

Scum Rising bottom sludgeHigh concentration of oil and greaseUneven distribution and collection of water

Scum Low F/MNorcadia existed

Odor Low pH (<6.5) Increased BOD in the clarifier effluent

High loadingFine sludge hard to settle

Mosquitoes and insects

Bad maintenance

Odor High organic loadingBad weather Uneven distribution and collection

Blue algae blooming

High organic loadingHigh nutrient loading

Impacts on the air environment

Smelly agents include inorganic and organic molecules. Two main inorganic agents are hydrogen sulfide (H2S) and ammonia (NH3). Smelly organic agents normally are generated from biological process and create bad odor such as indoles, skatoles, mercaptan and amine. Sulfur compounds caused odors in the wastewater treatment facilities are described in the Annex.

H2S is the main cause of odor in the wastewater treatment system. It is generated from the decomposition of wastewater and sludge. The dissolved metallic sulfide compounds turn water colour into black. Besides, ammonia and other organic compounds are also the sources of odor. Storage and treatment of solid waste could be the main reason for odor generating.

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Smell generated from the operation of wastewater collection, treatment and removal of waste. Most of compounds causing smell are contained in domestic sewage and waste from the anaerobic process which consumes organic compounds, Sulfur and Nitrogen in wastewater. Normally, organic sulfur and ammonia are the main substance to cause smell in domestic waste.

In the project, septic sludge is treated together with domestic wastewater. Here, septic sludge is fairly dilute (97% is water), heavy smell, nitrogen content is fairly high (total nitrogen is up to 500mg/l), easy disintegration (BOD5 from 2000-5000mg/L), which contains many types of virus, bacterium and other harmful microorganisms (WEF,1995). Large volume of septic sludge is drained into treatment station uncontrollably. Wastewater exhausts dissolved oxygen quickly, which generates the smell in the treatment station. In addition to septic wastewater also contains sulfide, which may create active sludge mass relating to fibre bacterium such as: Thiothrix sp, Beggiatoa and Type 01N (Jenkin and his colleagues, 1986). To minimize the smell in the biological treatment stations, the volume of septic wastewater shall be less than 10% of evaporation solid of wastewater drained into treatment station (WEF, 1995). The volume of wastewater exceeds the accepted limitation; it may be stored or preliminarily treated before running into the system. As required, a smell treatment system can be installed for storage tank. Lime can be fed into septic wastewater to increase pH for catching process.

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Table 3-27: Location of potential cause of odor in the wastewater treatment system (US.EPA,1985)

Location Wastewater Sand Solid waste

Scum Sludge Air emission

Motor oil

Surface contaminants

Settled sediment

Black film

Chemical spill

Circulation zone

Sewer X X x xPumping station X x xScreening X x x x x xEnhanced chemical treatment

X x x x

Aerotank X X x x xTrickling filter X X X x x x x xPonds X X x x xClarifier X X X X x x x x x xSludge storage X X X x x x xSludge management X X X x x x x xSludge decomposition X X x x x xOutlet structure x X x x x xVentilation system X x x xWater channel x X x x x x x x

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For biological treatment process for the alternatives proposed in the project, smell issues is evaluated as follows:

Alternative 1- Facultative Pond

Normally, biological basin is used for treatment of domestic wastewater, if it is operated properly, it is not necessary to control the smell so strictly. However, for most cases smell is generated from algae and bottomed sludge seriously especially in the dry season. Algae and especially blue algae provide oxy in the optional basin, not be scoured. Algae are the food sources for actinomycetes, which causes the smell. The smell is generated in the aerobic or anaerobic environment; for example mass dead algae overloads at the input; agglomeration causes the scum on the surface or due to the improper sludge drainage.

Alternative 2 – Trickling filter

Membrane filtering process such as trickling filter will create smell if the volume of air supplying to biological membrane is insufficient to keep the aerobic condition. Membrane filtering process needs regular and none- stop water and air distribution to keep the proper thickness of sludge layer. Hydraulic overload or filtering material stuff or water discharge may block the air flow, which creates aerobic or anaerobic for generation of bacterium

Alternative 3 – Oxidation ditch

Two main sources which cause the smell in the active sludge tank is the development of the aerobic or anaerobic environment in the oxygen derivation and the presence of smell agents in the input wastewater. Therefore, oxygen channel shall be kept aerobic environment to ensure the effective treatment and none generation of smell.

For the disinfection stage, smell-causing agents are mostly resulted from the usage of large amount of disinfection agents such as chlorine or ozone. Catching basin shall be operated properly to prevent the scum floating, and smell sludge. Proper operation can obtain expected contacting time, reduce residue chlorine, minimize the sedimentation, and float sludge and other smell issues.

Impacts from the disposal of solid waste

i. Domestic solid waste

Domestic waste generated from construction workers can be calculated based on the minimum numbers of worker working in plant (20 people are estimated). The estimated quantity of generated waste is about 10kg/day based on 0.5 kg/person/day and it is assumed that workers are allowed to have means at site. This quantity of waste is insignificant and will be collected and treated by the contractor under the contract agreement.

ii. Hazardous waste

Grease and oil residuals can be generated from maintaining and preparing vehicle and machinery. Quantity of residual grease and oil can be determined as hazardous wastes (code: A3020, Basel: Y8). If strict management measures for collection and disposal of residual oils are not applied, it can be a potential source for soil and ground water pollution. However, such quantity is not much, therefore, if proper management measures are applied, it will cause impacts

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upon environment. Chemical containers used in the treatment technology need to be collected and stored in accordance with the safety standard, collected and disposed periodically.

iii. Solid waste generated from operation of the wastewater treatment plant

The characteristics and quantities of the sludge arising from the wastewater treatment plant will depend on the type and capacity of the wastewater treatment process, and will influence the method of disposal or re-use, and the selection of sludge treatment process required. The volume of sludge generated from wastewater treatment plant including:

- Debris from coarse and fine screen- Sediment sand from catching basin - Sediment sludge in the sedimentation basin including raw sludge, septage and alum sediment and polymer.- Biological sludge from biological treatment works such as optional basin, trickling filtering and oxygen channel.

The generated waste during the treatment process under each alternative is shown in figures 3-6, 3-7, and 3-8.

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Figure 3-15: Waste generated from the treatment facilities in the Alt 1

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FACULTATIVE POND 1


AIR STRIPPING

OUTLET

FACULTATIVE POND 2

Coagulant

Anion Polymer

Solid waste: 1.4 m3 /daysand: 0.4 m3 /day

SS:2570 tons/year

Dredging sludge:192 tons/year

SS: 128mg/L

WATER INTAKE

Wastewater + sludge from septic tank

SS:320 mg/L

SS:390 mg/L

SS: 50mg/L



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WATER INTAKE


TRICKLING FILTER


AIR STRIPPING

OUTLET

CLARIFIER

coagulant

Anion Polymer

Solid waste: 1.4m3/daySand: 0.4 m3/day

SS : 3070 tons/year

Excessive sludge SS: 500 tons/year


SS : 320 mg/L

SS : 390 mg/L

SS : 120 mg/L

SS : 50 mg/L



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OXIDATION DITCH


OUTLET

CLARIFIER

coagulant

Anion Polymer

SS : 3160 tons/year

NOISE

SS : 390 mg/L

Circulated sludge

Excessive sludge SS: 585 tons/year

WATER INTAKE


SS : 320 mg/L

Solid waste:1.4m3/daySand : 0.4 m3/day

SS : 120 mg/L

SS : 50 mg/L


Table 3-28: Waste generated in the wastewater treatment plant

Alt1 – Facultative pond (3A) Alt2 – Trickling filter (3C) Alt3 – Oxidation ditch (3D)Solid waste from the screeningSand from the TankLiquor sludge from the sedimentation pond:- Raw sludge:- Coagulant and polymer residual:- Biological sludge

Total of sludge handled

1.4 + 0.42 + (5040 + 2000 + 525)/0.7 = 10,809 (m3)

1.4 + 0.42 + (5040 + 2000 + 1373)/0.7 = 12,020 (m3) 1.4 + 0.42 + (5040 + 2000 + 1600)/0.7 = 12,345 (m3)

Of which: 320 mg/l: Inflow SS concentration 0.6: Efficiency of sediment removal in sedimentation pond 70 mg/l: Generated sediment from coagulants and polymer (WEF, 1996) 0.35 and 0.30: Yield coefficient, Y (gVSS/gBOD5.gSS) 0.8: VSS:SS (Metcaft and Eddy, 2000) 0.3 tons/100capita.day: Rate of sediment generation in facultative ponds (WEF, 1996)

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Septage collected from the households will be treated together with the domestic wastewater. The physical and chemical characteristics of septage are summarized in the annex. Septage contains high concentrations of solids, grease, BOD and nutrients. Metals are also present in septage, depending on the use of household chemicals and leaching of metal from household piping and joints. Septage collected from households and wasted sludge from secondary treatment will be stabilized in the anaerobic settling ponds for two to four years in the dry season. Total volume sludge scraped is calculated as follows: alternative 1 is 10,800m3; alternative 2 is 12,000 m3, alternative 3 is 12,500m3. Pathogen number and biodegradable solids content of the stabilizied sludge are insignificant after two years of anaerobic stabilization with waste stabilization pond. Therefore, hazardous impacts from pathogen and odor problem of the stabilized sludge do not effected on contact persons such as operators, workers, sludge loading truck’s drivers and farmers who reuse this sludge for soil improvement.

Besides, in order to assess the effect levels of the tracing metals in the sludge, we can use the TEL (Threshold Effect Level) or PEL (Probable Effect Level) for individual compounds. These are frequently used to assess the quality of sludge. If the analytical results are lower than TEL, it will not cause adverse effects on the aquatic organisms. In contrast, if the analytical results are higher than PEL, the adverse effects could be happened regularly.

Impacts on the cultural resources

Most of inhabitants in project area (86 households, occupies 88.7%) wishes to keep the temple unchanged. The temple is located in the buffer zone of the project, which is 150 m far away from core area. Not only the people in the temple area but also people from other places in the ward crowd at the temple for worship on the full moon day of the January, July, and October. As the worship activities occurs not often and with small scope, so its impacts of the wastewater treatment plant on temples and inhabitants’ worship may be minimized by proper management and operation method.

Impacts to workers when contact with pathogenic micro-organisms

According to document “Biological hazards at wastewater treatment facilities” (WEF, 1991), workers who work in the wastewater treatment plant will suffer from several risks in term of health when contact with pathogenic micro-organism in wastewater and sludge.

Table 3-29: Risk assessment in contacting with microorganism in wastewater or sludge

Risk Impacts Hepatitis A infection High threat when contacting with inflow wastewater or raw sludge Other infection High threatLeptospirosis High threat to workers collecting sludge, and solid waste… Parasitic infection High threat to workers collecting sludge, and solid waste… Intestinal diseases High threat to new workers Contact with compost Effects on the contacted skin

Aerosol and mist from wastewater treatment works can be the source to disperse virus and spread bacterium. The worker can catch bacterium contamination through respiration or skin contact. Generation sources of aerosol include air scouring basin, conduit and water spray from irrigation locations. Air scouring areas and water disinfection, sludge has the highest aerosol concentration. These impacts can be minimized by the use of gas-masks at the places with high concentration of aeresol. Although it is unable to prevent aerosol generation source, proper personal hygiene can reduce the possibility of infection.

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Risks and Accidents at work during treatment operation

- Underground utilities comprising supervision, maintenance and cleaning of pipeline, pumping well, garbage sump; repair and maintenance of culvert, pipeline system, canal, tunnel and basin. The danger is the lack of oxygen, toxic gas, explosion, falls, jam and contact with waste water or sludge.

- Falling are the second source to cause accident in the wastewater treatment station.

- Accident at work for electrical contact during the erection of electrical work, touching power wire crossing the street, broken power wire by storm ...

- Fire and explosion may be from electrical events, worker’s negligence during operation of exposable gas tank facilities

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CHAPTER 4 MITIGATION MEASURES OF NEGATIVE ENVIRONMENTAL IMPACTS

4.1 PRE-CONSTRUCTION PHASE Since the final purpose of project is to bring a better living to residents, so that the project should minimize the impacts caused from resettlement, land acquisition, particularly during design and pre-construction phases. In order to carry out this, the designer and the employer carried out the public consultations to propaganda residents about project and impacts to be caused by project and compensation and resettlement solutions. Therefore, during design process, with the community consultation, impacts upon residents’ living were partly mitigated in the local area. After determining scope and option for design with the residents’ agreement, RAP was prepared in order to compensate suitably to the affected households.

Principles for project’s resettlement policy will be applied in accordance with the following points of view:

- PMU needs to consider carefully and may change and modify some parameters to minimize impacts due to its impact to land, property and resettlement quantity.- Pay close compensation to all properties and life affected by the project.

- Resettlement Action Plan (RAP) should be prepared and implemented with the consultation from affected households.

- State the proposed methods for economic and income stabilization, support on job training, loan borrowing.

- PMU shall sign the Contract with the professional socio-economical agencies to take responsibility as an independent supervisor and to evaluate resettlement activities periodically.

During process of resettlement, it needs to carry out the consultation with affected persons to assess the demand for relocation in order to minimize negative impacts to them. Affected households have mentioned about their worry, demand on compensation and other issues, as follows:- To publicly announce the compensation policy and early support to affected households so

that they may know the compensation options in order for them to have chances for selection.

- Project can facilitate the affected households’ children to have a job as workers in factories or worker during plant construction with the aim to improving economic situation in their family.

- To exchange comments/ideas on worries and expectation from surrounding residents about resettlement policies, resettlement area, place where they are moving to, how is living time and locations during waiting resettlement site to be completed (if in-place resettlement).

4.2 CONSTRUCTION PHASE In order to minimize impacts during construction phase, the following issues need to be carried out.

- Implementing methods to minimize impacts to residents, disturbing residents’ daily activities and other socio-economical costs.- Minimizing transportation time by reasonably arranging vehicles, materials which may less impact the community surrounding project area.

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- Providing effective methods and practical to control pollution.- Ensuring project to be designed and constructed in accordance with TCVN in terms of air, soil, water quality, noise; and in accordance with local economic condition.- Preparing a suitable construction plan.- Using proper construction equipment and techniques in order to minimize impacts on environment.- Having regular supervision plan during construction.

All project’s works should be carried our in accordance with suitable standard and limited within construction methods stipulated in Bidding Document /Contract Documents/ These conditions shall require the Contractor to use the environment impacts mitigation methods which are stipulated in EIA and EMP. The conformation shall be monitored by the Engineer/Consultant.

4.2.1 Mitigation measures of air pollution

Since the period of plant construction is rather long, if there is no proper treatment method or not absolutely treated, it will impact significantly to environment. In order to minimize impacts during construction phase, the following issues need to be carried out.

- Minimizing transportation time by reasonably arranging vehicles, materials which may less impact the community surrounding project area.- Using proper construction equipment and techniques in order to minimize impacts on environment.

All above-mentioned solutions as proposed to minimize dusty & air pollution shall be obligatory conditions in the detailed technical documents for the project and also are technical standards to be observed by all the bidders (main contractors and sub-contractors).

4.2.2 Mitigation measures of noise pollution

In order to minimize the impacts caused by noise, the following methods shall be strictly applied:

- To publicly popularize the construction hour/time and to strictly follow the construction time of which has been registered with the local authority.- The movement of facilities to be used shall meet the standard TCVN 5949:1998 for noise generation and TCVN 6962:2001 for variation for construction plant.

4.2.3 Mitigation measures of water pollution

Wastewater during the construction of the project is mainly from domestic wastewater by the workers on the site. One proposed mitigation measure is to use of the mobile toilets. The toilets of the hired private houses can be used. With the estimated amount of domestic wastewater about 5m3/day, it will be collected for periodical treatment by the contractor as assigned by the project owner. This impact is not considerable and it can be minimized by septic tank.

For polluted overflow water in the construction site, the following methods are proposed to minimize possible impacts:

(a) strictly control of material & construction plant stockyard, avoiding material dropping during the transportation, covering and construction temporary store if required to avoid dispersion into surrounding environment; construction of partitioned fence from these stockyards and

(b) the transportation means of material/soil, stone shall be covered in accordance with regulations, overload transportation is prohibited.

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4.2.4 Mitigation measures of pollution caused by solid waste

4.2.4.1 Domestic solid waste Improper disposal of domestic solid waste will result in soil and water pollution. It needs to carry out the controlling methods of waste during construction as well as domestic waste generated from workers’ living activities. Some methods are proposed for solid waste management as follows:

- To control the burning of waste right at the site.- Do not dispose the solid waste to street (causing the street dirty, polluted environment and it may damage the passers-by).- The disposal area of waste needs to be selected in order not to adversely impact soil and underground water.- To establish a plan for collection in order not to cause traffic jam.- Haulage vehicles need to be carefully covered.- It needs to remove in the right place, periodic collection and disposal in the stipulated disposal area.

4.2.4.2 Dredged sludge and excavated soil The excavated materials should mostly be un-contaminated. This could be used for backfilling purposes. For the purpose of disposal of excavated materials, contractors will have responsibility under the contracts to achieve agreements with URENCO regarding disposal or storage of filling materials - and their transport and disposal routes must be agreed in advance with PMU and URENCO. The acquisition, transport and disposal of excavated materials will be governed by contract conditions that will include:

- Specified working hours based on the noise emission criteria under TCVN 5937-1995;- Specified operating practices determined on the basis of air quality, water quality, noise and health and safety provisions;- Transport routes to be adopted by contractors will be specified through agreements to be reached with PMU and will be based on the Traffic Management Plans to be completed at detailed design stage; and specifications for load handling including covering loads in urban areas and provision of wheel washing facilities at disposal sites.

4.2.5 Mitigation measures on the cultural work

During the construction, it is necessary to avoid using heavy construction equipment around the temple, quickly restore its origin status. The contractors shall avoid constructing during praying time on the first or fifteenth day of the lunar month. If necessary, provision of pedestrian way to access the temple during construction.

4.3 OPERATION PHASE

4.3.1 Mitigation measures for operation phase

The odor problems can be removed by adequate operation. Moreover, the wastewater treatment plant must comply TCVN 7222:2002 (the buffer area radius at least reaches 300m). It lessens negative impacts of wastewater treatment plant on local residents.

4.3.1.1 Grit chamber + screen:- Frequently collecting can reduce the odor impacts- Increase the frequency of dredging in pump station to avoid sludge deposits- Periodically collect solid waste and store it in closed containers. The solid waste, together with domestic waste can be collected and discharged to landfill by environmental staffs

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4.3.1.2 Trickling filter Mitigation measures for the operational incidents in tricking filters are presented in table 4-1.

Table 4-30: Mitigation measures for operational incidents in trickling filters Objectionable odors from filterExcessive organic load causing anaerobic decomposition in filter

Calculating loadingReduce loading by putting more bio-filters in serviceIncrease BOD removal in primary settling tanks by using all tanks available and minimizing storage or primary sludge in tanksEncourage aerobic conditions in treatment units ahead of the bio-filter by adding chemical oxidants such as chlorine, potassium permanganate, or hydrogen peroxide, or by pre-aerating, recycling plant, effluent, or increasing air to aerated grit chamberEnforce industrial waste ordinance , if industry is source of excess loadShrub bio-filter off gasesReplace rock media with plastic media Expand plant

Increase in secondary clarifier effluent suspended solidsClarifier hydraulically overloaded

Check clarifier surface overload rate; if possible, reduce flow to clarifier to less than 35 m3/m2/day by reducing recirculation or putting an additional clarifier into serviceExpand plant

Denitrification in clarifier Increase clarifier sludge withdrawal rateIncrease loading on trickling filter to prevent nitrification skim floating sludge from entire surface of clarifier or use water sprays to release nitrogen gas from sludge so sludge will resettle

Excessive sloughing from biofiter because of changes in wastewater

Increase clarifier sludge withdraw rateIdentify and eliminate source of wastewater causing the upsetEnforce sewer-use ordinance

Equipment malfunction in secondary clarifier

Check for broken sludge collection equipment and repair or replace broken equipment

Short-circuiting of flow through secondary clarifier

Level effluent weirsInstall clarifier center pier exit, baffles, effluent weir baffles, or other baffles to prevent short-circuiting

Increase in secondary clarifier effluent BODIncrease in secondary clarifier effluent BOD

See corrective actions for increase in secondary clarifier effluent suspended solids

Excessive organic loads on filter

Calculating loadingReduce loading by putting more biofilters in serviceIncrease BOD removal in primary settling tanks by using all tanks available and minimizing storage of primary sludge tanksEliminate high strength side streams within plantExpand plant

Undesirable biological growth on media

Undesirable biological growth on media

Ponding on filter mediaExcessive biological growth

Reduce organic loadingSlow down distributor Increase hydraulic loading to increase sloughingFlush filter surface with high pressure stream of waterChlorinate filter influent for several hours; maintain 1-2mg/l residual chlorine on the filterFlood filter for 24 hoursShut down filter until media dries outEnforce industrial waste ordinance if industry is source of excess load

Poor media Replace media Poor housekeeping Remove debris from filter surface, vent pipes, underdrains, and effluent channelsFilter flies (Psychoda )Insufficient wetting of filter media. A continually wet environment is not conductive to filter fly

Increase hydraulic loadingUnplug spray orifices or nozzlesUse orifice opening at end of rotating distributor arms to spray filter walls

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breeding and high wetting rate wash fly eggs form the filterFilter environment nodule conductive to filter fly breeding

Flood filter for several hours for each week during season; maintain a 1-2 mg/l chlorine residual on the filter

Poor housekeeping Keep area surrounding filter mowed, remove weed and shrubs

4.3.1.3 Facultative lagoons Objectionable odors:

+ Apply chemicals such as NaNO3 to introduce oxygen (112kg/ha for first day and then 56 kg/day thereafter if odors persist).

+ Install supplementary aeration Blue green algae

+ Use CuSO4 at dosage less than 1 mg/lMosquitoes, midges

+ Keep ponds clean of weeds + Keep ponds free of scum

High algae suspended solids in pond effluent:+ Draw off effluent from below the surface by use a good baffling arrangement + Use multiple in series+ Intermittent sand filters submerged rock filters may be used but will require modification

and the services of consulting engineer+ Provide shading, increase DO, plankton and algae-eating fish+ In some cases, alum dosages of 20 mg/l have been used in final cells, used for

intermittent discharge, to improve effluent quality; dosages at or less than this level are not toxic

4.3.1.4 Anaerobic lagoon Odor caused by H2S and other disagreeable conditions due to sludge in a septic condition.

+ Use straw cast over the surface or polystyrene planks as a temporary cover until a good surface sludge blanket has formed

+ Re-circulate aerobic pond effluent to anaerobic pond+ Distribute over anaerobic pod bay spraying to establish thin layer of aerobic water+ Potential major capital improvements

Leakage through bottom or sidesIn the meeting in 08/21/2007, the possibility of water reuse for irrigation and aquaculture purpose will be considered by Consultant Board and it is proposed to project management unit environmental hygiene Qui Nhon (BQLDA VSMT Quy Nhơn). The standard of irrigation purpose complies to TCVN 6773:2000 and the standard of water quality for aquaculture complies to TCVN 6774:2000.

4.3.2 Method for mitigation environmental impacts caused by solid waste

4.3.2.1 Solid waste Solid waste should be classified at its resources to have proper methods for management and treatment. Domestic solid waste generated from the activities of plant workers is about 10kg per day and will be contracted with the URENCO for collecting, transporting and treatment. Hazardous waste generated from the plant is about 10kg/day and will be contracted with the professional company for collection, transport and treatment.

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4.3.2.2 Sludge If the sludge is collected by specialized means, it can minimize considerably the impacts on the environment. It must be assured that the quality of dredged sludge is monitored before any treatments. Due to the restriction of the concentration of heavy metals applied in soil, the re-use of sludge for agricultural purposes must be assessed carefully. Typical concentrations of metals in the digested sludge from WWTP are presented in Annex . The concentrations and loading rates of selected metals for land reclamation are also shown in this table. In general, the digested sludge could be re-used for land reclamation in the ceiling concentration. However, the highest loading rate in the area and the annual loading rate applied must be taken into account. If there is no demand for land reclamation, the sludge will be disposed to the landfill.

4.3.3 Eliminate the impacts of micro-organisms on workers

The best defense against viral and bacteria infections is the practice of good personal hygiene. The following hygiene guides apply to those working wastewater or the solids removed during the various treatment processes:

- Keep hand and finger away from nose, mouth, eyes and ears.- Wear rubber gloves while cleaning pumps: while handling wastewater, screening, process sludge, or grit: or while doing other tasks involving direst contact with wastewater or removed solids.- Always wear impervious gloves when hand are chapped or burned or when the skin is broken.- Store street clothes and clean clothes in the locker separate from used word clothes. Usually two lockers are assigned to each employee.- Report all cuts and scratches and received first-aid treatment.- Take a shower after each to work.

4.3.4 Mitigation measures for cultural resources

The temple is located in the buffer zone of the project which is 150 m far away from core area. Not only the people in the project area but also people from other places in the ward gather at the temple for worship on the full moon day of the January, July, and October. The main impact of the wastewater treatment plant on the temple is odors. As the worship activities occurs not often and with small scope, so its impacts of the wastewater treatment plant on temples and inhabitants’ worship may be minimized by proper management and operation methods. However, there should have a sign to notify people about the existence of the wastewater treatment plant in the area and its potential impacts.

4.3.5 Mitigation measures for the receiving water in the operation phase

In operation phase, when the effluent quality is not meet the standards, the following mitigation measures are proposed as follows:

- Check performance efficiency of the operation units or unit process to find out the cause of problem and then correct improper O&M practices - WWTP manager should inform the neighboring and local communities in the affected zone by leaflets, media communications such as newspapers, radio or television. - A further assessment of the Ha Thanh river and seawater hydraulic and associated impact of treatment plant will be carried out in coming time together with analyzing hydraulic model for the whole city. The result of modeling will bring broad view of impacts of the effluent to Ha Thanh river and Thi Nai lagoon. Based on the modeling result, then the mitigation measures will be adjusted accordingly.- Regularly dredge river outlet (every 6 months or annually) to open the flow.

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- Workers of the plant need to be trained to repair the problem instantaneously in case of emergency.- Increase the amount of coagulants in case of operational failures. - Raise sign boards by notice board, communication devices in the surrounding areas to warn people not to swim at the river near the outlet.

4.3.6 Emergency operating plan

Emergency planning for WWTP is defined as the continued development and documentation of action and procedures aimed at dealing with all hazards both natural ones and those caused by humans – that could adversely affect the environment or the efficient operation of the facilities. The emergency operating plan (EOP) covers the entire facility and involves all employees. Everyone concerned, however, must realize that emergencies do not allow a standard pattern and personnel must be prepared to adapt to various emergencies (WPCF, 1998). Providing pre-assigned damage assessment teams, each with the responsibility to react to particular types of emergencies, is recommended as highly effective.

In some ways, the phrases “emergency planning” is misleading because it implies that planning is one-time effort done before a disaster (FEMA, 1985). Instead, the plan itself may be less important than the process that produces it. The planning process identifies hazards and needs, sets goals, determines repeats the steps.

Table 4-31: Hazards and dangers leading to emergenciesHazards DangersNatural

Earthquake Sewer collapse, building collapse, hazardous material release, possible flooding, power failureFlood Electrocution, fire from electrical shorts, hazardous material release, power failureTornado Building collapse, hazardous material release, power failureWinter storm Power failure, plant inaccessible to employees

HumanChemical release

Damage to the environment, skin and mucous membrane burns; death by inhalation, explosions, fire or a combination of these

Supply shortage

Shutdown of operation

Fire Death or injury to employees, shutdown of plant processesStrike Shutdown of plant processes

4.3.7 Other measures

4.3.7.1 Plant site As a general practice, fences enclose the plant site or at least the wastewater treatment process areas to guard against vandalism and to protect the public. Fences are typically 1.8 m (6ft) high or higher , and include to or more top strands of barbed wire and access gates with locks. Appropriate signs, located along the fence, designate the nature of the facility and prohibit trespassing . Sometimes, the use of intrusion alarm equipment or guards may be necessary to deter intruders.

The exterior layout and access roads should channel visitors to adequate parking facilities, walkways should lead to the office area. The walkway and parking areas require adequate lighting and appropriate directional signs.

4.3.7.2 Storage facilities The following consideration apply to storage areas and facilities:

- Include sufficient space for material handling during peak flow demands

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- Provide sufficient shelving for the variety of material required for the plant operation and maintenance and for the peak demands- Provide adequate lighting, ventilation, and easy access for storage areas

Many material and chemicals used in wastewater treatment are corrosive , poisonous , explosive, or flammable. Handling these material requires proper precautions, including the following:

- Store chemicals in appropriate areas, with good ventilation and illumination.- Provide emergency eye washer and shower where dangerous chemicals are used.- Provide storage and unloading equipment capable of handling carload or truckload quantities- Store flammables, solvents, and other dangerous chemicals separately.

4.3.7.3 Illumination Adequate illumination of wastewater treatment plants is essential because most plants require 24-hour operation. Most have several enclosed areas requiring daytime lighting as well. Good illumination practice include the following:

- Clearly marked, well-lighted walkways, passageway and stairways for safe operations.- Well-lighted open tanks and basins to help prevent falls or drowning - Exterior flood lighting for safe night operation:- An emergency diesel-engine generator set to operate all necessary lighting; and- Emergency lighting (self-contained) as an alternative to an emergency generator.

4.3.7.4 Ventilation Wastewater treatment plants require careful analysis of and provision for ventilation needs because ventilation supports life, prevents explosive gas mixtures, and helps maintain safe working conditions. A well-ventilated plant typically includes the following systems:

- Forced ventilation to ensure a safe working atmosphere for locations such as manholes, sumps, pits, and wet and dry wells;- Ventilation for disinfection facilities, gas control rooms, digester building, and sludge pumping stations- Emergency power to ensure continuous ventilation where explosive gas mixtures may develop;- Force ventilation that is automatically actuated when chlorination rooms, chemical handling rooms, and laboratories are occupied.

4.3.7.5 Fire protection All equipments, buildings, and fire alarm systems should comply with the standards.

- Piping systems to fire hydrants must be sufficient for the flow and sprinkler requirements.- Carbon dioxide flooding systems may be advisable for processes that produce or use flammable gases and for areas where high-pressure oil systems are used.- Sufficient hose bib connections must be available throughout the plant for general housekeeping , dust removal , and cleanup so that fire hazard conditions can be prevented.

4.3.7.6 Hazardous operation Some working areas and working conditions in a plant inherently pose hazards. The principle below-surface work areas include sewer manholes, pumping station wells, and screen chambers: these areas must be inspected, maintained, and cleaned.

- Place warning devices, barriers, or guard rails to protect the public and operators before removing manhole covers or gratings- Never use a blowtorch in any underground structure or enclosure.

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- Do not allow smoking in any underground structure or enclosure.- Before entering any below–surface work area, use approved gas indicators to test for oxygen deficiency and the presence of dangerous gases.

4.3.7.7 Working accidents Fall are the second largest cause of compensation injuries. Ladder are a major accident hazard. Safe practices for using ladders include those listed below:

- Ensure that all ladders are equipped with approved safety shoes .- Ensure that ladder feet rest on a substantial support.- Do not use ladder as scaffold platforms- Ensure that the stepladder’s legs are spread fully while it is used . Use nonconductive ladders while working near electrical lines.

4.3.7.8 General safety design consideration Management must ensure that the plant has been designed to eliminate or minimize as many safety hazards as possible . The plant superintendent or operator should participate in the design team for plant modification. The following general safety considerations apply to plant design:

- Use color codes or labels for all piping.- Provide guards on all accessible moving part of machinery.- Equip all stairs, openings, tanks, basins, ladder ways, and platforms with standard guard railings.- Post warning signs in all hazardous areas.- Isolate disinfection facilities from other buildings.- Provide chlorine and sulfur dioxide leak- detection devices and automatic alarms.- Provide adequate space for satisfactory operation and maintenance of all equipment installations.

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CHAPTER 5 COMMITMENT ON ENVIRONMENTAL PROTECTION

CEPT project at Quy Nhơn city indeed aims at pollution treatment, in particular treatment of domestic wastewater. This is a measure to improve the environmental conditions of Quy Nhơn city. It is also an opportunity for the city to solve partially the urban pollution. After the plant operates, the overall hygienic conditions such as infrastructure, water quality and quality of life will be better. Therefore, Binh Dinh People’s Committee committed to follow strictly the national regulations and WB’s environmental policies.

However, in the construction and operation phases, the project raise some environmental issues that affect adversely to the quality of environment and human life. PMU which acts on the behalf of Binh Dinh People’s Committee as the facilitator is committed to coordinate with the contractors and plant managers to carry out the measures to protect the environments. The official letter no. 2417/UBND-XD (8th August 2007) was sent to World Bank by the Binh Dinh People’s Committee as a formal commitment.

5.1 IN THE PRECONSTRUCTION AND CONSTRUCTION PHASE The investors are obliged to implement all the mitigation measures to lessen the adverse environmental impacts in the pre-construction and construction phase. These measures include:

- Propose the management methods to reduce the pollution on site- Eliminate the impacts to the quality of local people- Eliminate the adverse impacts caused by transportation means and machines - Reduce the pollution caused by wastewater, domestic solid waste and construction waste. - Reduce the pollution caused by hazardous waste by contracting with the proper organisations. - Eliminate the environmental incidents

5.2 IN THE OPERATION PHASE The investors are obliged to implement all measures to eliminate the adverse effects in the operation phases which include:

- Regularly control the quality of surface water in order to have treatment methods on time- Establish the aims of start-up and operation of the environmental monitoring program- Establish the annual report procedure in corporation with the Binh Dinh DONRE- Monitor the impacts on the society and public health in the surrounding areas

5.3 COMMITMENT TO FOLLOW ALL VIETNAMESE STANDARDS ON ENVIRONMENT

The investors are obliged to follow all Vietnamese standards on environment: - Ambient air environment: TCVN 5937:2005 and TCVN 5938:2005; - Emission from the construction machines and equipments TCVN 5949-1998; - Noise: TCVN 5948-1999;- Vibration in the construction phase: TCVN 6962:2001; - Hazardous waste: TCVN 6702:2000 and TCVN 6760:2000; - Treated domestic wastewater: TCVN 7222:2002.

5.4 ENVIRONMENTAL MANAGEMENT The investors will cooperate with functional organisations in the design process, construction and operation phase to control the environmental pollution to meet the environmental standards and prevent the environmental incidents. They are committed to fully be responsible for any violation of the international convention and the Vietnam standards.

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CHAPTER 6 ENVIRONMENTAL MANAGEMENT PLAN

6.1 ENVIRONMENTAL MANAGEMENT PROGRAM

6.1.1 Impacts and mitigation measures

The environmental management and monitoring program is among the important tasks of the environmental management. It is also an significant part of EIA report. This program aims to check accuracy of the prediction and to discover the unusual problems. This is a premise for controlling and proposing mitigation measurements timely. In order to ensure the aims of environmental management program, the environmental management should be implemented in both the construction phase and operation phase.

The management program in the construction phase focuses on two issues:- Ensuring the mitigation measures being implemented effectively- Solving the problems that could not be anticipated in the construction phase. The process control and monitoring is a orderly and hierarchical procedure that is stated in the project’s proposal. However, frequency of monitoring and methods of reporting must be proposed carefully by the experts, engineers, contractors and the investors.

In parallel, the management program in the operation phase aims at assessing adverse impacts and positive impacts in the affected area.

6.1.2 Mitigation measures

6.1.2.1 Design phase Environmental matters have to be integrated in all the design work and planning of the project. The detailed designs need to minimize adverse impacts on environment by maximizing the use of existing facilities and selecting the location of new facilities in areas where the disturbance to the environment, people and existing structures is minimized.

According to the Vietnamese Construction Regulation Standard Article 3.3 (Protection of the Natural Resources and Environment), construction projects should:

- Not cause adverse effect to environment, and technical regulations on scenery and environment protection should be observed,- Protect natural preservation areas, and historical, cultural and architectural places,- Ensure rational and sustainable use of natural resources, and - Respect traditional customs, practices, and religions of local people.

In the design of the plant, attention should be paid to preventing the possibility of contaminating the surface water and groundwater. Discharging points of the plant have to be selected so that the adverse impacts are mitigated.

Excavating and leveling work need to be designed to minimize the adverse effects on the neighbourhood. Transporting and disposal of excavated material has to be properly designed and appropriate disposal areas identified and reserved. To minimize the transport and off-site impacts, maximum on-site or near site use of excavated and dredged materials will be encouraged. Deposited solid wastes and any contaminated sludge materials will be transported to the landfill for disposal. Handling and disposal of sediment and solid waste to specified places with suitable means of transportation has to be coordinated with relevant authorities.

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6.1.2.2 Construction phaseAll construction work needs to be implemented in accordance with the appropriate standards, specifications and Bidding/Contract Documents. The preparation of these Bidding/Contract Documents as well as the TOR for the construction management consultants (CMC) will be subject to Bank reviews and issuance of a No Objection Letter (NOL).

6.1.2.3 Operation phaseIn operation phase, project performance indicators shall be regularly measured and monitored. Besides, method of management and monitoring in environmental management and monitoring program shall be observed. Organization of environmental monitoring for the whole project is presented in the section below.

6.1.3 Environmental monitoring program

6.1.3.1 Environmental monitoring programEnvironmental monitoring will be conducted at the following levels:

- Monitoring of project performance indicators; - Monitoring of implementation of mitigation measures done by the contractors; - Overall regulatory monitoring of the project.

6.1.3.2 Project performance indicatorsA set of monitoring indicators is developed in order to assess the implementation at various project stages. These monitoring indicators are representative for characteristics of project activities and are feasible for collecting and analyzing based on the experience gained from similar Bank-funded environmental sanitation projects in Vietnam. These performance monitoring indicators will be set based on the final EA report, EMP and Project Appraisal Document (PAD) as well as the findings and recommendations of the Independent Safeguards Monitoring Consultant (ISMC) to be appointed under the project. Combined with other qualitative and quantitative parameters of project performance, these indicators will be used as a tool for impact / benefit evaluation and analysis at various project stages and will be presented in reports of the PMU and ISMC.

The PMU will prepare to DONRE and the Bank bi-annual performance monitoring reports, which will detail project progress with respect to agreed targets, including the agreed environmental project performance indicators on the following:

- Contractor compliance to impact mitigation measures.- Wastewater and sanitation environment - Sludge disposal

6.1.3.3 Monitoring implementation of mitigation measuresMonitoring duties of the Contractor, Construction Management Consultant (CMC) and Independent Safeguards Monitoring Consultant (ISMC) will be specified in their respective TORs and Contract Documents, which are subject to Bank reviews and approval. The CMC will be responsible for submitting monthly progress reports which will provide specific sections on environmental issues, actions and monitoring results to date. Based on these monthly reports and site visit / meeting results, the ISMC will be responsible for preparing and submitting quarterly progress reports to the PMU, summarizing key environmental management and mitigation issues, results and actions to be taken. The ISMC quarterly progress reports will include the following:

- List of priorities identified in last bi-annually monitoring report.- List of progress, which the Contractor has made to solve the problems

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- List of issues, which have not been adequately resolved and give recommendations how to solve the problems

The ISMC will provide needed technical assistance and guidance to the PMU and CMC to support their roles in monitoring implementation of required mitigation and reporting measures, including quantities of dredged and transported sludge materials, number of loads, type of transport, measures to keep streets clean, fencing, operation activities of the wastewater treatment plant, etc.

6.1.3.4 Overall regulatory monitoringMonitoring and preparing reports related to environmental quality that will be submitted to World Bank and DONRE shall be continued by offices/enterprises during operation phase. DONRE shall be responsible for overall environmental monitoring according to regulations as below:

- Inspecting the implementation regulations and standards of downgraded environment prevention and repair any harms caused by pollution during construction process; - Inspecting the implementation Environmental law and relevant environmental regulations and standards together with the PMU;- Preparing reports on environmental pollution issues in project area and submitting the Environmental Inspecting Report to PC for reviewing and making decisions.

Annual Environmental Monitoring Plan is presented in the table below. Maps of monitoring locations are included in the Annex E.The environmental monitoring plan includes the following tasks:

- Monitor all the representative parameters of water and air environment- Monitor the implementation of mitigation measures- Discover the potentials which result in environmental damage in order to properly propose appropriate measures - Monitor the performance of treatment facilities and equipments - Determine the strategy for pollution prevention

The summary of impacts, mitigation measures, and monitoring plan is presented in table 6-1.Table 6-32: Summary of impacts, mitigation measures and monitoring plan

Project activity

Impacts Mitigation measures Monitoring Who is responsible

Location Frequency Report to

Preconstruction phaseLand acquisition and compensation

Implement RAP in full consultation with the PAHs

ISMC PMU - During pre-construction

WB/DONRE

Construction phase Earth work excavation and land filling

- Increased dust and noise levels

Water spray affected areasCover all the materials on sitePrevent the leakage of materials on the transporting route.Establish the temporary fence, if necessary Cover all trucks and avoid overloading materials Clean the trucks periodically

Air monitoring

Noise (24h sampling)Dust, NOx, SOx, CO, THC

Contractors Residential area (upwind)Residential area (downwind)

Once a quarter

PMU

Impacts on Apply proper operational CMC Contractors At the shrine During PMU

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Project activity



graves and shrine remaining in the buffer zone

techniques and avoid festival timing

construction

Transportation of construction material and equipment

- Increased noise and air emission from vehicles

Avoid night work shift and announce working schedule to all people in the affected area Use equipments satisfying the TCVN 5948:1998 and TCVN 6962:2001Have an appropriate schedule of maintenance and check certificate for using machines and equipments with low gas emission in accordance with TCVN 6438:2001, TCVN 5939:2005 and TCVN 5940:2005

Air monitoring

Noise (24h sampling)Dust, NOx, SOx, CO, THC

Contractors Residential area (upwind)Residential area (downwind)

Once a quarter

PMU

- Increased traffic flow

Design the working route in order to prevent traffic jam.Coordinate with local government to manage transportation route and schedule. Establish the temporary route for households.

CMC Contractors - During the construction

PMU

- Damage to road surface/ other utilities

Contractors must be responsible for repairing and rehabilitation.

Road surface quality

Contractors At the project area

During the construction

PMU

Mud dredging and disposal

Spillage and dust during transportationDisposal for backfilling

Use appropriate dredging techniques (dry) and machines Identify appropriate disposal site

ISMC/CMC Contractors At the project area


PMU

Cover all trucks and avoid overloading materials Clean the trucks periodically

ISMC/CMC Contractors At the project area


PMU

Worker camps and workplace

- Generated domestic wastewater

Rent mobile toilets or construct temporary sanitation facility

Sanitation conditions



PMU

- Generated solid waste

Provide sanitary bins for collecting wasteSign a contract with URENCO to collect solid waste daily




PMU

- Risk of accidents

All workers must follow the rules and safety program

Safety measures



PMU

Temporary storage of materials and excavated soil

- obstacle to public and traffic

The storage site could be constructed temporarily or hired from the nearby houses.Construction waste will be collected and stored in the separated areas and disposed appropriately.Sign a contract with URENCO to collect solid

Housekeeping Contractors At the project area


PMU

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Project activity



waste Operation of vehicles and equipment

- Oil spillage and hazardous waste

In case of spillage, it must be removed safely to treatment site.Do not repair pumps and machines on site. They must be sent to specific area.




PMU

Operation phase Effluent discharge

- Impacts on surface water: Ha Thanh river and Thi Nai lagoon

Strictly follow WWTP Operational ManualTimely notify the local communities of operational incidents Regularly dredge river outlet (every 6 months or annually) to open the flow. Increase the amount of coagulants in case of operational failures. Warning signboards for not using water from Ha Thanh river for water supply purpose during low tides and for not using water near the outlet for recreational purposes.

Surface water monitoring: pH, BOD, COD, SS, TKN, total nitrogen, total phosphorus, Coliform ,

Water supply and drainage company

Hà Thanh outletHà Thanh 1 Bridge (downstream)Đôi Bridge (upstream) Both in ebb-tide regime and flood-tide regime (rainy seasons and dry season)

Quarterly WB/DONRE

Operation of equipment and chemical handling

Noise, fume, leakage of oil, grease and chemicals

Regular equipment maintenanceGood housekeeping



At the chemical storage house…

In the operation

WB/DONRE

Risk of leakage from tank, pond and drying bed

- Impacts on groundwater

Lining the bottom with HDPE

Groundwater monitoring: pH, BOD, COD, ammonia, total coliform, TDS


In the plant Quarterly WB/DONRE

Sludge handling

- Impacts of solid waste and sludge

Sign contract with URENCO

Sludge monitoring:

Pb, Cu, Zn, Cd, Hg, Cr6+, total P, total N


In the plant Twice a year

WB/DONRE

- Impacts on the cultural resources

Establish tree bellsRaise the sign to inform people about the potential adverse impacts of the plant on their health

-

Workers - Impacts on worker’s health due to contact with micro-organism

Provide training on labor safety and health

- Water supply and drainage company

In the plant During the operation

WB/DONRE

Septage transportation and treatment

- odor, flies Adequate operation. Air monitoring: NH3, H2S, VOC, dust, noise


At the project area

Twice a year

WB/DONRE

Plant operation

- odor Adequate operation. Air monitoring:

Water supply and

Plant officeBuffer zone

Quarterly WB/DONRE

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Project activity



activities NH3, H2S, VOC, dust, noise

drainage company

(the shrine)Residential area (upwind, in case of complaints)Residential area (downwind)

6.2 PROJECT ORGANIZATION FOR ENVIRONMENTAL MANAGEMENTThe proposed organization and relationship of the project’s environmental management, mitigation and reporting roles and responsibilities is presented in Figure 6-1. Detailed functions, missions and roles of concerning stakeholders in this system are described in the following sections.

Figure 6-18: Project organizational structure for Environmental Management

The environmental management program must be coordinated between related organisations. The functions and responsibility of each party are illustrated concisely in the table 6-2. This helps to increase the performance of the program.

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WB, DONRE and other authorities

Project Management Unit (PMU)

WWTP plant (Water supply and drainage

company)

Independent Safeguards Monitoring Consultant

(ISMC)

Contractors implementing mitigation measures CMC


6.3 CAPACITY DEVELOPMENT AND TRAININGNeeded training on how to implement effective environmental monitoring, mitigation and reporting measures and systems will be provided to key stakeholders based on the actual project needs, roles and responsibilities. A summary of proposed environmental training programs and recommended training participants is summarized in Table 6-3. This CEPT project does not have budget for training. However, the training program will be integrated in the main CCESP project – Quy Nhon city.

Table 6-33: Responsibility of the parties in the environmental management program

Parties Responsibility PMU - The main responsibility of the implementation of EMP.

- Control and minimize environmental impacts - Designate qualified members as their environmental staff and environmental

supervisors- Coordinate with other organisations in the implementation of EMP

o Work closely with the Districts’ and Wards’ Environmental Officials in the management, operation and monitoring of the project.

o Maintain close cooperation with the relevant enterprises in charge of water supply, sanitation, solid waste collection, etc. to monitor the O&M during the operation of the project.

- Supervise the implementation of mitigation measures by the contractors. o Monitor the project performance indicators related to environmental issues;o Carry out spot-checks to ensure that the contractors are implementing

mitigation measures as specified in the construction contracts;o Review regular reports by the CMC to ensure the compliance of mitigation

measures;o Review reports by the ISMC on overall environmental impacts of the sub-

projects;o Based on the above reports, report to WB and DONRE on environmental

compliance of the sub-projects as part of their bi-annually progress reporting.

Contractors - Implement all the mitigation measures to prevent adverse impacts and protect the environment.

- Be responsible for the accidents - Ensure that all staff and workers understand the procedure and their tasks in the

environmental management program- Report to the monitoring engineers and project managers once a quarter.

Construction Management Consultants (CMC)

- Monitor basic construction practices and procedures for mitigating environmental impacts as described in the EIA.

- These tasks will be stipulated in detail in the Terms of Reference (TOR) for the CMC and contract with the PMU, both of which are subject to Bank reviews for issuance of a No Objection Letter (NOL).

o Coordinating and supporting the ISMC in establishing, gathering and providing of required on-site environmental monitoring and construction implementation information.

o Ensuring that all construction work are carried out in full accordance with the approved EMP and related specifications and mitigation measures of the Contract Documents.

o Monitoring the implementation of the contractor’s impact mitigation methods

o Providing any recommendations to improve these mitigation measures to satisfy project safeguard requirements for environmental management.

o Establishing contingency action plans for quickly and effectively responding to any environmental problems, emergencies and/or damages that may occur during construction.

o Recommending to the PMU the suspension of any and all construction works which do not meet the agreed/ contractual requirements for environmental management and public safety.

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Parties Responsibility o Organizing regularly held coordination meetings with concerned

stakeholders to provide needed project information, implementation schedules and work plans to enhance local awareness and to identify possible community problems and corresponding solutions prior to implementing the construction works.

Independent Safeguard Monitoring Consultant (ISMC)

- Be responsible for detailed design of the safeguards monitoring program in accordance with regulatory and procedural requirements of the GoV and the Bank.

- Be responsible for monitoring overall project implementation activities- Ensuring that agreed environmental safeguard policies of the GoV and the Bank are

applied and monitored through the following responsibilities:o Ensuring that the approved EMP and all project loan agreements related to

environmental safeguards are fully applied and complied during project implementation.

o Ensuring that environment impact mitigation measures are established as required for all project implementation aspects within the project’s organization for environmental management system, including:

Establishing and implementing environmental mitigation and monitoring measures and tasks for the PMU, including estimates of budget and/or staffing requirements.

Assessing the effectiveness of the contractor’s and CMC mitigation measures to be provided in their proposed mobilization / work plans and recommended to the PMU any needed improvements or modifications to meet the safeguard requirements.

Specifying to the PMU any situations that may require further detailed assessment studies and/or local consultations to determine possible impact issues and corresponding mitigation measures.

o Establishing standard procedures, methods and forms to assist the PMU and CMC to assess contractors’ progress in implementing required impact mitigation and monitoring measures.

o Assisting the PMU and its environmental mitigation and monitoring specialist to review and check detailed designs and related sections of the Contract Documents to ensure compliance with environmental safeguards and impact mitigation and monitoring requirements.

o Through the guidance of the PMU, establish and maintain close project coordination with the CMC to ensure that related environmental regulations, mitigation and monitoring measures and methods are clearly understood and integrated into the CMC work plan and reporting procedures, including appropriate criteria and procedures for recommending suspension of construction work when and where contractors do not comply with agreed environmental safeguard requirements.

o Assist the CMC to prepare and to apply if required contingency action plans for any environmental damages or problems that may arise during construction.

o In coordination with the PMU and CMC, provide needed environmental management and impact mitigation assistance and guidance to the project’s contractors.

o Assisting the PMU to establish and maintain the project’s organization for environmental management, monitoring and reporting system in close coordination with concerned agencies and local communities.

o Providing requested assistance and support for the project’s environmental training and capacity building programs in coordination with the PCs.

o Support the PMU in conducting frequent on-site environmental monitoring surveys and coordination meetings with community representatives during the construction works.

o Provide general environmental guidance as requested by the PMU to enhance overall project implementation and performance.

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Table 6-34: Environmental Training ProgramSubject Frequency Duration Number of

participantsContent Cost Responsibility

PMU: control and establish the environmental reports

1 time 1 day 2 Overall environmental management related to the project including requirements of the WB and DONRE, co-operation with related authorities and responsibilities

Guidance and supervision of the contractors and community representatives how to implement environmental monitoring

Environmental monitoring of the project including structure, content, reporting, time schedules and responsibilities of the monitoring:

Project performance indicatorsMonitoring of implementation of mitigation measuresCommunity based monitoringOverall regulatory monitoring

5.000.000 World Bank, DONRE, PMU,

ISMC

Contractors: implement the measures

1 time per 1

contractor5 people/ contractor

½ day 5 Briefing of overall environmental monitoring Monitoring duties of the contractor according to the contract documents Monthly mitigation monitoring reports: content, what and how to monitor, how to

fill the reports, submission of the reports, responsibilities Environmental part of the quarterly reports: implementation of mitigation

measures, identified problems and solving of the problems

5.000.000 PMU

Technicians and workers Safety and Environmental Sanitation

1 time 1 week 10 Briefing of overall safety and environmental issues Duties of the workers Safety and environmental sanitation management on the works Mitigation measures to apply in the works Safety measures on electricity, mechanic, transportation, air pollution How to respond to emergency cases

20.000.000 PMU

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CHAPTER 7 ESTIMATION OF THE COST OF THE ENVIRONMENTAL FACILITIES

A summary of the proposed budgets for recommended environmental management, mitigation and monitoring measures is presented for each of the following key EMP implementation activities:

- Environmental training- Independent safeguards monitoring consultant (ISMC): including monitoring cost and consultant fee, the consultant fee is estimated for 2 people for 1 year of construction phase and 2 man-months/ year for next 2 years in operation phase.- Environmental monitoring by the Construction Management Consultant (CMC)- EMP administration and management responsibilities of the PMU

Table 7-35: Estimated Budget Costs for EMP Implementation (in VND)

Description Proposed Budget Source of Budget1 Implementation of Mitigation

MeasuresIncluded in the contracts Loan proceeds

2 Environmental Training 30.000.000 VND Budget will be provided by the CCSEP.

3 Monitoring cost during construction - ISMC - Laboratory analysis

360.000.000 VND27.240.000 VND

Loan proceeds

4 Environmental Monitoring by CMC Included in the contract Loan proceedsTotal 387.240.000 VND

5 Monitoring cost during operation (Annual)

32.000.000 VND City budget

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CHAPTER 8 COMMUNITY CONSULTATION

In accordance with Circular No. 08/2006/TT-BTNMT dated 08 September 2006 by Ministry of Natural Resources and Environment (MoNRE) regarding Guidelines for Assessment of Strategy Environment, Environmental Impact Assessment and Commitment on Environment Protection, Item 2, Section III of the Circular stipulated about community consultation when carry out EIA, namely is to consult with the affected people by project, PC of Ward/Commune and Front Fatherland’s PC of Ward/Commune where project to be implemented.

On 09 to 10 June 2007, Consultant Team held 3 meetings at project site, and one workshop with the participation of relevant agencies, which was also held on 20 Sep. 2007. In these meetings, project staff presented briefly the project’s significance and purposes and resettlement location as well. Several questions were raised by residents which were addressed then. Residents, Consultant Team, project staff also had discussions about issues relating to land compensation, resettlement. Relating to the construction of plant and resettlement, residents made comments as follows:

- Residents entirely sympathize with the construction of Plant in the selected area for the general purposes of the whole province. All of residents agreed with the construction of plant.- Regarding resettlement, Residents’ expectation is to continue living and farming in their land if there is not any significantly adverse impact from project since they have been staying here for a long time and are familiar with the current living. For them, relocation will impact their living because of the income reduction or changes of living conditions. However, these households will be willing to resettle in a concentrated area, or will seek new places for staying once requiring by the government.- 64% have been informed about the project since June 2007. The remaining 11 households received the information from the RAP social investigation visits.- All of them support the WWTP project as they believe it will bring a lot of benefits to the environment and their hygienic conditions- Most of them express the interest in the anticipated impacts, particularly the odor issues but at this time, they do not realize how strong the smell will be when it goes into operation.

Properly Implementing above mentioned regulations, the Project Employer sent Official Letter (Enclosed with Project Executive Summary, project’s major impacts on environment and the methods will be applied to project) to Nhon Binh Ward PC and Fatherland Front’s Committee for their comments. In general, both Nhon Binh Ward People’s Committee and Nhon Binh Ward Front Committee focus on these following issues:

1. Opinions on the environmental issues caused by project activities

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a. The summary EIA report clearly presents the environmental impacts of the project such as dust, noise, air pollution, and surface water pollution…

b. These mitigation measures are feasible. c. However, in order to eliminate environmental pollution, the construction

companies and related organisations must follow strictly the proposed mitigation measures.

d. There is no more opinions. In case that unexpected problems occur, they will coordinate with the investors to find out the solutions and overcome the obstacles.

2. Opinions on the mitigation measures

a. These measures are feasible, specific and clear. b. In case that unexpected problems occur in the construction phase, they

will coordinate with the investors to find out the solutions.

Responds by Nhon Binh Ward PC and Fatherland Front’s Committee is attached in Appendix F.

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CHAPTER 9 INSTRUCTION OF SOURCES OF DATA AND ASSESSMENT METHODS

9.1 SOURCES OF DATA

9.1.1 References

[1] Assessment of Sources of Air, Water, and Land Pollution – A Guide to Rapid Source Inventory Techniques and their Use in Formulating Environmental Control Strategies – WHO, 1993.

[2] Report on Actual Status of Binh Dinh Provincial Environment 2005. Binh Dinh Provincial Department of Natural Resources and Environment (DoNRE), 2006

[3] Report on Econo-Social, Security and Natural Defense in 2006 and duties in 2007, Nhon Binh Ward PC, 2007

[4] Report on Status of Economic, Society and National Security – 2006 and the Duties in 2007, Nhon Binh Ward People’s Committee, 2007.

[5] Climate and Hydrology Characteristics of Binh Dinh Province, Scientific Study Report, directed by Master Nguyen Tan Huong, Binh Dinh Provincial Department of Science and Technology, 2004 to 2005.

[6] General Plan Adjustment for Quy Nhon City – Binh Dinh Province to 2020 approved by the Government on 1st June, 2004.

[7] Orientation for the Development of Drainage for Viet Nam Urban untill 2020 – Ministry of Construction (MOC).

[8] Binh Dinh Province’s Geography Book (website of Binh Dinh Provincial Department of Science and Technology), Binh Dinh Provincial Department of Science and Technology.

[9] 2006 Yearbook Statistics, Binh Dinh Provincial Department of Statistics, 2007[10] Operation of Municipal Wastewater Treatment Plants. Water Environment

Federation (WEF), 1996. USA[11] Principles of Surface Water Quality Modeling and Control. Thomann R.V and

Mueller J.A, 198. New York [12] Technical Document of WHO and WB on preparation of EIA Report.[13] Restoration of Con Chim Ecosystem, Environment Protection Magazine,

No5/2003, Hoang Lan, Binh Dinh Science and Technology Department (now is Science and Technology Department).

[14] Wastewater Engineering, Metcalf and Eddy, 2001, 2003 [15] Wastewater Treatment at Ha Thanh Site in Quy Nhon, Frédéric Chagnon &

Donald R.F. Harleman; Ralph M. Parsons Laboratory, Department of Civil & Environmental Engineering, Massachusetts Institute of Technology.

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9.1.2 Sources of Documents, Data prepared by the Project Owners

[16] Project Survey Report, Flow Impact Assessment Report, Flood Discharge in Ha Thanh River North Area, Quy Nhon City, Binh Dinh Province, Hydrography Research Center, Hydrometeorology Institute, Project Team Leader, Dr. La Thanh Ha.

[17] Construction Survey Report for CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007

[18] Inception Report of Quy Nhon City Environment and Sanitation Sub-project (Wastewater Treatment Plant under Step 1 Technology, strengthening chemical) Grontmij Carl Bro a/s - March, 2006

[19] Environmental Report – Coastal Cities Environmental Sanitation Project- Quy Nhon City Sub-project, The Louis Berger Group, Inc Joint Venture with Nippon Koei Co., Ltd. May 2006.

[20] Investment and Construction Project of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007

[21] Resettlement Plan for CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007

[22] Basic Design Statement of CEPT Wastewater Treatment Plant – Quy Nhon City Environment and Sanitation Sub-project – Grontmij¦ Carl Bro a/s in collaboration with Carl Bro Vietnam and WASE, September 2007

9.2 METHODS APPLIED DURING THE IMPLEMENTATION OF EIA

9.2.1 Field Survey Method

This method grasps information quickly and exactly, it is more qualitative than quantitative, it helps us to know the information needs to be measured, monitored and supervised. Based on the experiences of surveyor, are environmentalists who use prediction methods to forecast the future impacts upon project is put in to operation.

9.2.2 Identification Method

Identification Method will implement:- Description of Environment Status- Determination of Project Components

In order to carry out this part, the following methods can be applied:- Enumeration Method- Environmental Matrix Method

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9.2.3 Quick Assessment Method

Assessment Method:- Determining the damage level and the benefit which communities affected by project activities.- Determining level and comparing the benefits and methods for mitigation of environment pollution.

In order to carry out his work, the following methods can be applied:- EIA System; - Economic Analysis.

9.2.4 Forecasting Method

Implemented Forecasting Methods:- Verifying the significant changes of environment- Forecasting quantity and space of above determined changes- Evaluating possibility of impacts will be happened depending on time

To carry out this task, the following options can be used:- Environmental Model- Ranking as priority, measurement and analysis

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CONCLUSIONS AND RECOMMENDATIONS

CONCLUSIONS The project of construction of the CEPT plant at Quy Nhơn City which is funded by the non-refunded funding from the GEF is a environmentally-beneficial project. It aims at promoting a policy reformation and constructing a simple wastewater pollution control and management. The operation of the plant is quite simple and economically efficient that could be satisfied the requirements of protection of the local environment.

When the plant goes into operation phase, it will help to improve the quality of life through eliminating pollution caused by wastewater, reduce the risks to human health and increase the quality of the receivers. However, as stated in the previous sections, without appropriated mitigation measures, it could have significant impacts on the surrounding areas in both construction phase and operation phase.

The main impacts in the pre-construction phase are social impacts which are caused by the site clearance of 91 ha agricultural land, aquaculture land and living land. In the construction phase, the potential impacts are increased noise level, dust concentration, air contaminants, solid waste and traffic density. These are results of construction activities at the project area. However, in the operation phase, odor problems are the main concern. A technical break-down also affects the quality of the water receivers.

Each alternative has its own advantages and disadvantages in terms of land demand, investment costs, O&M costs, technical skills, and potential environmental impacts and risks.

Summary of the advantages and disadvantages of three alternatives Item Facultative Pond Tricking Filter Oxidation ditchLand area (ha) 157.6 91.1 91.1Budget Investment cost (USD) 8,209,969 6,941,262 8,142,574O&M cost (VND/m3) (+) 712 1,220 1,580Operation and maintenance Simplest Medium ComplicatedTechnical skills Simple Normal SkilledLandscape Eco-friendly Compacted CompactedNegative impacts on environment:Construction phase: Amount of excavated soil (m3) 150,000 242,500 263,000Operation phase:- Start-up stage: + Time (weeks) None 8 weeks 2 – 4 weeks + Effluent concentration: SS (mg/l) 0 (*) 75 75 BOD5 (mg/l) 0 (*) 130 110 TKN (mg/l) 0 (*) 30 30

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Pathogen (MPN/100ml) 0 (*) 2.0x107 2.0x107MPN/day- Operational stage: + Effluent concentration: SS (mg/l) 20 25 20 BOD5 (mg/l) 15(1) 25(2) 15(2)

TKN (mg/l) 4.0(1) 7.0 (2) 5.0 (2)

Pathogen (MPN/100ml) 6 2.5 x 105 2.5 x 105

Recovery zone of BOD5, DO, and total coliform against TCVN 5942-1995 (column B) in the dry season (distance, km):+ Low tide: BOD5, DO, total coliform 0,0,0 (**) 0,0(**), 3.3 0,0(**), 3.3+ High tide: BOD5, DO, total coliform 0,0,0 (**) 0,0,0 (**) 0,0,0 (**)

Recovery zone of BOD5, DO, and total coliform against baseline of Ha Thanh river in the dry season (distance, km):+ Low tide: BOD5, DO, total coliform 4.6, 2.0, 0 (***) 6.2, 3.0, 3.8 5.1, 2.5, 5.8+ High tide: BOD5, DO, total coliform 2.5, 8.0, 0 (***) 3.5, 10.0, 4.2 2.5, 8.5, 8.2Values of BOD5 (mg/L), DO (mg/L), and total coliform (MPN/100 mL) against baseline of Ha Thanh river outfall in dry season: BOD5, DO, total coliform 3.6, 4.7, 2.2x103 4.7, 4.6, 1.3x104 4.7, 4.6, 1.3x104

Sludge production (tons of wet solids/day)

10,810 12,020 12,350

Potential operation problems Algal blooming, mosquito, insects, scum, groundwater

pollution

High SS, BOD in effluent, insects, odor

Sludge bulking, foaming, high SS

and BOD in effluent

Note: (*) No discharge of effluent into Ha Thanh river.(**) Meet TCVN5942-1995 values at any distance(***) The effluent does not affect the receiving water in term of total coliform(+): The detailed calculation for O&M cost is presented in Appendix O.

Source:(1) Reed, S.C. Reed, Middlebrooks E.J. and Crites R.N. (1988). Natural Systems for Waste Management and Treatment. (2) Robert V. Thomann and John A. Mueller (1987). Principles of Surface Water Quality Modelling and Control.

The table shows that the facultative pond is the simplest alternative in terms of eco-friendly technology, easily operation and low O&M costs. This alternative does not require disinfection process and also reduces the risks of operational accidents due to its long retention time. However, odor, algae control, mosquitoes, ground water pollution and insects, as well as high land demand are its disadvantages.

In contrast, trickling filters and oxidation ditches could overcome the disadvantages of facultative ponds. Compared with oxidation ditches, tricking filters require less energy, produces less sludge and is simpler in operation. However, odor and insects could become problematic if the process is not well-controlled. This does not happen in

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oxidation ditches. Instead, oxidation ditch requires higher energy demand and higher level of workers.

Sludge handling of oxidation ditch and trickling filter is also problematic due to high bio-solid production. The disinfection process should be set-up for the oxidation ditch or trickling filter alternatives.

The effluent quality would meet the national effluent standards TCVN 7222-2002. Based on the modeling result, in the worst case (at low tide in the dry season), BOD5 and DO of river water at the outlet would meet TCVN 5942-1995 for all alternatives. The coliform number is only satisfied in facultative pond alternative whereas it is not met in the other alternatives.

In comparison to river water quality baseline, at high tide, DO of the river water would be recovered at the distance of less than10km upstream. The facultative pond alternatives has the shortest recovery distance. Coliform number requires the recovery distance of 4.2 km for both the trickling filter and oxidation ditch alternatives; whereas the facultative pond meets the baseline data at the outlet section. Therefore, if trickling filter or oxidation ditch is selected, the disinfection before discharging into Ha Thanh river should be considered. If the land is available, the facultative pond should be the first priority.

OP4.04, Natural Habitats. The project will not involve any conversion of natural habitats. The modeling result presents that at low tides (the flow from outlet towards Thi Nai lagoon), DO and BOD values of the Ha Thanh river water at the river outfall for all alternatives are still better than that of baseline of lagoon water. Whereas, total coliform number for both the trickling filter and oxidation ditch alternatives is higher than that of baseline. The lagoon is a wetland with intensive aquaculture and fisheries and is being proposed for a marine protected area. Provided the declined pollution loads from the current outlets of untreated wastewater from elsewhere in the catchment, it is impossible at this stage to make a conclusion on potential adverse impacts caused by the project on Thi Nai lagoon. As a result, a regular monitoring of water quality in the lagoon is recommended. OP4.11, Cultural Resources. Cultural property exists in the project site as graves and a shrine. Both will remain in the buffer zone as agreed with the local communities. The EIA report suggested careful construction technique and appropriate arrangement during festival time, as well as tree plantation as mitigation measures.

RECOMMENDATIONS

The Project managers should consider the disinfection before discharging treated water into Hà Thanh river when facultative pond or oxidation ditch is selected. If the land is available, the facultative pond should be the first priority. Use of polishing ponds

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following secondary treatment is a good solution to reduce pathogen in trickling filter or oxidation ditch.

Training is an important part of environmental protection program. The technical accidents or negative impacts in operation could be reduced significantly when technical staff and workers are fully equipped with guidance and knowledge.

This pilot project is assessed as reliable, efficient, feasible and environmentally beneficial. The adverse effects are fully recorded in order to propose clearly the mitigation measures. It is therefore strongly recommended that from environmental considerations this project should be implemented in its entirety funding can be identified and the related organizations should consider and approve the project as soon as possible.

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APPENDICES

Appendix A. VIETNAMESE STANDARDS APPLIED IN EIA

- TCVN 5937:2005 on “Air Quality – Standard for Ambient Air Quality”.- TCVN 5938:2005 on “Air Quality – ultimate allowance concentration for

some toxi substance in the ambient air”.- TCVN 5942:1995 - "Water Quality – Standard for Surface Water Quality".- TCVN 5943:1995 - "Water Quality – Standard for coastal sea water quality".- TCVN 5948:1999 - “ Acoustics – Noised generated from highway transport

vehicles when speeding up – Allowance Ultimate Noise Level”- TCVN 5949:1998 - “ Acoustics – Public and Community Noises – Allowance

Ultimate Noise Level”

- TCVN 7222: 2002 – “General Requirement on Environment for Water Concentrated Freshwater Treatments” .

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Appendix B. LOCATION MAP OF THE EXISTING SAMPLING

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Appendix C. ANALYSIS RESULT OF SURFACE WATER SAMPLE PICKED AT HA THANH RIVER TEMPORARY OUTLET (DECEMBER, 2006 TO JANUARY, 2007)

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Appendix D. RESULT OF RUNNING MODEL OF POLLUTION SPREADING UNDER OPTIONS

1. Model Justification

Because the discharge of treated water into Hà Thanh river and Thị Nại lagoon will affect directly these water bodies, scenarios are constructed to predict impacts of all possible cases.

- Scenario a). Without treatment. - Scenario b). Primary treatment only. This case represents for the operational

incidents in artificial biological process. Wastewater is discharged directly into receiving water after going through the primary treatment.

- Scenario c). Starting-up period. The performance of the plant is the total of full performance of the primary treatment and 20% of secondary treatment.

- Scenario d). Maintenance period. The efficiency of biological treatments is 50%- Scenario e). Work in the full capacity. Treated water is satisfied the TCVN

7222:2002.

The simulation is extremely important because Thị Nại lagoon is highly biodiverse and accordingly meaningful to aquaculture of local people. However, this report cannot model the water quality in Thi Nai lagoon due to the lack of the hydraulic profile and baseline data of the Thi Nai lagoon.

This area has a complicated tidal profile because it is near the river mouth which is influenced by both river tide and sea tide. Due to the lack of data about the hydraulic regime, the report uses the QUAL2K model to predict the impacts rather than using complicated models. BOD, COD and Coliform are modeled for each scenario in the dry season in the flood-tide regime and the ebb-tide regime. Because the alternative 2 and the alternative 3 share the same performances of primary treatment and secondary treatment, only alternative 2 is considered and the results will be applied in the other. The model is calculated in two phases of the plant: Phase 1A as designated (7000m3/day) and Phase 2 (28000m3/day) when the plant has to serve the whole watershed. These modeled cases are summarized table D.1.

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Table D.1: The calculated cases in the model

Cases

Alternatives Phase 1 (GĐ1) – Q = 7000m3

1a 1b 1c 1d 1eWWPA1: Facultative ponds

PA1_GĐ1_1a

PA1_GĐ1_1b × × PA1_GĐ1_1e

PA2: Trickling filter PA2_GĐ1_1a


PA3: Oxidation ditch

PA3_GĐ1_1a


Alternatives Phase 2 (GĐ2) – Q = 28000m3

2a 2b 2c 2d 2ePA1: Facultative ponds

PA1_GĐ2_2a

PA1_GĐ2_2b PA1_GĐ2_2c

PA1_GĐ2_2d

PA1_GĐ2_2e

PA2: Trickling filter PA2_GĐ2_2a


PA2_GĐ2_2d

PA2_GĐ2_2e

PA3: Oxidation ditch

PA3_GĐ2_2a


PA3_GĐ2_2d

PA3_GĐ2_2e

x – No calculation in these cases

2. Modelling Methodology

9.2.4.1.1 BOD model

The longitudinal distribution of BOD in Ha Thanh river was modeled by:

(1)

Where:Kr is the BOD reaction rate, (1/day)U is the average velocity of river, (m/s)Lo is the initial BOD concentration at the discharge point after mixing given by:

(2)

WhereQw is the wastewater flowrate, m3/dayLw is BOD concentration of the effluent, mg/LQr is the upstream flowrate, m3/dayLr is BOD concentration of the upstream flow, mg/L

Dissolved oxygen model – Streeter – Phelps equation

The spatial distribution of DO in Ha Thanh River is calculated by the Streeter – Phelps equation:

92


(3)

Wherecs is saturation concentration of dissolved oxygen in river water, mg/LKr is the BOD reaction rate, (1/day)Ka is the aeration coefficient (1/day), the coefficient given by:

(4)

Where U is the average velocity of river, (m/s) and H is river depth (m).

The location of the minimum DO downstream depend on the parameters Ka, Kr and BOD concentration at the discharge point (the outfall) and the initial concentration of deficit at the outfall, Do = cs - c0.The critical location is given by:

(5)

The initial concentration of DO at the outfall, c0 is calculated by:

(6)

Where:co is DO concentration at the outfall after mixing;cw, cr is DO concentrations of upstream and effluent flow, respectively.

Bacteria model

The downstream distribution of bacteria in Ha Thanh river is modeling by the following model:

WhereN is the concentration of the organism [num/100 mL] N0 is the concentration at the outfall after mixing.KB is decay rate of bacteria and other organism, (1/day) (see the following Table D.2)

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Table D.2: Some reported overall decay rates for bacteria and viruses.Organism KB (day -1) Remark Reference a

Coli formsTotal coliform 1 - 5.5 Freshwater-summer (or 20oC),

seven location1

0.8 Average freshwater, 20oC 21.4 (0.7-3.0) Seawater, 20oC 348(8-84) From 14 ocean outfall (variable

temperature)1

Total and fecal 0 – 2.4 New York Harbor Salinity; 2-18‰ Dark sample

3

2.5 – 6.1 New York Harbor Salinity; 15‰ Sun lighted sample

3

Fecal coliform 37 – 110 Seawater, sun lighted 12E. coli .08 – 2.0 Seawater, 10-30‰ 13a References: (1) Mitchell and Chamberlain (1978); (2) Mancini (1978); (3) Hydroscience (1977b); (4) USEPA (1974); (5) Kenner (1978); (6) Geldreich and Kenner (1969); (7) Dutka and Kwan (1980); (8) Herrmann et al. (1974); (9) Colwell and Hetrick (1975); (10) Dahling and Safferman (1979); (11) Fujioka et al. (1980); (12) Fujioka et al (1981); (13) Anderson et al. (1979).

Kb selected in the model is 1.4 day-1 at 20oC. In this model, the average temperature of the river water is 25oC which results in the modified Kb value of 1.96 day-1.

3. Input Data

The inputs of the model are based on the designed parameters of the CEPT plant.

Table D.3: Inputs of the model

Symbol Full capacityDesigned year 2023Designed flow-rate (m3/day) dF 28,000Initial BOD concentration a (mg/l) c.BOD 333Initial Total nitrogen concentration b (mgN/l) c.TN 80.00Initial Coliform concentration b (MPN/100mL) Coli 1.0E+08a Designed value of the plant.b Metcaft and Eddy, 1991

BOD, COD and Coliform are modeled for each scenario in the dry season in the high tide regime and low tide regime. Because the alternative 2 and the alternative 3 share the same performances of primary treatment and secondary treatment, only alternative 2 is considered and the results will be applied in the other. The model is calculated in two phases of the plant: Phase 1A as designated and Phase 2 when the plant has to serve the whole watershed.

The hydraulic profile and the baseline data of Ha Thanh river are presented in table D.4.

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Table D.4: Baseline data of Hà Thanh River in the model

Parameter High tide Low tideTemperature T oC 25 25DO mg/L 4.6 4.6BOD5 mg/L 2.4 2.4H m 0.84 0.403Velocity U m/s 0.163 0.080Flow-rate Q m3/s 19.4 3.45Salinity S Ppt 10.4Sources: Monitored by the PMU and the consultants (12/2005-01/2006)

4. CoefficientsThe following assumed coefficients were selected to be most appropriate to the climate in Quy Nhơn City and characteristics of Hà Thanh River.

Table D.5: Assumed coefficients in the model

Coefficient Symbol Unit ValueBOD degradation rate at 20oC (Kd)20 day-1 1.000BOD degradation rate at 25oC (Kd )25 day-1 1.258Ultimate BOD degradation rate at 25oC Kr day-1 1.258Ultimate TKN degradation rate at 20oC KN (20oC) day-1 0.5Ultimate TKN degradation rate at 25oC KN (25oC) day-1 0.735BODU/BOD5 Fr = 1.2

Table D.6: Aeration coefficients and saturated DO in Hà Thanh River

Calculated coefficients High tide Low tideAeration coefficient at 20oC Ka (20oC) day-1 2.1815 5.2542Aeration coefficient at 25oC Ka (25oC) day-1 2.4561 5.9157Saturated DO Cs mg/l 5.6BODu Lr mg/l 2.4

5. The modelling results for the worst case

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Table D.7: The modelling results for the worst case – The WWTP works in full capacity in the low tide regime of Ha Thanh river

Alternative 1 – Facultative ponds Alternative 2 – Trickling filters Alternative 3 – Oxidation ditches Scenario BOD

(mg/l)

DOmi

n

Distance DOmin

(km)

Distance DO < 2mg/L

Total Coliform (MPN/100ml)

BOD (mg/l)

DOmi

n

Distance DOmin

(km)

Distance DO < 2mg/L


BOD (mg/l)

DOmi

n

Distance DOmin

(km)

Distance DO < 2mg/L


A – Without treatment

66.1 0 1,0 - 6,0

1,0 - 6,0

8.6E+06 66.1 0 1,0 - 6,0

1,0 - 6,0

8.6E+06 66.1 0 1,0 - 6,0

1,0 - 6,0

8.6E+06

B – Operational incidents

30.9 1.1 2 1,0 - 4,0

2.2E+06 30.9 1.1 2 1,0 - 4,0

2.2E+06 30.9 1.1 2 1,0 - 4,0

2.2E+06

C – Start-up period

- - - - - 25.1 1.9 2 1,5 - 2,5

1.7E+06 25.1 1.9 2 1,5 - 2,5

1.7E+06

D – Maintenance

- - - - - 20.4 2.56 2 - 1.5E+06 20.4 2.56 2 - 1.5E+06

E – Full capacity

14.2 3.4 1.5 - 4.6E+03 12.6 3.63 1.5 - 2.6E+04 12.6 3.63 1.5 - 2.6E+04

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Scenario A – Without treatment

Scenario A has been already presented in the section 3.1 above for the case of without project or in the preconstruction and construction phases, sewage to be discharged directly through the temporary outlet. In case the sewage has a flow of 7000m3 per day, the BOD and DO concentration in both tidal regimes (high tide and low tide) is still within the allowance standard TCVN 5942:2995 due to the capacity of dilution and bio-oxidation in Ha Thanh River. However, in the presented case Q = 28.000 m3/day (Table), when the estimated flow is increased to 28000 m3 per day, the BOD concentration of the river at the complete mixing zone exceeds the allowed value in the TCVN 5942:1995. DO is completely absent at the distance of 1.0-6.0 km. It is anaerobic which will influence directly to the aquatic culture. In addition, the number of total coliform in the river is significantly high. In this case, the discharge of the untreated effluent into the receiving water bodies could result in extremely adverse impacts on the environment.

Scenario B - Operational incidents

In this case, it is assumed that there is an operational problem with the biological treatment facilities. The wastewater, after primary treatment, will be disposed into the receiving water bodies without going through the biological treatment. Therefore, the modeling result is not different in there cases. BOD is higher than the permitted value (25mg/l). DO is below 2mg/l at the distance of 1-4km from the discharging point. The lowest DO is 1.1 mg/l. This influences directly on the aquatic culture.

Scenario C - Start-up phase

The start-up phases are considered in the trickling filters and the oxidation ditches. Due to the long retention time of the facultative ponds, it is not necessary to model this case. In those modeling cases, the performance of the biological treatment is about 20%. As a result, the BOD concentration is slightly higher than the permitted value (25.1 mg/l). Similarly, the DO concentration falls below the permitted value (2mg/l) at the distance of 1.5-2.5 km.

Scenario D - Maintenance phase

Similarly to the start-up phase, these cases are modeled are trickling filters and oxidation ditches. In the maintenance phase, the operation of the facultative ponds is hardly influenced. In contrast, the performance of the biological treatments in the Alternative 2 and the Alternative 3 is only 50%. In these cases, while the DO concentrations meet the Vietnamese standard of the quality of surface water, the Total Coliform is still high.

Scenario E - When implementing project and water treatment plant for the entire sewage water volume to reach the allowance standard to discharge to the receiving resource in accordance with TCVN 7222:2002.

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In this scenario, most of the criteria meet the Vietnamese standard TCVN 5942:1995. Accordingly, if the wastewater is treated properly and the wastewater effluent could meet the TCVN 7222:2002, it will not affect the quality of surface water in Ha Thanh river.

In general, Coliform criteria mostly doesn’t satisfy standard for sewage discharge (because Coliform criteria is not stipulated in TCVN 7222:2002, so the standard can be referred in TCVN 6772:2002), except when facultative ponds are operated stably. Thus, it is necessary to disinfect the sewage after treatment.

6. Detailed modelling results

The results of the model are presented from Table D.7 to Table D-11, and from Figure D.1 to figure D.16. Table D.7: Summary of distance (km) from outlet to return the baseline values at high tides

Facultative Ponds Trickling filters Oxidation ditchesBOD

DO Coliform

BOD DO Coliform

BOD

DO Coliform

Without treatment

20.0 29.5 41.0 20.0 29.5

41.0 20.0 29.5 41.0

Operation incident

13.0 22.0 31.7 13.0 22.0

31.8 13.0 22.0 31.8

Startup 12.0 20.5

30.2 11.5 20.0 30.2

Maintenance

10.0 18.5

29.2 10.0 18.0 29.2

Full capacity

2.5 8.0 * 3.5 10.0

4.2 2.5 8.5 4.2

BOD = 2.4 mg/LDO = 4.6 mg/LTotal coliform = 5x103 no/100mL

Table D.8: Summary of distance (km) from outlet to return the TCVN5942:1995 values at high tides

Facultative Ponds Trickling filters Oxidation ditchesBOD DO Coliform BOD DO Coliform BOD DO Coliform

Without treatment

* 11.5 36.7 * 11.5 36.7 * 11.5 36.7

Operation incident

* * 26.8 * * 26.5 * * 26.5

Startup * * 25.0 * * 25.0Maintenance * * 24.0 * * 24.0Full capacity

* * * * * * * * *

BOD = 25 mg/LDO = 2 mg/LTotal coliform = 1x104 no/100mL* Meet TCVN5942:1995 values at any distance

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Figure D.1: DO in Hà Thanh River for Alternative 1 at high tide

Figure D.2: BOD in Hà Thanh River for Alternative 1 at high tide

99


Figure D.3: Coliform in Hà Thanh River for the Alternative 1 at high tide

100


Figure D.4: DO in Hà Thanh River for the alternative 2 at high tide

Figure D.5: BOD in Hà Thanh River for the alternative 2 at high tide

Figure D.6: Coliform in Hà Thanh River for the alternative 2 at high tide

101


Figure D.7: DO in Hà Thanh River for the alternative 3 at high tide

Figure D.8: BOD in Hà Thanh River for the alternative 3 at high tide

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Table D.9: Summary of distance (in km) from outlet to return the baseline values at low tides


Without treatment

18.2 15.5 26.2 18.2 15.5 26.2 18.2 15.5 26.2

Operation incident

14.0 11.5 21.3 14.0 11.5 21.3 14.0 11.5 21.3

Startup 13.2 10.0 20.5 12.7 10.5 20.5Maintenance 11.7 9.0 20.0 11.6 9.0 20.0Full capacity

4.6 2.0 * 6.2 3.0 5.8 5.1 2.5 5.8

BOD = 2.4 mg/LDO = 4.6 mg/LTotal coliform = 5x103 no/100mL

Table D.10: Summary of distance from outlet to return the TCVN5942:1995 values at low tides


Without treatment

5.5 9.0 23.8 5.5 9.0 23.8 5.5 9.0 23.8

Operation incident

1.2 4.5 18.9 1.2 4.5 18.9 1.2 4.5 18.9

Startup 0.5 2.0 18.1 0.5 3.0 18.1Maintenance * * 17.6 * * 17.6Full capacity

* * * * * 3.3 * * 3.3

BOD = 25 mg/LDO = 2 mg/LTotal coliform = 1x104 no/100mL* Meet TCVN5942:1995 values at any distance

Table D.11: Values of BOD, DO (mg/L) and total coliform (no/100mL) at the outfall of Ha Thanh River at low tides


Without treatment

41.9 0.0 4.2x106 41.9 0.0 4.2x106 41.9 0.0 4.2x106

Operation incident

17.8 1.2 1.1x106 19.6 1.2 1.1x106 19.6 1.2 1.1x106

Startup 16.8 2.1 8.5x105 16.0 2.0 8.5x105

Maintenance 13.3 2.7 7.4x105 13.0 2.6 7.4x105

Full capacity

3.6 4.7 2.2x103 4.7 4.6 1.3x104 3.9 4.6 1.3x104

Baseline of Thi Nai lagoon:BOD = 15.3 mg/LDO = 4.4 mg/LTotal coliform = 9.3x103 no/100mL

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Figure D.9: DO in Hà Thanh River for the alternative 1 at low tide

Figure D.10: BOD in Hà Thanh River for the alternative 1 at low tide

Figure D.11: Coliform in Hà Thanh River for the alternative 1 at low tide

104




Figure D.14: Coliform in Hà Thanh River for the alternative 2 at low tide

105




106


Appendix E. LOCATION MAP FOR SAMPLING FOR MEASUREMENT

107


Appendix F. COMMUNITY CONSULTATION (CONTENT OF OFFICIAL LETTER TO NHON BINH WARD’S FATHERLAND FRONT AND PEOPLE’S COMMITTEE) - Official Letter of Nhon Binh Ward’s Fatherland Front- Official Letter of Nhon Binh Ward’s People’s Committee

108


Appendix G. OFFICIAL LETTERS AND DECISIONS RELATED TO PROJECT EIA REPORT

- Official Letter Ref. 1018/UBND-XD dated 11 April 2007 by Binh Dinh Provincial People’s Committee regarding construction of 1B Wastewater Treatment Plant under Quy Nhon City Environmental Sanitation Sub-project.

- Official Letter Ref. 2417/UBND-XD dated 08 August 2007 by Binh Dinh Provincial People’s Committee regarding design of CEPF Wastewater Treatment Plant complying TCVN 7222-2002.

109


Appendix H. COMMITMENT ON ENVIRONMENT

- Binh Dinh Provincial People’s Committee’s Environment Commitment on environment management and protection to project activities.

110


Appendix I. MAXIMUM NOISE LEVEL GENERATED FROM TRANSPORTATION MEANS

Means Noise level at 1m from the source (dBA)

Noise level at 20m from the source (dBA)

Noise level at 50m from the source

(dBA)Value Average

1 Bull dozer - 93.0 67.0 59.0

2 Roller truck 72.0 ÷ 74.0 73.0 47.0 39.0

3 Tractor 77.0 ÷ 96.0 86.5 60.5 52.5

4 Excavating truck 80.0 ÷ 93.0 86.5 60.5 54.0

5 Truck 82.0 ÷ 94.0 88.0 62.0 47.5

6 Mixing truck 75.0 ÷ 88.0 81.5 55.5 47.0

7 Compression air machine

75.0 ÷ 87.0 81.0 55.0

Standard in working place 85 -

TCVN 5949-1998 (6 ÷ 18h) - 75Source: Nguyễn Đinh Tuấn et al., 2001 (move to Annex)

111


Appendix J. QUANTITY OF WORK DURING THE PREPARATION STAGE FOR CONSTRUCTION SITE AND GRADING

Dredged mud

- Surface area: 70ha- Dredging depth: 0.3 – 0.5 m (taking 0.3m) - Total quantity of dredged mudsludge: 70ha x 10000m2/ha x 0.3m = 210,000

(m3)- Haulage Length: 22km.- Transport vehicle: truck, capacity: 10m3 - Total number of vehicles: = 210,000/10 = 21,000 (trips) - Total length of haulage = 21,000 (trips) x 22 (km) x 2 = 924,000 (km)

Excavated soil and grading

Total loading of dredging soil and plan leveling

Alt1 - Facultative ponds Alt2 - Trickling filter Alt3 - Oxidation ditch

Location of taking materials

Suối Trầu

Distance 10km

Transportation means Trucks of 10 tons capacity (equivalent to 12 m3)

Total loading of dredging soil

150,000 m3 242,500 m3 263,600 m3

Total of transferring turns

150,000m3/ 12m3

= 12,500

242,500m3/ 12m3

= 20,208

263,600m3/ 12m3

= 22,000

Total of transporting distance

12,500 x 10km x 2

= 250,000 (km)

20,208 x 10km x 2

= 404,160 (km)

22,000 x 10km x 2

= 440,000 (km)

Septage estimation

In particular:

175000 (capita) * 0.227 (m3/capita.year) / 365 (day/year) = 110 m3/day

It is assumed that the volume of a septage truck is 5m3. So, the number of required trucks are:

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110 (m3/day) / 5m3 = 22 (turns)

The average distance of septage transportation is assumed about 10km. The total turns of septage transportation is calculated:

22 (turns) * 10km * 2 = 440 (km)

Physical and chemical characteristics of septage (Unit: mg/L except for pH)

Constituent U.S. mean EPA mean EPA suggested design value

BOD 6,480 5,000 7,000

COD 31,900 42,850 15,000

Total solids 34,106 38,800 40,000

TVS 23,100 25,260 25,000

TSS 12,862 13,000 15,000

VSS 19,027 8,720 10,000

TKN 588 677 700

NH3-N 97 157 150

Total P 210 253 250

Alkalinity 970 1,000

Grease 5,600 9090 8,000

pH 1.5 – 12.6 6.9 6.0

LAS 110 – 200 157 150

Source: From U.S. EPA (1984)

Heavy metal concentration in septage (Unit: mg/L)


Aluminum 48 48 50

Arsenic 0.16 0.16 0.2

Cadmium 0.27 0.71 0.7

Chromium 0.92 1.1 1.0

Copper 8.27 6.4 8.0

Iron 191 200 200

113



Mercury 0.23 0.28 0.25

Manganese 3.97 5 5

Nickel 0.75 0.9 1

Lead 5.2 8.4 10

Selenium 0.076 0.1 0.1

Zinc 27.4 49 40

*From U.S. EPA (1984)

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Appendix K. SULFUR COMPOUNDS CAUSED ODOR IN THE WASTEWATER TREATMENT FACILITIES (US.EPA 1985)

Compounds Chemical formation

Odor Threshold level (mg/m3)

Allyl mercaptan CH2=CH-CH2-SH Heavy coffee and garlic smell

0.00005

Amyl mercaptan CH3-(CH2)3-CH2-SH

Rotten smell 0.0003

Benyl mercaptan C6H5CH2-SH Pungent smell 0.00018

Crotyl mercaptan

CH3-CH=CH-CH2-SH

Odor 0.000029

Dimethyl sulfide CH3-S-CH3 Rotten vegetable 0.0001

Ethyl mercaptan CH3CH=-SH Rotten cabbage 0.00019

Hydrogen sulfide

H2S Rotten egg 0.00047

Methyl mercaptan

CH3SH Rotten cabbage 0.0011

Propyl mercaptan

CH3-CH2-CH2-SH Unpleasant smell 0.000075

Factors influencing odor problems

Parameter Problems

Temperature High temperature increase the activities of anaerobic microorganisms

Sludge loading High loading of organic sludge could decrease the DO concentration.

Oil and grease Gather and anaerobically degraded on the surface

Chemical spillage Create odorous gas

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Appendix L. DIGESTED SLUDGE AND ITS STANDARDS

Typical chemical composition of digested sludge

Item Range Typical

Total dry solids (TS), % 2 – 5 4

Volatile solids (% of TS) 30 – 60 40

Grease and fats (% of TS)

Ether soluble 5 – 20 18

Ether extract - -

Protein (% of -TS) 15 – 20 18

Nitrogen (N, % of TS) 1.6 – 3.0 3.0

Phosphorus (P2O5, % of TS) 1.5 – 4.0 2.5

Potash (K2O, % of TS) 0 – 3.0 1.0

Cellulose (% of TS) 8 – 15 10

Iron (not as sulfide) 3.0 – 8.0 4.0

Silica (SiO2, % of TS) 10 – 20 -

pH 6.5 – 7.5 7.0

Alkalinity (mg/L as CaCO3) 2500 – 3500 3000

Organic acids (mg/L as HAc) 100 – 600 200

Energy content, kJ TS/kg 9000 – 14,000 12,000

Source: From U.S. EPA (1979)

The concentrations of selected heavy metals in the digested sludge are shown in table 3-22.

Heavy metal concentrations in the digested sludge* (Unit: mg/kg)

116


Constituent Typical

Arsenic 10

Boron 33

Cadmium 16

Cobalt 4

Chromium 890

Copper 850

Mercury 5

Manganese 260

Molybdenum 30

Nickel 82

Lead 500

Zinc 1,740

Source: From U.S. EPA (1987) and Sommers (1980)(Move to Annex)

TEL (Threshold Effect Level) and PEL (Probable Effect Level) of trace contaminants

Constituent Unit (/dry solids)

Threshold Effect Level

Probable Effect Level

As mg/kg 5.9 17

Cd mg/kg 0.569 3.53

Cr mg/kg 37.3 90

Cu mg/kg 35.7 197

Pb mg/kg 35 91.3

Hg mg/kg 0.174 0.486

117


Constituent Unit (/dry solids)

Threshold Effect Level

Probable Effect Level

Ni mg/kg 18 36

Zn mg/kg 123 315

PCB µg/kg 34.1 277

Phenanthrene µg/kg 41.9 515

Benzo(a)Anthracence

µg/kg 31.7 385

Benzo(a)Pyrence µg/kg 31.9 782

Chrysene µg/kg 57.1 862

Pluoranthene µg/kg 111 2,355

Pyrene µg/kg 53 875

Chlordane µg/kg 4.5 8.9

Dieldrin µg/kg 2.85 6.67

p,p’ – DDD µg/kg 3.54 8.51

p,p’ – DDE µg/kg 1.42 6.75

DDT µg/kg 7 4.45

Endrin µg/kg 2.67 62.4

Heptachlor epoxide µg/kg 0.6 2.74

Lindance (ɤ-BHC) µg/kg 0.94 1.38

Sources: Sherri L.Smithet at., A Preliminary Evalution of Sediment Quality Assessment for Freshwater Ecosystems

Metal concentrations and loading rates for land reclamation of digested sludge

118


Pollutants Typical concentration

(mg/kg)

Ceiling concentration

(mg/kg)

Cumulative pollutant loading

rate

(kg/ha)

Annual pollutant

loading rate

(kg/ha)

Arsenic 10 75 41 2.0

Cadmium 16 85 39 1.9

Chromium 890 - - -

Copper 850 4300 1500 75

Lead 500 840 300 15

Mercury 5 57 17 0.85

Molybdenum 30 75 - -

Nickel 82 420 420 21

Selenium - 100 100 5.0

Zinc 1740 7500 2800 140

Source: U.S. EPA (1987) and Sommers (1980)

Allowed contents of As, Cd, Cu, Pb, Zn in soil (TCVN 7209:2002)

Unit: mg/kg dry soil

Parameter For agriculture

For forestry

For living For services

For industry

1. Arsen (As) 12 12 12 12 12

2. Cadimi (Cd)

2 2 5 5 10

3. Copper (Cu)

50 70 70 100 100

4. Lead (Pb) 70 100 120 200 300

5. Zinc (Zn) 200 200 200 300 300

English standard on the land contamination

Unit:mg/kg dry soil

Parameter Uncontaminated

Slightly contaminated

Average contaminated

Heavily contaminated

Very heavily contaminated

119


Copper (Cu)

0-100 100-200 200-500 500-2500 >2500

Lead (Pb) 0-200 200-500 500-1000 1000-5000 >5000

Cadimi (Cd)

0-1 1-3 3-10 10-50 >50

Source: Extracted form Kelly Indices’s Standard (Former)

Standards on the concentration of heavy metals in the sludge in the developed countries Unit: mg/kg

Country Year Cd Cu Cr Ni Pb Zn Hg

EU 1986 1 – 3

50 – 140

100 - 150

30 – 75

50 – 300

150 - 300

1 – 1.5

France 1988 2.0 100 150 50 100 300 1

Germany 1992 1.5 60 100 50 100 200 1

Italy 3.0 100 150 50 100 300 -

Japan 1990 1.0 50 100 30 50 150 1

England 1989 3.0 135 400 75 300 200 1

Denmark 1990 0.5 40 30 15 40 100 0.5

Poland 1995 0.5 100 200 60 60 150 0.2

Norway 0.5 50 100 30 50 150 1

Switzerland

1.0 40 30 15 40 100 0.5

America 1993 20.0 750 1,500 210 150 1,400 8

Sources: www.mindfull.org/pestiside/Sewage-Sludge-Pros-Cons.htm

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http://www.mindfull.org/pestiside/Sewage-Sludge-Pros-Cons.htm


Appendix M. OEP Emergency activities occur in the following four phases (Hulme, 1986):

- Preparedness (planning)+ Develop EOPs and test them.+ Inventory local resources+ Initiate emergency management contacts (individuals, state and federal

programs, and private and public organizations)

- Mitigation+ Train personnel in emergency preparedness procedures.+ Correct improper O&M practices such as deferred preventive maintenance.

- Response+ Alert the public when necessary+ Mobilize emergency personnel and equipment+ Evacuate plant personnel and nearby resident when necessary

- Recovery + Reconstruct or rehabilitate structures and equipment+ Conduct public information and education programs+ Develop hazard-reduction programs

The first step in the planning process is to identify the hazards and dangers faced by the plant. Typical natural and cause hazards and resultant dangers are shown in table 4-5. Goals, objectives, and priorities for a particular plant for each process can be established based on the identified dangers. A vulnerability analysis provides a useful tool for formulating an EOP for each potential situation.

Emergency flow chart. This chart should be the first page of the binder so that anyone responding to an emergency can proceed to resolve the emergency problem.

Contact lists. All contact lists should contain name, organizational position, location telephone numbers (including home, cellular phones, and pagers, if appreciate), and radio call numbers/name, if assigned.

Chain of command. This item identifies the line of authority in an emergency.

Organization chart of duties. This chart identifies each group and its emergency activities.

Demand assessment forms.

List of facility. This list includes names, addresses, and telephone numbers of all WWTPs, administrative offices, field offices, pumping plants, and other installations.

Emergency equipment list. The list identifies all heavy equipment and vehicles by their location.

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Clean-up contractors.

Mutual aid agreements. This information should include the name of the organization that will assist, means of contact by telephone or radio, and the type of mutual aid to be provided.

Public information procedures. These procedures cover public communications about the emergency and response activities.

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Appendix N. MONITORING THE EFFICIENCY OF TREATMENT PLANT

The parameters, frequency of sampling and the sampling methods are presented in the table 6-3. The analytical results should be included in the set of operational documents of the plant. These data illustrate the performance of each treatment process, forecast and anticipate risks. Therefore, it will be helpful for controlling the process as well as provide an appropriate maintenance schedule. Moreover, this kind of document is very important because it provides local managers the profile of performance of each facility.

Table 0-36: Location, parameter and frequency of sampling for the treatment facilities

Treatment Facilities

Sampling location

Parameter Usagea Frequencya Typea Who is responsible

Report to

Inflow Tank BODTSSpHTKNNH3

PPPPPPPPPP

WWDWW

CCGGG

WWTP DONRE

Anaerobic sedimentation pond

Outflow

Sludge

BODTSSDOpH

TSVS

PPPPPCPP

PPPP

WWWD

QQ

CCGG

CC

WWTP DONRE

Alt A: Facultative Ponds

In stream

Treated water

pHDOTemperature

BODTSSpHDOTotal Coliform

PCPCPC

PPPPPPPPPP

DDD

WWWDD

GGG

CCGGG

WWTP DONRE

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Treatment Facilities

Sampling location

Parameter Usagea Frequencya Typea Who is responsible

Report to

Alt B: Trickling Filter

Inflow

Outflow

Outflow of the clarifier

Sludge from the clarifier

BODTSSpH

DONH3

BODTSSDOpHNH3

TSVS

PPPPPC

PCPC

PPPPPPPPPP

PCPC

Db

Db

Db

DW

Db

Db

Db

Db

W

Wb

Wb

CCG

GG

CCGGG

CC

WWTP DONRE

Alt C: Oxidation Ditch

In stream

Outflow

MLSSSVI

BODTSSpHAmmonia

PCPC

PPPPPCPP

DD

Db

Db

WW

CC

CCGG

WWTP DONRE

a D: daily; W: weekly; Q: quarterly; C: component sampling; G: group sampling; PC: process control; PP: plant control b Frequency could be decreased if the accidents rarely occur.

The amounts of samples for each alternative are statistically presented in the table 6-4.

Statistics of sampling number

Alternative Daily Weekly Quarterly

A pH :3 samples

DO :2 samples

Temperature :1 sample

Total coliform :1 sample

BOD :3 samples

TSS :3 samples

pH :1 sample

TKN :1 sample

NH3 :1 sample

DO :1 sample

TS:1 sample

VS:1 sample

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Alternative Daily Weekly Quarterly

B pH :4 samples

BOD :2 samples

TSS :2 samples

DO :2 samples

BOD :2 samples

TSS :2 samples

TKN :1 sample

NH3 :3 samples

DO :1 sample

TS :1 sample

VS :1 sample

TS:1 sample

VS:1 sample

C pH :2 samples

MLSS :1 sample

SVI :1 sample

BOD :1 sample

TSS :1 sample

BOD :2 samples

TSS :2 samples

TKN :1 sample

NH3 :2 samples

pH :1 sample

DO :1 sample

TS:1 sample

VS:1 sample

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Appendix O. O&M COST

The cost of the operation and maintenance of the plant depends on the selected alternative. It is calculated as following:

The O&M cost of the alternative 2 (trickling filter) was estimated in Volume 1 of the Report on Project of CEPT WWTP investment. The O&M costs are described as follows

Labour cost: 378 million VND/year

- Worker: (10 workers) x (1 million VND/month) x (12 months) x (1.5) = 180 million VND

- Technical staff: (3 Technical staff) x (2 millions/month) x (12 months) x (1.5) = 108 million VND

- Director: (1 Director) x (5 million VND/month) x (12 months) x (1.5) = 90 million VND

Energy cost: 722 million/year

(55kW) x (1500 VND/kW) x (8760 (hours/year) = 722 million VND

Chemical cost: 1040 million VND/year

Aluminum = (533 kg/day) x (4200 VND/kg) x (365 days/year) = 848 million VNDPolymer = (17.5 kg/day) x (30,000 VND/kg) x (365 days/year) = 192 million VND

Maintenance cost: 981 million VND/year

(19,620 millions) x 0.05 = 981 million VND

The O&M costs of the Alternative 1 (stabilization pond) and Alternative 3 (Oxidation ditch) are estimated based on those of Alternative 2, difference of energy consumption of treatment process (Figure 7-1) and percentage of energy use for unit process (Figure 7-2).

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Comparison of electrical energy used for different types of treatment processes as a function of flowrate (Source: Metcaft and Eddy, 2003)

Distributions of energy usage in a typical wastewater treatment plant employing the activated-sludge process(Source: Metcaft and Eddy, 2003)

Table 7-2 shows annually O&M costs for three alternatives. The value of 0.65 and 0.15 mean that the energy consumption of trickling filter and facultative pond is equal 65% and 15% of that of oxidation ditch, respectively.

Annually O&M costs for three alternatives (in million VND/year).

Alternative 1 (A1) Alternative 2 (A2)

Alternative 3 (A3)

Labour cost 378 378 378

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Energy cost 722

Chemical cost 1040 1040 1040

Maintenance cost 981

Total cost 1818 3123 4038

Unit cost (VND/m3 of treated water)

712 1222 1580

Note: Energy cost: Maintenance cost:

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