Socialist Republic of Vietnam



World Bank



Public Disclosure Authorized
Report no. E1787 vol. 2




ENVIRONMENTAL IMPACT ASSESSMENT (EIA)




QUY NHON CITY ENVIRONMENTAL
Public Disclosure Authorized

SANITATION SUB-PROJECT


(CEPT)

April 2008


Public Disclosure Authorized












Public Disclosure Authorized

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TABLE OF CONTENT
TABLE OF CONTENT.................................................... ii
LIST OF FIGURES......................................................... vi
LIST OF TABLES .......................................................... vii
CHAPTER 1........................................ INTRODUCTION 1
1.1 INTRODUCTION .................................................................................................................... 1
1.2 LEGAL AND TECHNICAL DOCUMENTS .......................................................................... 1
1.2.1 Legal
base........................................................................................................................ 1
1.2.1.1 Requirements of Vietnamese legislation in Environmental Impacts Assessment . 1
1.2.1.2 Requirements of World Bank on Environmental Impact Assessment................... 2
1.2.1.3 Local documents .................................................................................................... 2
1.2.2 Technical documents in Environmental Impact Assessment (EIA)................................ 2
1.3 ORGANISATION .................................................................................................................... 3
1.3.1 Environmental
screening................................................................................................. 3
1.3.2 Report contents and form ................................................................................................ 4
1.3.3 Research
team.................................................................................................................. 4
CHAPTER 1PROJECT SUMMARY AND DESCRIPTION
1.1 GENERAL INTRODUCTION................................................................................................. 5
1.1.1 Project
implementation
situation..................................................................................... 5
1.1.2 Project principles and objectives..................................................................................... 5
1.1.2.1 Project objectives ................................................................................................... 5
1.1.2.2 Project principles.................................................................................................... 5
1.2 PROJECT DESCRIPTION....................................................................................................... 6
1.2.1 Project
title ...................................................................................................................... 6
1.2.2 Investors .......................................................................................................................... 6
1.2.3 The
design
consultants .................................................................................................... 6
1.2.4 Total investment capital and capital framework ............................................................. 6
1.2.5 Project
Implementation
Progress..................................................................................... 7
1.3 PROJECT LOCATION ............................................................................................................ 7
1.3.1 Proposed
locations........................................................................................................... 7
1.3.2 Site
selection.................................................................................................................... 8
1.4 PROJECT SCOPE .................................................................................................................... 9
1.4.1 Determination of the necessary demand of project ......................................................... 9
1.4.2 Technical
standards ....................................................................................................... 10
1.4.3 Output capacity and treatment requirements................................................................. 10
1.4.3.1 Capacity................................................................................................................ 10
1.4.3.2 Components and characteristics of the influent ................................................... 12
1.4.3.3 Effluent standards................................................................................................. 13
1.4.3.4 Description of the outline of WWTP ................................................................... 13
1.4.3.5 Preliminary and primary treatment ...................................................................... 13
1.4.3.6 Secondary treatment............................................................................................. 14
1.4.3.7 Effluent disinfection before discharge into receiving water ................................ 15
1.4.4 The land requirements and cost estimation for three alternatives ................................. 20
1.4.5 Accompanied
facilities .................................................................................................. 20
1.4.5.1 Access road and raw wastewater pipeline to the treatment plant......................... 20
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1.4.5.2 Effluent pipeline................................................................................................... 21
1.4.5.3 Outlet structures ................................................................................................... 21
1.4.5.4 Chemical storage and handling facilities ............................................................. 21
CHAPTER 2NATURAL, ENVIRONMENT, AND SOCIAL-E
2.1 NATURAL ENVIRONMENT ............................................................................................... 23
2.1.1 Geographical Location, Topography and Geology ....................................................... 23
2.1.1.1 Geographical location .......................................................................................... 23
2.1.1.2 Topography .......................................................................................................... 23
2.1.1.3 Geology ................................................................................................................ 23
2.1.2 Meteorology-
Hydrograph............................................................................................. 24
2.1.2.1 Meteorology ......................................................................................................... 24
2.1.2.2 Hydrography......................................................................................................... 26
2.2 ENVIRONMENTAL STATUS AT THE PROJECT AREA................................................. 26
2.2.1 Air environment status .................................................................................................. 26
2.2.2 Water environment status.............................................................................................. 27
2.2.2.1 Surface water........................................................................................................ 27
2.2.2.2 Thi Nai lagoon...................................................................................................... 28
2.2.2.3 Groundwater......................................................................................................... 28
2.2.3 Biodiversity ................................................................................................................... 29
2.2.3.1 Agricultural ecology at the project site ................................................................ 29
2.2.3.2 Thi Nai Lagoon .................................................................................................... 29
2.3 SOCIO-ECONOMIC CONDITION AT THE PROJECT AREA.......................................... 30
2.3.1 Overview of Socio-Economic Status at Project Area ................................................... 30
2.3.1.1 Residence Status and Income of Household ........................................................ 30
2.3.1.2 Accommodation status ......................................................................................... 31
2.3.2 Status of water supply and sewerage............................................................................. 31
2.3.2.1 Status of water supply .......................................................................................... 31
2.3.2.2 Existing drainage and wastewater treatment status.............................................. 32
2.3.3 Collection of solid waste and septage ........................................................................... 34
2.3.4 Status of flooding .......................................................................................................... 34
2.3.5 Power Supply and Lighting Status ................................................................................ 35
2.3.6 Master plan of Water Supply for Quy Nhon City (until 2020) ..................................... 35
CHAPTER 3ENVIRONMENT IMPACT ASSESSMENT OF T
3.1 ENVIRONMENTAL IMPACT ASSESSMENT IN CASE OF WITHOUT PROJECT....... 36
3.1.1 Phase 1: Q = 7000 m3/day ............................................................................................. 36
3.1.2 Phase 2: Q = 28,000 m3/day .......................................................................................... 37
3.2 OVERVIEW OF THE IMPACTS BY THE CEPT WASTEWATER TREATMENT
PLANT........................................................................................................................................... 37
3.3 IMPACTS IN THE PRE-CONSTRUCTION PHASE........................................................... 40
3.3.1 Land
demand ................................................................................................................. 40
3.3.2 Likelihood of Increased Flooding Chances................................................................... 42
3.4 IMPACTS IN THE CONSTRUCTION PHASE.................................................................... 42
3.4.1 Impacts on the air environment ..................................................................................... 43
3.4.1.1 Air pollution ......................................................................................................... 43
3.4.1.2 Noise pollution ..................................................................................................... 44
3.4.2 Impacts on the water environment ................................................................................ 44
3.4.3 Impacts of solid waste ................................................................................................... 45
3.4.4 Impacts on cultural resource.......................................................................................... 45
3.4.5 Other
impacts ................................................................................................................ 45
3.5 IMPACTS IN THE OPERATION PHASE............................................................................ 46
3.5.1 Start-up
stage................................................................................................................. 46
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3.5.2 Operational
stage........................................................................................................... 47
3.5.2.1 Positive impacts.................................................................................................... 47
3.5.2.2 Adverse impacts ................................................................................................... 47
CHAPTER 4MITIGATION MEASURES OF NEGATIVE EN
4.1 PRE-CONSTRUCTION PHASE ........................................................................................... 68
4.2 CONSTRUCTION PHASE.................................................................................................... 68
4.2.1 Mitigation measures of air pollution ............................................................................. 69
4.2.2 Mitigation measures of noise pollution ......................................................................... 69
4.2.3 Mitigation measures of water pollution......................................................................... 69
4.2.4 Mitigation measures of pollution caused by solid waste............................................... 70
4.2.4.1 Domestic solid waste............................................................................................ 70
4.2.4.2 Dredged sludge and excavated soil ...................................................................... 70
4.2.5 Mitigation measures on the cultural work..................................................................... 70
4.3 OPERATION PHASE ............................................................................................................ 70
4.3.1 Mitigation measures for operation phase ...................................................................... 70
4.3.1.1 Grit chamber + screen: ......................................................................................... 71
4.3.1.2 Trickling filter ...................................................................................................... 71
4.3.1.3 Facultative lagoons............................................................................................... 73
4.3.1.4 Anaerobic lagoon ................................................................................................. 74
4.3.2 Method for mitigation environmental impacts caused by solid waste .......................... 74
4.3.2.1 Solid waste ........................................................................................................... 74
4.3.2.2 Sludge................................................................................................................... 74
4.3.3 Eliminate the impacts of micro-organisms on workers................................................. 74
4.3.4 Mitigation measures for cultural resources ................................................................... 75
4.3.5 Mitigation measures for the receiving water in the operation phase............................. 75
4.3.6 Emergency
operating
plan............................................................................................. 76
4.3.7 Other
measures .............................................................................................................. 77
4.3.7.1 Plant site ............................................................................................................... 77
4.3.7.2 Storage facilities................................................................................................... 77
4.3.7.3 Illumination .......................................................................................................... 77
4.3.7.4 Ventilation............................................................................................................ 77
4.3.7.5 Fire protection ...................................................................................................... 78
4.3.7.6 Hazardous operation............................................................................................. 78
4.3.7.7 Working accidents................................................................................................ 78
4.3.7.8 General safety design consideration..................................................................... 78
CHAPTER 5COMMITMENT ON ENVIRONMENTAL PRO
5.1 IN THE PRECONSTRUCTION AND CONTRUCTION PHASE ....................................... 79
5.2 IN THE OPERATION PHASE .............................................................................................. 79
5.3
COMMITMENT TO FOLLOW ALL VIETNAMESE STANDARDS ON
ENVIRONMENT .......................................................................................................................... 79
5.4 ENVIRONMENTAL MANAGEMENT................................................................................ 79
CHAPTER 6ENVIRONMENTAL MANAGEMENT PLAN
6.1 ENVIRONMENTAL MANAGEMENT PROGRAM ........................................................... 81
6.1.1 Impacts and mitigation measures .................................................................................. 81
6.1.2 Mitigation
measures ...................................................................................................... 81
6.1.2.1 Design phase ........................................................................................................ 81
6.1.2.2 Construction phase ............................................................................................... 82
6.1.2.3 Operation phase.................................................................................................... 82
6.1.3 Environmental
monitoring
program.............................................................................. 82
6.1.3.1 Environmental monitoring program..................................................................... 82
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6.1.3.2 Project performance indicators............................................................................. 82
6.1.3.3 Monitoring implementation of mitigation measures............................................ 82
6.1.3.4 Overall regulatory monitoring.............................................................................. 83
6.2 PROJECT ORGANIZATION FOR ENVIRONMENTAL MANAGEMENT...................... 86
6.3 CAPACITY DEVELOPMENT AND TRAINING................................................................ 87
CHAPTER 7ESTIMATION OF THE COST OF THE ENVIR
CHAPTER 8..............COMMUNITY CONSULTATION 92
CHAPTER 9INSTRUCTION OF SOURCES OF DATA AND
9.1 SOURCES OF DATA ............................................................................................................ 94
9.1.1 References ..................................................................................................................... 94
9.1.2 Sources of Documents, Data prepared by the Project Owners...................................... 95
9.2 METHODS APPLIED DURING THE IMPLEMENTATION OF EIA................................ 95
9.2.1 Field Survey Method ..................................................................................................... 95
9.2.2 Identification
Method .................................................................................................... 95
9.2.3 Quick
Assessment
Method............................................................................................ 96
9.2.4 Forecasting
Method....................................................................................................... 96
CONCLUSIONS AND RECOMMENDATIONS.........97
CONCLUSIONS............................................................................................................................ 97
RECOMMENDATIONS............................................................................................................... 99

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LIST OF FIGURES
Figure 1-1: Location of the CEPT plant ........................................................................................................9
Figure 1-2: General plan of the CEPT.........................................................................................................11
Figure 1-3: Location of the main outlet.......................................................................................................11
Figure 1-4: Scheme of the Alternative 1 .....................................................................................................17
Figure 1-5: Scheme of the Alternative 2 .....................................................................................................18
Figure 1-6: Scheme of the Alternative 3 .....................................................................................................19
Figure 2-1: Anemometric results at Quy Nhn station ...............................................................................25
Figure 2-2: The representative land form at the area location (core zone of Phase1) .................................29
Figure 2-3: The artifical lakes to raise seafood (core zone of Phase 1).......................................................29
Figure 3-1: The location of the temporary outlets of CCESP .....................................................................36
Figure 3-2: Diagram of construction of CEPT plant and its environmental impacts ..................................37
Figure 3-3: Environmental impacts of alternative 1....................................................................................38
Figure 3-4: Environmental impacts of alternative 2....................................................................................39
Figure 3-5: Environmental impacts of alternative 3....................................................................................40
Figure 3-6: Waste generated from the treatment facilities in the Alt 1 .......................................................62
Figure 3-7: Waste generated from the treatment facilities in the Alt 2 .......................................................63
Figure 3-8: Waste generated from the treatment facilities in the Alt 3 .......................................................64
Figure 6-1: Project organizational structure for Environmental Management............................................87

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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 1-2: Structure of capital investment for the CEPT Project ­ Phase 1..................................................7
Table 1-3: Proposed schedule for the project ................................................................................................7
Table 1-4: Estimation of served population in the project area by 2023.....................................................11
Table 1-5: Designed capacity and BOD loading of the plant......................................................................12
Table 1-6: Sepate quality.............................................................................................................................12
Table 1-7: Domestic wastewater quality from some areas in Quy Nhon City ............................................13
Table 1-8: Land demands for three alternatives ..........................................................................................20
Table 1-9: Summary of investment cost of three alternatives .....................................................................20
Table 2-1: Characteristics of Hà Thanh River basin ...................................................................................26
Table 2-2: Results of the air monitoring at Quy Nhn City ........................................................................27
Table 2-3: Water quality of Hà Thanh River at the proposed outlet of CEPT plant (12/2005-01/2006) ....27
Table 2-4: Source of revenue ......................................................................................................................31
Table 2-5: Types of qualification gained by the heads of the household ....................................................31
Table 2-6: Total volume of solid waste in Quy Nhn City (2004) .............................................................34
Table 2-7: The standard of water supply for Quy Nhn City by 2020........................................................35
Table 2-8: Water demand for Quy Nhn City.............................................................................................35
Table 3-1: Land demand for the CEPT plant ..............................................................................................41
Table 3-2: Summary of affected households in site clearance ....................................................................41
Table 3-3: Potential impacts in the construction phase ...............................................................................42
Table 3-4: Emission loading of air contaminants in the construction phase ...............................................43
Table 3-5: The impacts of untreated water onto receiving water bodies.....................................................46
Table 3-6: Adverse effects of three alternatives in the acclimating phase ..................................................47
Table 3-7: The contaminant mass-loading rate before and after operating WWTP with full capacity for
three alternatives ..................................................................................................................................47
Table 3-8: Inputs of the model ....................................................................Error! Bookmark not defined.
Table 3-9: Baseline data of Hà Thanh River in the model ..........................................................................50
Table 3-10: Summary of the modeling result of the effluent dispersion in Ha Thanh river .......................51
Table 3-11: Potential accidents in the operational activities of secondary treaments .................................56
Table 3-12: Location of potential cause of odor in the wastewater treatment system (US.EPA,1985) ......59
Table 3-13: Solid waste generated from the wastewater treatment plant facilities ....................................65
Table 3-14: Risk assessment in contacting with microorganism in wastewater or sludge..........................67
Table 4-1: Mitigation measures for operational incidents in trickling filters..............................................71
Table 4-2: Hazards and dangers leading to emergencies ............................................................................76
Table 6-1: Summary of impacts, meitigation measures and monitoring plan.............................................83
Table 6-2: Responsibility of the parties in the environmental management program.................................87
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Table 6-3: Environmental Training Program ..............................................................................................90
Table 7-1: Estimated Budget Costs for EMP Implementation (in VND)..................................................91
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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.
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- 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
- 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).
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- 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.
- 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).

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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

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. Nguyen Phuoc Dan

EIA Specialist
2.
Dr. Le Hoang Nghiem

Specialist on Modeling
3.
Ms. Vo Thi Phuong Tram

Environmental Assessment
4.
Mr. Huynh Khanh An

Environmental Assessment
5.
Mr. Phm 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
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- 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.
- 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
-
Constructing and replacing the main drainage system with
Collection
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 - Households without toilets can borrow a loan of 3.000.000 VND per
conditions
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

6

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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.
- 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
2,512,359.00
Percentage 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 Table 1-3.
Table 1-3 Proposed schedule for the project
Time Activities

05/2008
Sign the contract to receive the funding from GEF
06/2008
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.
7

---

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. The site of project is showed in Figure 1-1 and Figure 1-2.

Notes



Present planning

Present planning

Public utilities
Military area
Hospitals
Parks
Authorities
Greening area
Tourist area
Future Expansion area
Religious area
Surface water area
College and Training school
Hills/mountains
Residential area
Highway
Sub-urban area
Road
Industry
Crossroad
Store and port
Railway


Figure 1-1: Land use of the surrounding area of the CEPT plant until 2020

8

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An Phu Thinh urban area
Agricultural area
Agricultural and Residential area
Buffer zone
An Phu Thinh
urban area
CEPT
An Phu Thinh
urban area
BAC HA
Industrial
THANH ZONE
cluster

Figure 1-2: Location of the CEPT plant
At present, 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 inh 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 ong Hoi Cities. The objective of CCESP is to:
9

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(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, ong Hoi.

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 1-4) 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.


10

---

Figure 1-3: Location of the main outlet

Table 1-4 Estimation of served population in the project area by 2023
Ward
Population
Estimation of population Percentage Estimation of served
(capita)
(capita)
of served p
opulation (capita)
2003 Rate

2010 2020 2023 population 2010 2020 2023
1 Dong
Da

21.303 1,5% 23.643 27.439 28.692 100%
23.643 27.439 28.692
2 Thi
Nai
11.022 1,5% 12.233 14.197 14.845 100%
12.233 14.197 14.845
3 Tran
Hung
Dao 10.700 1,5% 11.875 13.872 14.411 100%
11.875 13.872 14.411
4 Le
Hong
Phong 14.796 1,5% 16.421 19.058 19.928 100%
16.421 19.058 19.928
5 Le
Loi
13.861 1,5% 15.384 17.853 18.669 100%
15.384 17.853 18.669
6 Hai
Cang
20.450 1,5% 22.696 26.340 27.543 100%
22.696 26.340 27.543
7 Nhon
Binh,

130.000
135.983
25% 32.500
33.985
Nhon Phu and
Bac Ha Thanh
8
Ly Thuong Kiet 5.640
1,5% 6.260 7.264 7.596 49%
3.067 3.560 3.722
9 Tran
Phu
19.259 1,5% 21.375 24.806 25.939 36%
7.695 8.930 9.338
10 Ngo
May
20.335 1,5% 22.569 26.192 27.388 17%
3.837 4.453 4.656
Total



306.930 320.950

168.110 175.789

Refinement



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 1-5.




11

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Table 1-5 Designed capacity and BOD loading of the plant
Parameter

Unit
Year
Phase 1A
Phase 1B
Phase 2
2007-2013
2013-2018
2018-
2023
1 Population
Capita
58,333
116,667
175,000
2
Drainage criteria
l/capita/day 120
120
160
(~80% water supply criteria)
3 Designed
flow
rate
m3/day 7.000
14.000
28.000
4 Infiltration
flow
rate
m3/day (25% of the designed 1.750 3.500 7.000
flow rate)
5 Unstable
coefficient


1.75
6
Maximum flow rate
m3/day
12.250
24.500
49.000
7
Maximum daily flow rate
m3/day 14.000
28.000
56.000
8 Organic
loading
gBOD5/capita.day 40
40
50
9
Total organic loading
KgBOD5 /day
2.300
4.700
8.800
10 BOD concentration
mg/l
340
340
340

Components and characteristics of the raw wastewater and septage

Wastewater Treatment Plant will receive wastewater mainly from residential areas belong to
drainage basin and receive sludge from septic tanks.

CEPT plant will receive raw domestic wastewater from interception sewer line of the
combined sewerage system of the project area. This combined sewerage system will be not
changed into the separate system in the future. According to Decision CP 88/2007 ND-CP
issued on 28th May 2007 on "The sewerage in urban and industrial zones", septic tanks will
be still in function to the combined sewerage system even though WWTP is available in this
system.

The data of septage analysis in Vietnam is not available at the moment. However, the quality
of the septage can be referred in Table 1-6. The domestic wastewater samples were taken
from some areas belonging to Quy Nhon City on 15th June 2007. The quality data of these
samples are shown in Table 1-7.
Table 1-6 Septage quality
United
Europe and Average Data from
Parameters
Japan
Thailand
States
Canada
EPA
TS, (mg/l)
34.106
33.800
38.800
25.000 - 32.000 5.000 ­ 25.400
TVS, (mg/l)
23.100
31.600
25.260
-
3.300 ­ 19.300
TSS, (mg/l)
12.862
45.000
13.000
18.000 - 24.000 3.700 ­ 24.100
VSS, (mg/l)
9.027
29.900
8.720
50 - 70% TSS
3.000 ­ 18.000
BOD5, (mg/l)
6.480
8.343
5.000
4.000 - 12.000
800 ­ 4.000
COD, (mg/l)
31.900
28.975
42.850
8.000 - 15.000
5000 ­ 32.000
TKN, (mg/l)
588
1.067
677
3.500 - 7.500
-
NH3-N, (mg/l)
97
-
157
-
250 ­ 340
Total P, (mg/l)
210
155
253
800 - 1.200
-
Total Coliform,
- -
-
800
-
1.200
-
(MPN/100ml)
Fecal Coliform,
- -
-
-
106 ­ 108
(MPN/100ml)
Alkalinity, (mg/l)
970
-
-
-
-
Oil and grease, 5.600 -
9.090
-
-
(mg/l)
pH
-
-
6.9
7 - 9
7 ­ 8
Grit (%)
-
-
-
0,2 - 0,5
-
(Sources: US EPA, 1984 and Polprasert, 1996)
12

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Table 1-7 Domestic wastewater quality from some areas in Quy Nhon City
Parameters
Unit
MX2
Phu Hoa Pond
Bau Sen
Hoa Lu
pH

6.93
6.84
6.86
7.33
COD mg/l
476
408
524
782
BOD mg/l
120
105
135
195
DO mg/l
4.2
4.2
3.4
3.2
SS mg/l
64
112
194
186
Total nitrogen
mg/l
14.2
20
38.4
11.4
Total phosphorus
mg/l
1.55
1.61
1.74
1.58
Ammonia mg/l
13.4
18.7 36.2
10.2
Fecal Coliform
MPN/100ml
24*104 21*104 11*105 46*104

Effluent standards

In 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.

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,
flocculator 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

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.
13

---

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.

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
14

---

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
BOD5 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 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).

Effluent disinfection before discharge into receiving water

According to the conceptual design, the effluent quality of the CEPT plant should be met the
Vietnamese Effluent Standard TCVN 7222-2002. This standard mentions that the
15

---

disinfection is necessary. However, the standard does not give limited number of pathogens.
Therefore, the option of disinfection in the conceptual design 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. The effluent quality standard TCVN 5945-2005 can be used as a reference in this
case. Typical secondary treatment processes such as activated sludge or trickling filter can
remove as much as 95% of waterborne microorganisms from raw wastewater. Tertiary
treatment (such as coagulation) is capable of even greater removal. Nonetheless, regulatory
agencies require for most receiving waters inactivation or removal of pathogens to lower
levels than those achieved by secondary or tertiary treatments (WEF, 1996: Operation of
municipal wastewater treatment plants ­ Manual of practice No.11). The number of coliform
from activated sludge or trickling filter effluents are about 105-106 MPN/100 ml (Metcalf &
Eddy, 2003: Wastewater engineering ­ treatment and reuse). This value is much higher than
that of the effluent standard TCVN 5945-2005 type B (5 x 103 MPN/100 ml).

However, the disinfection option could be omitted if the stabilization ponds at minimum HRT
of three days are used (ADWF). 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
stabilization ponds could not used.



16

---

1
e
ativ
Altern
e

of th
17
:
Scheme
Figure 1-4

---

2
e
ativ
Altern
e

of th
18
:
Scheme
Figure 1-5

---

3
e
ativ
Altern
e

of th
19
:
Scheme
Figure 1-6

---

1.4.4 The land requirements and cost estimation for three alternatives
The land requirements for each alternative are presented in the table 1-8.

Table 1-8 Land demands for three alternatives
Core Area
Buffer
Total
hectare (ha)
Zone
Area
No. Alternative Phase Phase
hectare
hectare
Total
1A+1B
2
(ha)
(ha)
1
Alternative 1- Facultative pond
24.2
18.2
42.4
115.2
157.6
2
Alternative 2- Trickling filter
6.2
5.7
12.0
79.2
91.2
3
Alternative 3- Oxidation ditch
6.2
5.7
12.0
79.2
91.2

Table 1-9 Summary of investment cost of three alternatives
Phase 1A
Phase 1B
Phase 2
No. Description
(USD) (USD) (USD)
Alternative 1 ­ Facultative Pond
1
Construction and equipment cost
4,890,551
2,501,003
6,863,608
Land acquisition and resettlement
2
cost
3,169,898
0
0
3
Construction supervision cost
400,000
180,000
600,000
4
Contingency

846,045 268,100 746,361

Total cost
9,306,494
2,949,103
8,209,969
Alternative 2 ­ Trickling filter
1
Construction and equipment cost
4,537,746
1,794,588
5,710,238
Land acquisition and resettlement
2
cost
1,834,357 0


3
Construction supervision cost
400,000
180,000
600,000
4 Contingency

677,210
197,459
631,024

Total cost
7,449,314
2,172,047
6,941,262
Alternative 3 ­ Oxidation ditch
1
Construction and equipment cost
5,089,463
2,166,899
6,742,340
Land acquisition and resettlement
2
cost
1,834,357
0
0
3
Construction supervision cost
440,000
200,000
660,000
4
Contingency

736,382 236,690 740,234

Total cost
8,100,202
2,603,589
8,142,574
1.4.5 Accompanied facilities
1.4.5.1 Access road and raw wastewater pipeline to the treatment plant
Access road to the CEPT will be ended from south-east of CEPT to the existing asphalted road
nearby industrial zone, with distance of 150m. As this line crosses the existing drainage channel,
which is being partitioned into many low impoundments for aquiculture ponds but not obstruct
the flood water drainage. Therefore, the proposed road elevation is at +0.60m for the easy
overflow through the low impoundments.

The second access road to CEPT 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 CEPT (and future wastewater treatment plant 1C) to Dien Bien Phu
Street by short access road with length of 100m. The elevation of this road will be determined
based on elevation of Dien Bien Phu Street and finished elevation +2.5m of CEPT ground. The
second access road will facilitate for access to the CEPT in the future and supplement for
construction of dam and protection corridor proposed in the existing project.
20

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1.4.5.2 Effluent pipeline
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.
1.4.5.3 Outlet structures
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.
1.4.5.4 Chemical storage and handling facilities
They are not mentioned in the conceptual design. In general, requirements for chlorine storage
and handling facilities should include provisions for spill control, containment, ventilation,
treatment and storage. Safety devices and precautions must be designed into the chlorine
facilities. The following fundamentals should be involved:
· Chlorine gas is toxic and very corrosive. Adequate exhaust ventilation at floor level
should be provided. The ventilation should be cabled of at least 60 air changes per hour.
· Chlorine storage and chlorinator equipment rooms should be walled off fro the rest of the
plant and should be accessible only from the outdoors.
· Dry chlorine liquid and gas can be handled in black steel piping, but chlorine solution is
highly corrosive and should be handled in schedule 80 PVC piping.
· Adequate storage of standby cylinders should be provided. The amount of storage should
be based on the availability and dependability of the supply and the quantity used.
Cylinders in use are set on scales and the loss of weight is used as a positive record of
chlorine dosage.
· Chlorine cylinders should be protected from direct sunlight in warm climates to prevent
overheating of the full cylinders.
· The chlorine storage and feed facilities should be protected from fire hazards.

21

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Chemical storage facilities are required to prevent shortage of chemicals and consequent out of
service of the chemically enhanced primary treatment. The capacity of chemical storage should
provide at least a 15 to 30 day supply of the chemical at the design average usage (WEF, 1996:
Operation of municipal wastewater treatment plants ­ Manual of practice No.11). The chemicals
used in this CEPT plant are alum, anion polymers and chlorine. All of them can be purchased
easily from local suppliers.


22

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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 Th Ni 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, Ntb=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.
23

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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.
24

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A number of sunny hours

From March to December is much sunny period, 200-300 average sunny hours/month
From 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/month
From 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 2-1: Anemometric results at Quy Nhn station

25

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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 2-1 Characteristics of Ha Thanh River basin
Receivers
Distance
Height
Length
Average Average Density
Basin
to the
of the (Km)
height
Slope
Km/Km2
area
river
source
(m)
(%)
(Km2)
mouths
(m)
Chiep Hà
Thanh
42.0
400
15


0.18
80.2
Cay Cam
Hà Thanh
20.0
225
13


0.27
47.8
Branch
3 Hà
Thanh
8.0 25.0
16 0.24 68.0
Cai
Hà
Thanh
2.0 225
21 96.0
12.2
0.56 108
Ha Thanh
Thi Ni
lagoon

800 58 179 18.3 0.92 539
Source: 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 : - 0,12 m.

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.
26

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Table 2-2 Results of the air monitoring at Quy Nhon City
Location
Results
Traffic frequency
Noise level
CO
SO2
NO2
(no/h)
(dB)
(mg/m3)
(mg/m3)
(mg/m3)
K1
Crossroad of Le Hong
400 72.7
10.305
0.524
0.564
Phong and Tang Bat Ho
K2
ng a Crossroad
500
75.2
8.015
0.786
0.376
K3
Nguyen Thai Hoc ­ Tay
197 69.9
9.16
0.786
0.564
Son Crossroad
K4
Phu Tai Crossroad
143
70.3
6.87
0.524
0.188
TCVN 5937:1995

70*
40 0.5 0.4
Source: 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 virtually 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 2-3: Water quality of Ha Thanh River
Sampling
Sampling
BOD
-
-
5
COD
DO
SS
NH3
NO3
NO2
Total coliform
location
date mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
mg/l
MPN/100ml
T 1
17/12/2005
1,4
1,73
4,72
43
0,92
-
0,016
2.4 x 104
27/12/
2005
0,5
1,91
3,68 62 0,78
0,9
0,014 2.4 x 104
24/01/
2006
0,8
1,6
5,52 13 0,02
0,2
0,002 1.5 x 104

02/06/2006
1,6
3,5
4,94
8
0,16
0,7
0,001
2.4 x 103
T 2
17/12/ 2005
1,3
1,63
4,79
33
0,82
-
0,008
2.4 x 104
27/12/
2005
0,54
2,2 3,7 127 1,33
0,7 0,016 2.4 x 104
24/01/
2006
2,7
6 5,62 27 4,66
0,8
0,007
4.3 x 103
02/06/2006
2,2
4,8
4,78 13 4,32
1,1
0,002
2.4 x 103
T 3
17/12/ 2005
3,5
4,68
4,76
26
1,31
- 0,144 4.3 x 104
TCVN 5942:1995
25 35 2
80
1 15 0.05
104
(Column B)
Note: T1 ­ Ngang Bridge

T2 ­ Phu Hoa lake (upstream of Ha Thanh river)
T3 ­ Outfall of Ha Thanh river to Thi Nai lagoon (downstream of Ha Thanh river)

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. The
downstream water from the effluent outlet is mainly used for tourism and aquaculture/ fisheries
purposes, not for drinking water supply.
27

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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 2006
pH SS BOD5
COD
DO
Coliform
Sampling
(mg/l)
(mg/l)
(mg/l)
(mg/l)
(MPN/100ml)
location
July
Oct to
July to
Oct to
July to
Oct to
July to
Oct to
July to
July to Aug
to Aug
Nov
Aug
Nov
Aug
Nov
Aug
Nov
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.

Table 2-5 shows the quality of wastewater at sewer outlets in Qui Nhon city. In comparison to
the design value (330 mg/l), BOD5 concentration of samples is low. Similarly, total coliform and
total nitrogen are lower than those of typical domestic wastewater (Metcaft and Eddy, 2000) and
canal water that receives domestic wastewater in Ho Chi Minh city (Appendix M). These low
values may be due to high dilution of surface water entering into the drainage sewers.

Table 2-5 Result of analysis of wastewater at sewer outlets in Qui Nhon city in June 2007
Parameter Unit
Location of outlet


MX2
Phu Hoa lake
Bau Sen
Hoa Lu
pH
6.93
6.84
6.86
7.33
COD mg/l 476
408
524
782
BOD5
mg/l 120
105
135
195
SS mg/l
64
112
194
186
Total Nitrogen
mg/l
14.2
20
38.4
11.4
Total phosphorous
mg/l
1.55
1.61
1.74
1.58
Ammonia mg/l
13.4
18.7
36.2
10.2
Total Coliform
MPN/100ml
24*104 21*104 11*105 46*104

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 dug 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, ong a 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.

28

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

Figure 2-2: The representative land form at the Figure 2-3: The artifical lakes to raise seafood
area location (core zone of Phase1)
(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
29

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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.

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 businesses, which create job for 73.800
worker. Not including thousands of individual businesses. Branches, fields have 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
30

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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.
Table 2-6 Source of revenue

Agriculture
Hired labour
Worker
Others
Total
Number of households
16
48
14
19
97
Percentage (%)
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 2-7 Types of qualification gained by the heads of the household

Don't know how to Elementary
Secondary
High
College/university
read and write
school
school
school
No.
4
40
39
10
4
Percentage (%)
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
31

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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
urbanization 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
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
- Thi Nai Lagoon
- Dong Da Lake
- Phu Hoa 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:
32

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- 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.
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 wastewater 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 wastewater 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 wastewater
intrusion.

The domestic wastewater 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 wastewater 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 domestic wastewater
In principle, wastewater from all public utilities (e.g. hospitals, schools, entertainment areas,
etc.,) has to be pre-treated before it is collected into the drainage network. However, in fact, most
of the public utilities have no wastewater treatment plant or some have but their performance
were poor. At present, Quy Nhon city has seven big hospitals, of which four hospitals have the
wastewater treatment plant (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
wastewater treatment plant. However, most of them operate perfunctorily and ineffectively.
Management and operation of the drainage system.
33

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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.
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 wastewater 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 2-8.
Table 2-8 Total volume of solid waste in Quy Nhn City (2004)

Type
Emission rate
Total
Collection rate (%)
(kg/capita.day)
(tons/day)
1.
Urban domestic solid waste
0.8 - 0.9
320
50-60
2.
Rural domestic solid waste
0.2 - 0.3
250
3.
Industrial solid waste
0.1 - 0.2
250
60-70
4.
Clinical solid waste
0.8 - 1.0 (kg/bed.day)
0.2
70-75
Total


820.2

Source: 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
Wastewater Treatment Plant in the north side of Ha Thanh River, Nhon Binh ward is affected by
34

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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).
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 Lake­Con 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 2-9.

Table 2-9 The standard of water supply for Quy Nhn 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 40
Tourism uses
l/capita.day
300
Source: DONRE, 2005
Table 2-10 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 2-10 Water demand for Quy Nhn City


Standards of water supply
Total (m3/day)
2010 2020
2010
2020
Domestic uses
Q1 110
(l/capita.day)

150 (l/capita.day)
30,000 70,000
x population
x population
Public services
Q2 10%
Q1 20%
Q1 3,000
14,000
Street cleaning and Q3 8%
Q1 10%
Q1 2,500
7,000
tree watering
Tourism uses
Q4
300 (l/tourist.day)
300 (l/tourist.day) 720
840
Industrial uses
Q5 40
(m3/ha.day) 40
(m3/ha.day) 10,700
26,300
Loss
Q6 30%
Q1-5 25%
Q1-5 13,500
30,000
Internal uses in WSTP
Q7 5%
Q1-6 5%Q1-6 3,000
7,200
Total
Qtc
63,420
155,340
Source: DONRE, 2005
35

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CHAPTER 3
ENVIRONMENT IMPACT ASSESSMENT OF THE
PROJECT
3.1
ENVIRONMENTAL IMPACT ASSESSMENT IN CASE OF WITHOUT
PROJECT
Prior 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 3-1: 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 = 7,000 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
36

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river has a capacity to accept all of the untreated wastewater. The pollutions will be transmitted
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 3-2: Diagram of construction of CEPT plant and its environmental impacts
37

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

PUMP SUMP
Screenings
(COARSE SCREEN+PUMPS)
Odor
Alum
CHEMICAL ENHANCED PRIMARY
Odor
TREATMENT
Anion Polymer
Sludge
PRIMARY ANAEROBIC
SETTLING POND
Odor
Mosquitoes
CASCADE AERATION
Odor
Odor
FACULTATIVE
POND 1
Mosquitoes
Groundwater
pollution
FACULTATIVE
Mosquitoes
POND 2
Groundwater
pollution
OUTLET

Figure 3-3: Environmental impacts of alternative 1
38

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PUMP SUMP
Solid waste
(COARSE SCREEN+PUMPS)
Odor
Coagulant
CHEMICAL ENHANCED PRIMARY
Odor
TREATMENT
Anion Polymer
Sludge
PRIMARY ANAEROBIC
SETTLING POND
Odor
Mosquitoes and
insects
CASCADE AERATION
Odor
Odor
TRICKLING FILTER
Mosquitoes and
insects
Excess sludge
CLARIFIER
OUTLET
Figure 3-4: Environmental impacts of alternative 2

39

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PUMP SUMP
Solid waste
(COARSE SCREEN+PUMPS)
Odor
Coagulant
CHEMICAL ENHANCED PRIMARY
Odor
TREATMENT
Anion Polymer
Sludge
PRIMARY ANAEROBIC
Excess
SEDIMENTATION POND
Odor
sludge
Mosquitoes and
insects
OXIDATION DITCH
Noise
Sludge
CLARIFIER
OUTLET
Figure 3-5: Environmental impacts of alternative 3

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.
3.3.1 Land demand
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
40

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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.
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 3-1 Land demand for the CEPT plant
Area
Type of land
Area (m2)
Core zone
Living purposes
785
Gardening purposes
81
Agricultural purposes
15,737
Aquacultural purposes
102,997
Total (1)
119,600
Buffer Zone
Living purposes
17,345
Gardening purposes
21,930
Agricultural purposes
751,426
Aquacultural purposes
1,300
Total (2)
792,000
Total (1) + (2)
911,600

The project will affect 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 3-2 Summary of affected households in site clearance
Type of affection
Number
Number of households affected
97
Number of households wanting to live in the resettlement area
91
Number of households wanting to move themselves
6
Number of households having their business affected
3
Number of households losing more than 20% of their agricultural land
65
Number of poor households
16
Number 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
41

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continue to cultivate on their land. However, the construction of the project will affect on their
irrigation channel and rice fields and they also encounter the difficulties in taking care of their
garden when living away from the cultivate land.
3.3.2 Likelihood of Increased Flooding Chances
The WWTP will receive raw wastewater from the combined drainage system in which storm-
water and domestic wastewater are conducted together. Therefore, overflow may occur in large
rainfalls or the floods at which the flow rate of rain water may exceed the capacity of wastewater
pump.
Interceptors of this drainage system to be constructed are facilities for overflow control using
dilution factor. This dilution factor should be addressed in the design of the drainage system.
Overflow of interceptors will be gravitationally conveyed to Thi Nai lagoon.
Impacts of the overflow from interceptors to Thi Nai Lagoon will not be significant because:
- The dilution of storm water flow that is big enough so that the quality of overflow of storm
water and wastewater during the rainfall meet effluent standards;
- The big volume of Thi Nai lagoon will contribute to considerable reduction of the
concentration of pollutants.
Based on the report "Evaluation and Assessment of Impacts of the Flow Pattern and Flooding in
the north of Ha Thanh river, Quy Nhon city, Binh Dinh province", the water level at Ha Thanh
river outfall will be increased significantly in parallel with the construction of the industrial park.
As calculated, the water level will be raised up when it flows through the residential areas and
industrial areas. In general, due to the influence of industrial and residential areas, the water level
raised up is about 15-35cm with the designed storm P=1% and about 10-20cm with P=5%.
Similarly, the researchers also calculated the highest flooding level at Nhon Binh ward is 278cm
(p=1% or frequency of 100 year) or 218cm (p=5% or frequency of 50 year). Therefore, the
levelling height code is suggested about 308cm to prevent impacts of flooding.
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 3-3 Potential impacts in the construction phase
Main activities
Sources
of
potential Representative impacts
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
Activities of transportation -
Noise, dust, air emission from transportation means
material gathering
means
-
Traffic accidents
-
Increased traffic density
Site clearance
Activities of transportation -
Noise, dust, air emission from transportation means
means and construction -
Potential accidents
equipments
-
Damage the local ecology
42

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Main activities
Sources
of
potential Representative impacts
impacts
Dredging and
Activities of dredging -
Water pollution
transferring sludge equipments
-
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 3-4 Emission loading of air contaminants in the construction phase
Loading (kg)
Source
Emission factor
Alt1 Alt2 Alt3
Loading of dredged mud


210,000m3 210,000
m3 210,000
m3
Total of soil for plan
150,000
m3
242,500 m3 263,600
m3
leveling
Number of trips per day*

46 57 59
Dust emitted from site

1 ­ 100 g/m3
150-15,000 kg 242.5-24,250 kg 263.6-26,360 kg
clearance
Dust emitted from

0.1 - 1 g/m3
15-150 kg
24.2-242,5 kg
26.3-263,6 kg
transportation activities
Smoke emitted from
Dust:
4.3 kg/ tons DO
270 kg
380 kg
390 kg
transportation means and
SO2:
0.1 kg/ tons DO
6.5 kg
9 kg
9 kg
construction equipments
NOx:
55 kg/ tons DO
3500 kg
4870 kg
5000 kg
which includes dust
CO:
28 kg/ tons DO
1800 kg
2480 kg
2550 kg
(excluding dust emitted
VOC:
12 kg/ tons DO
800 kg
1062 kg
1090 kg
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.
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.
43

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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 wastewater 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
wastewater 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 are not
considerable and it can be minimized by septic tanks.

Polluted rainwater 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 are 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.
44

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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 Impacts on cultural resource
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. The impacts are assessed similarly with the old graves.
During the construction, it is necessary to avoid using heavy construction equipment around the
temple and the old graves, 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 the construction.
3.4.5 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.;
- 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.;
45

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- 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 microorganism.

In the start-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.
Table 3-5 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 organisms
Microorganism Airborne
diseases
Ammonia and
Eutrophication
phosphorus
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.
46

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Table 3-6 Adverse effects of three alternatives in the acclimating phase
Alt1 ­ Facultative ponds
Alt2 ­ Trickling filter
Alt3 ­ Oxidation ditch
Odor caused by anaerobic
It takes 3-4 weeks for building the It is similar to trickling filter but the
degradation
biofilm
the quality of treated acclimating time is much shorter.
Algea grew in the filling phase
water is not stable.
However, it does not influence on
receivers due to long retention time.

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 Nhn 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. The details data are given in Table 3-7.
- Increase quality of the environment in Quy Nhn 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.

Table 3-7 The contaminant mass-loading rate before and after operating WWTP with full capacity
for three alternatives
BOD SS
Ammonia
Sources

Concentration
Loading rate Concentration
Loading rate
Concentration
Loading rate

(mg/l)
(ton/day)
(mg/l)
(ton/day)
(mg/l)
(ton/day)
- Design data
-(Carl Pro
Without
216 60,5 450 12,6 32 0,9
Consultant)
treatment
- Nguyen
Viet Anh
Appendix D
and
Alternative 1
14
0,4
100
2,8
10
0,3
TCVN 5945-
2005 type B
Appendix D
and
Alternative 2
13
0,4
100
2,8
10
0,3
TCVN 5945-
2005 type B
Appendix D
and
Alternative 3
13
0,4
100
2,8
10
0,3
TCVN 5945-
2005 type B

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. It is suggested that the septage is
47

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collected daily. 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
- 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 Th Ni lagoon will affect
directly these water bodies, scenarios are constructed to predict impacts of all cases. The
simulation is extremely important because Th Ni 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 assess negative impacts on the receiving water
quality:
- Scenario A: Without treatment.
- Scenario B: Primary treatment only. This case represents the operational incidents of
biological treatment facilities. Wastewater is discharged directly into receiving water after
going through the primary treatment.
- Scenario C: Secondary treatment only without primary treatment. This case represents
the operational incidents of primary treatment facilities such as chemical enhance primary
treatment or anaerobic sedimentation pond or lack of chemicals. Effluent from preliminary
treatment is bypassed through primary treatment to the secondary treatment.
- Scenario D: Start-up period. When the plant starts running, trickling filter and oxidation
ditch alternatives must take time to obtain completely growth of micro-organism, whereas
this adaptation is not necessary for facultative pond. In this period, it is assumed that the
plant is run at full capacity, but the BOD removal is about 20%, nitrification efficiency is
insignificant and total coliform reduction is 1 log (90% removal) in trickling filter and
oxidation ditch alternatives (Metcaft and Eddy, 2000). Facultative pond will be filled up in
this period and thus, no effluent discharges into the Ha Thanh river.
- Scenario E: Maintenance period. CEPT plant has two chains for each process. One of
chain may be stopped working for maintenance. It is assumed that the plant is still run at full
capacity, the performance is 50%, 25% and 90% in terms of BOD, TKN removals and
coliform deactivation, respectively.
- Scenario F: Run at the full capacity. The effluent quality in terms of BOD, SS and nitrogen
concentration met the TCVN 7222:2002. No disinfection facility is available for three
alternatives. The removal efficiency and effluent concentration of alternatives are shown in
Table 3-8.


48

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Table 3-8 Removal efficiency and effluent concentration of alternatives
Facility
Removal efficiency, %
Effluent concentration
BOD (b)
5
TKN Total
coliform
BOD5
TKN
Coliform
(mg/L)
(mg/L)
(MPN/100 mL)
Raw wastewater
0
0
0
330
80
1,0 E+07
Primary treatment
60
50
-
130 40 2,5
E+06
(a)
Facultative pond:


-



Pond 1
50
20
40
32
9,0 E+01 (a)
Pond 2
70
40
20
19
6,0 E+00 (a)
Trickling filter
80
50
90 (d) 26
20
2,5
E+05
Oxidation ditch
80
50
90 (d) 26
20
2,5
E+05
Effluent quality standards used

TCVN 7222:2002
TCVN 5945 -2005
Allowed value
30
50
5000(c)
Note:
(a) This value is determined according to the pathogen die-off equation, Chick `s law:
Nt = No e-kt
Where: k - die-off rate constant [k=0.8d-] and
t - hydraulic retention time of pond. t = 2 days for anaerobic sedimentation pond and t = 16 days
for facultative ponds.
(b) FS report ­Volume 1 by Carl Bro.
(c) Because TCVN 7222:2002 does not mention the number of total coliform, it is assumed that the limited
value is referred to Type B of the TCVN 5945-2005 that is effluent quality standards for industrial
wastewater discharging into the receiving water using for aquaculture.
(d) This value was provided by Carl Bro.

Table 3-9 presents effluent quality of alternatives in each scenario. Except scenario E
(maintenance period), the total coliform number of effluent from the facultative pond is less than
the limited value of TCVN 5945-2005 (5,000 MPN/100ml), whereas that of oxidation ditch and
trickling filter are very high.

Table 3-9 Effluent quality of alternatives in the scenarios
Scenario BOD5
DO
TKN
Total coliform
mg/l
mg/l
mg/l
MPN/100 ml
Scenario A: Without treatment
330
0
80
1,0 E+07
Scenario B: Primary treatment only
130
0
40
2,5 E+06
Scenario C: Secondary treatment only:




+ Facultative pond
50
1.0
38
1,7 E+02
+ Trickling filter
66
1.0
40
1,0 E+06
+ Oxidation ditch
66
1.0
40
1,0 E+06
Scenario D: Start-up period




+ Facultative pond
No effluent

No effluent
No effluent
+ Trickling filter
106
0
40
2,0 E+06
+ Oxidation ditch
106
0
40
2,0 E+06
Scenario E: Maintenance period




+ Facultative pond
67
1.0
30
6,3 E+04
+ Trickling filter
67
1.0
30
1,8 E+06
+ Oxidation ditch
67
1.0
30
1,8 E+06
Scenario F: Run at the full capacity




+ Facultative pond
20
2.0
20
6,0 E+00
+ Trickling filter
26
2.0
20
2,5 E+05
+ Oxidation ditch
26
2.0
20
2,5 E+05

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 Ha
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
49

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the CEPT plant. The hydraulic profile and the baseline data of Ha Thanh river are presented in
Table 3-10.
Table 3-10 Baseline data of Hà Thanh River in the model
Parameter
High tide
Low tide
Temperature
oC 25
25
DO mg/L
4.6
4.6
BOD5
mg/L
2.4
2.4
H m

0.84
0.403
Velocity U
m/s
0.163
0.080
Flow-rate Q
m3/s 19.4
3.45
Salinity S
ppt
10.4

Sources: Monitored by the PMU and the consultants (12/2005-01/2006)
BOD, COD and total coliform are modeled for each scenario in the dry season at high tide
regime and low tide. The model is calculated for Phase 2 (28000 m3/day) when the plant serve
for the whole watershed. Hydraulic modeling of receiving water quality has been simulated for
three alternatives of the secondary treatment. The selected parameters for the modeling are DO,
BOD5 and total coliform. The simulation of DO into account both of CBOD (carbonaceous
BOD) and TKN. The modelling results are presented in detail in the Annex D.
The modeling result presents:
(i) Distance of stream from the effluent outlet to location at where the forecasted river
water quality meets Column B of TCVN 5942-1995 (BOD5 = 25 mg/l; DO = 2,0 mg/l;
total coliform = 1.0 E+04 MPN/100ml)
(ii) Distance of stream from the effluent outlet to location at where the forecasted river
water quality reaches to the present baseline water quality of Ha Thanh river. The
present baseline water quality of Ha Thanh river is referred from that of the upstream
of Ha Thanh river in June 2006 (Table 2-3). The selected values are 2.2 mg/l as BOD5;
4.8 mg/l as DO; and 2.4 E+03 MPN/100ml as total coliform number.
(iii) Water quality at the outfall of Ha Thanh river into Thi Nai lagoon at low tide. The
outfall is 2.5 km far from the CEPT plant effluent outlet.










50

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Table 3-11 Summary of the modeling result of the effluent dispersion into Ha Thanh river
Item
Facultative Pond
Tricking Filter
Oxidation ditch
A ­ WITHOUT TREATMENT



Recovery zone of BOD5, DO, and total



coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
5.3 5.3 5.3
DO
8.7
8.7
8.7
Total coliform
15.7
15.7
15.7
+ High tide:



BOD5
0(1)
0(1)
0(1)
DO
10.5
10.5
10.5
Total coliform
20.2 (2) 20.2
(2) 20.2

Recovery zone of BOD5, DO, and total



coliform that reaches to the present baseline
water quality of Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
18.7 18.7 18.7
DO
16.9
16.9
16.9
Total coliform
20.7
20.7
20.7
+ High tide (2):


BOD5
21.0 21.0 21.0
DO
31.9
31.9
31.9
Total coliform
30.5
30.5
30.5
Values of BOD5(mg/L), DO (mg/L), and



total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
42 42 42
DO
3.7
3.7
3.7
Total coliform
4.2E+05
4.2E+05
4.2E+05
B PRIMARY TREATMENT ONLY



Recovery zone of BOD5, DO, and total



coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
1.1 1.1 1.1
DO
4.2
4.2
4.2
Total coliform
10.8
10.8
10.8
+ High tide:



BOD5
0
0 0
DO
0
0
0
Total coliform
10.5
10.5
10.5
Recovery zone of BOD5, DO, and total



coliform that reaches to the present baseline
water quality of Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
14.4 14.4 14.4
DO
12.7
12.7
12.7
Total coliform
15.8
15.8
15.8
+ High tide:



BOD5
13.9 13.9 13.9
DO
24.1
24.1
24.1
51

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Total coliform
20.7
20.7
20.7
Values of BOD5(mg/L), DO (mg/L), and



total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
19 19 19
DO
1.2
1.2
1.2
Total coliform
3.07E+04
3.07E+04
3.07E+04
C SECONDARY TREATMENT ONLY



Recovery zone of BOD5, DO, and total



coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
7.6
7.6
+ High tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
4.5
4.5
Recovery zone of BOD5, DO, and total



coliform that reaches to the present baseline
water quality of Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
12.6 13.2 13.2
DO
10.8
11.4
11.4
Total coliform
0
12.7
12.7
+ High tide:



BOD5
11.2 12.0 12.0
DO
21.0
22.0
22.0
Total coliform
0
14.7
14.7
Values of BOD5(mg/L), DO (mg/L), and



total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
14 15 15
DO
2.4
2.1
2.1
Total coliform
1.1 E+03
4.3E+04
4.3E+04
D ­ START-UP



Recovery zone of BOD5, DO, and total
No effluent


coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
- 0.6 0.6
DO
-
3.7
3.7
Total coliform
-
10.0
10.0
+ High tide:



BOD5
- 0 0
DO
-
0
0
Total coliform
-
9.0
9.0
Recovery zone of BOD5, DO, and total
No effluent


coliform that reaches to the present baseline
of water quality Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
- 14.0
14.0
52

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DO
-
12.2
12.2
Total coliform
-
15.0
15.0
+ High tide:



BOD5
- 13.2
13.2
DO
-
23.4
23.4
Total coliform
-
19.2
19.2
Values of BOD5(mg/L), DO (mg/L), and
No effluent


total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
- 18 18
DO
-
1.6
1.6
Total coliform
-
8.5E+04
8.5E+04
E ­ MAINTENANCE



Recovery zone of BOD5, DO, and total



coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
9.7
9.7
+ High tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
8.3
8.3
Recovery zone of BOD5, DO, and total



coliform that reaches to the present baseline
water quality of Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
12.2 12.2 12.2
DO
10.4
10.4
10.4
Total coliform
4.0
14.7
14.7
+ High tide:



BOD5
10.6 10.6 10.6
DO
20.4
20.4
20.4
Total coliform
2.5
18.5
18.5
Values of BOD5(mg/L), DO (mg/L), and



total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
13 13 13
DO
2.7
2.7
2.7
Total coliform
3.7E+03
7.7E+04
7.7E+04
F ­ FULL CAPACITY



Recovery zone of BOD5, DO, and total



coliform that meets TCVN 5942-1995
(column B) in dry season (distance, km):
+ Low tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
3.0
3.0
+ High tide:



BOD5
0 0 0
DO
0
0
0
Total coliform
0
0
0
Recovery zone of BOD5, DO, and total



53

---

coliform that reaches to the present baseline
water quality of Ha Thanh river in dry
season (distance, km):
+ Low tide:



BOD5
9.1 9.5 9.5
DO
7.3
7.7
7.7
Total coliform
0
8.0
8.0
+ High tide:



BOD5
6.6 7.1 7.1
DO
15.6
16.2
16.2
Total coliform
0
7.0
7.0
Values of BOD5(mg/L), DO (mg/L), and



total coliform (No./100 mL) at the outfall of
Ha Thanh river at low tide:
BOD5
7 8 8
DO
3.9
3.8
3.8
Total coliform
2.2E+03
1.2E+04
1.3E4
Note:
The quality of Ha Thanh river is compared with TCVN 5942-1995 and the quality of Thi Nai lagoon is
assessed with reference to TCVN 5943-1995.

(1) - Value zero (0) means that the pollutant concentration meets the allowed value/baseline value at any
distance ( i.e. dilution of water river flow is big enough to obtain pollutant concentration at the river
section at effluent outlet less than the required value).

(2) ­ Some results of the modelling at high tide shown very long distances toward upstream (more than 20
km). In real condition, these distances may be shorter because the project section of Ha Thanh river is
under semi-diurnal tidal influence, in which flow direction is changed after each of six hours. Due to lack
of detail hydrographical data on hourly velocity and flowrate at river sections, the selected modelling
used in this report is one-flow-direction modelling, of which the results were determined at a constant
velocity of 0.16 m/s and constant flowrate of 19.4 m3/s at high tide.

In the case of the construction delay or without WWTP, the raw wastewater is discharge fully
to the Ha Thanh river. In the dry season at low-tide, when it reaches to Thi Nai lagoon, 2.5 km
far from the effluent outlet, BOD5, DO and total Coliform of the Ha Thanh river outfall are 42
mg/l, 3.7 mg/l and 4.2x105 MPN/100ml, respectively. This case is actually the continuation of
the present trend when domestic wastewater from households are directly discharged into the
surface waters in Qui Nhon city. In comparison to the allowed values of TCVN 5942-1995, the
result of modeling shows that the zone under influence of this untreated wastewater discharge at
high tide is 10.5 km and 20.2 km towards the upstream in terms of DO depletion and total
Coliform contamination, respectively. Whereas, BOD concentration meets TCVN 5942-1995
(BOD5 < 25mg/l) at river section at the effluent outlet due to big dilution at high tide. At low
tide, the influence zone is reached to Thi Nai lagoon for BOD and total coliform contamination
and DO depletion.

Scenario B may occur when the secondary treatment facilities do not work, only the primary
treatment is available. In this case, BOD5 at the outfall of Ha Thanh river meets the TCVN 5942-
1995 (column B) for all alternatives. However, DO is lower than the allowed value and total
Coliform is higher than that of TCVN 5942-1995 (column B). Similarly to scenario A, the
influence zone is stretched to Thi Nai lagoon in terms of DO depletion, BOD and total coliform
contamination. At high tide, Ha Thanh river is not influenced in terms of BOD5 contamination
and DO depletion due to high dilution. However, total coliform contamination reaches to 10.5
km far from the outlet at high tide.

Scenario C may occur when the primary treatment facilities failed, the effluent of preliminary
treatment is bypassed through the primary treatment and flowing to the secondary treatment.
54

---

BOD5 and DO at the outfall of Ha Thanh river meets the TCVN 5942-1995 (column B) for all
alternatives. Total coliform number at the outfall for facultative pond meet the allowed number,
but that of oxidation ditch and trickling filter does not. At both tides, Ha Thanh river is not
influenced in terms of BOD5 contamination and DO depletion. Total coliform contamination
does not take place for facultative pond. However, for trickling filter and oxidation ditch
alternatives, total coliform contamination reaches to 7.6 km and 4.5 km far from the outlet at low
tide and high tide, respectively.

During the start-up phase, the facultative pond is filled up with the effluent from the primary
treatment for 16 days that is the design hydraulic retention time. The effluent will meet the
effluent standard when the pond is full. However, in the oxidation ditch and the trickling filter
alternatives, the performance may obtain 20% removal of BOD5 during the start-up phase that
may take at least two weeks for full growth of bacteria. BOD5 at the outfall of Ha Thanh river
meets the TCVN 5942-1995, but DO and total coliform do not. At low tide, BOD5, coliform
contaminations and DO depletion may occur at the distances of 0.6 km, 10 km and 3,7 km
towards Thi Nai lagoon, respectively for both alternatives.

During maintenance phase, BOD5 and DO at the outfall of Ha Thanh river meets the TCVN
5942-1995 (column B) for all alternatives. Total coliform number at the outfall for facultative
pond meet the allowed number, but that of oxidation ditch and trickling filter does not. At both
tides, BOD5 and DO depletion may not occur for all alternatives. Pathogen contamination on Ha
Thanh river may take place for trickling filter and oxidation ditch at both tides.

When WWTP runs at full capacity, the effluent quality would meet the effluent standards
TCVN 7222-2002. However, this standard does not mention the limited number of 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, total coliform numbers of the river segment from the outlet to outfall
(to Thi Nai lagoon) do not meet the standards at both tides.

In comparison to river water quality baseline, at high tide, (the flow from outlet towards
upstream), DO of the river water (4.8 mg/l) would be recovered at the distance of 15.6 km, 16.2
km, 16.2 km for facultative pond, trickling filter and oxidation ditch, respectively. Coliform
number would be recovered at the distance of 8.0 km for both the trickling filter and oxidation
ditch alternatives. The pathogen contamination may also be heavier at low tide and it may
expand into Thi Nai lagoon. 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 tide (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.

It could be confirmed that the project will not have significant impacts on the sensitive
ecological systems in Thi Nai lagoon because:
55

---

· These ecological systems locate in the north of the lagoon which is upstream of the lagoon, 2
km far from the Ha Thanh river outfall. Therefore, in cases of project delay or operation
incidents, these ecological systems will not be influenced.
· The Thi Nai lagoon is currently contaminated by dispersed wastewater discharge from the
whole Quy Nhon city. When the plant is constructed, it will improve the quality of the water
receiving bodies because the total contaminant loading will be decreased.
· The assimilation capacity of the lagoon is very huge because of its large area (3200ha at low
tide and 5000ha at high tide, which are about 32,000,000 m3 at low tide and 60,000,000 m3 at
high tide).
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 cannot 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 3-12 Potential accidents in the operational activities of secondary treaments
Facultative ponds
Trickling filter
Oxidation ditch
Impacts
Cause
Impacts
Cause
Impacts
Cause
Algae blooming
Shallow water
Increased
High hydraulic Bulking sludge Mixing
Bad maintenance concentration of loading

capacity is not

SS in the outlet
Nitrification
enough.

Huge amount of
High F/M
excess sludge
Low pH
split out
Lack of
Uneven
nutrients
distribution of
untreated water
and collection of
treated water
Mouse
Lack of clearance Odor
High organic
Foaming
In the start-up

of lakeshore

loading

phase
Bad circulation
Short SRT

lack of sludge
in the ditch
Low MLSS
High pH
Lack of DO
Groundwater
Bottom cover is High BOD at the High SS
Fine sludge High SRT
pollution
leaking
outlet
High organic
high SS
High loading


loading
of clarifier
56

---

Facultative ponds
Trickling filter
Oxidation ditch
Impacts
Cause
Impacts
Cause
Impacts
Cause
Scum
Rising bottom
Scum

Low
F/M

sludge
Norcadia
High
existed
concentration of
oil and grease
Uneven
distribution and
collection of
water
Odor
Low pH (<6.5)
Increased
BOD
High loading


in the clarifier Fine sludge
effluent
hard to settle
Mosquitoes and Bad maintenance



insects
Odor
High organic





loading
Bad weather
Uneven
distribution and
collection
Blue algae
High organic




blooming
loading

High 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.

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
57

---

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.

58

---

on

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h
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m
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eatm
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P
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S
S
S
O
V
Water

---

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
60

---

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.

61

---

The generated waste during the treatment process under each alternative is shown in figures 3-6,
3-7, and 3-8.
Wastewater + septage
SS:320 mg/L
PUMP SUMP
Screenings: 1.4 m3 /day
(COARSE SCREEN+PUMPS)
Grits: 0.4 m3 /day
Alum
CHEMICAL ENHANCED PRIMARY

TREATMENT
Anion Polymer
SS:320 mg/L
ANAEROBIC SEDIMENTATION POND
SS:2570 tons/year
SS: 128mg/L
CASCADE AERATION
FACULTATIVE POND 1
Dredging sludge:192 tons/year
FACULTATIVE POND 2
SS: 50mg/L
OUTLET

Figure 3-6: Waste generated from the treatment facilities in the Alt 1

62

---

Wastewater + septage
SS : 320 mg/L
PUMP SUMP
Screenings: 1.4m3/day
(COARSE SCREEN+PUMPS)
Grit: 0.4 m3/day
Alum
CHEMICAL ENHANCED PRIMARY
TREATMENT
Anion Polymer
SS : 390 mg/L
ANAEROBIC SEDIMENTATION POND
SS : 3070 tons/year
SS : 128 mg/L
CASCADE AERATION
TRICKLING FILTER
Excessive sludge
SS: 500 tons/year
CLARIFIER
SS : 50 mg/L
OUTLET
Figure 3-7: Waste generated from the treatment facilities in the Alt 2



63

---

Wastewater + septage
SS : 320 mg/L
PUMP SUMP
Screenings:1.4m3/day
(COARSE SCREEN+PUMPS)
Grit : 0.4 m3/day
coagulant
CHEMICAL ENHANCED PRIMARY
TREATMENT
Anion Polymer
SS : 390 mg/L
ANAEROBIC SEDIMENTATION POND
SS : 3160 tons/year
Excessive sludge
SS: 585 tons/year
SS : 128 mg/L
OXIDATION DITCH
Noise
Returned sludge
CLARIFIER
SS : 50 mg/L
OUTLET

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




64

---

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-

---

Table 3-15 shows that facultative pond treatment produces less sludge than the other alternatives.
Septage collected daily from the households will be treated together with the domestic
wastewater. The physical and chemical characteristics of septage are summarized in the Annex J.
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.

Use of alum and anion polymer (with small dose) may increase inorganic content in the sludge.
Aluminum in the stabilized sludge is a fixed solid (Al(OH)3) that is not a toxic matter. However,
it is not valuable in terms of the plant nutrition. At dose of 70 mg alum per litre of wastewater,
the aluminum content is about 2.6% of total dried sludge. Septage collected from the households
will be treated together with the domestic wastewater.

Total volume two-years-stabilized sludge determined (Table 3-15) for Alternative 1, Alternative
2 and Alternative 3 is 11,700m3; 13,200 m3, and 13,600 m3, respectively. The long detention
time of settled sludge in the anaerobic settling pond (two years) allows for the stabilization of
organic matter, consolidation of the sludge and for a significant die-off of fecal coliforms.

In the sludge removing from the anaerobic settling pond, supernatant is withdrawn and then wet
sludge will be dried to obtain total solids of 40% under sunlight at least two months of the dry
season. This sludge should be frequently mixed to get fully aerobic composting, in which die-off
of pathogen and stabilization of biodegradable solids are completed. 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. A thin layer of sludge can be left on the bottom of the pond to help
begin the biological processes when the pond is put back into operation.

After compost and drying, the content of metals is not reduced and they are still fixed in the
stabilized sludge. Heavy metal concentrations in the stabilized sludge are shown in Appendix L.
Dispose of dry sludge to Long My landfill, or use it to fertilize crops, preferably crops not
intended for human consumption. If used for fertilizer, it should be plowed into the ground.
Never use sludge to fertilize vegetables which are to be eaten raw, such as lettuce and tomatoes.

In the case of disposing sludge into Long My landfill, a brief calculation was done to estimate
the occupational areas for each alternative. It is assumed that the filling height is 15m, the areas
required for three alternatives are presented as following:
- Alternative 1: S = 11,700 m3/15m = 780 m2;
- Alternative 2: S = 13,200 m3/15m = 880 m2;
- Alternative 3: S = 13,600 m3/15m = 910 m2;

These estimated areas are quite small in comparison with the total area of 30ha of Long My
landfill.

Besides, in order to assess the effect levels of the trace metals in the sludge, the TEL (Threshold
Effect Level) or PEL (Probable Effect Level) for individual compounds should be used. 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.
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Impacts on the cultural resources
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. Furthermore, it is recommended
to plant the tree, preferably wide canopy and pleasant aroma.

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 3-15 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 threat
Leptospirosis
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 aerosol. Although it is unable to prevent aerosol generation source, proper
personal hygiene can reduce the possibility of infection.

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, explosibility, falls, jam and contact with wastewater
or sludge.

- Fallings 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, etc.

- 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.
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- Minimizing transportation time by reasonably arranging vehicles, materials which may less
impact the community surrounding project area.
- 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
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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.
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.
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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
4.3.1.2 Trickling filter
Mitigation measures for the operational incidents in tricking filters are presented in Table 4-1.
Table 4-1: Mitigation measures for operational incidents in trickling filters
Objectionable odors from filter
Excessive organic load Calculating loading
causing anaerobic
Apply chlorine with appropriate dosage
decomposition in filter
Reduce loading by putting more bio-filters in service

Increase BOD removal in primary settling tanks by using all tanks available and
minimizing storage or primary sludge in tanks
Shrub bio-filter off gases
Replace rock media with plastic media
Expand plant
Increase in secondary clarifier effluent suspended solids
Clarifier hydraulically
Check clarifier surface overload rate; if possible, reduce flow to clarifier to less than
overloaded
35 m3/m2/day by reducing recirculation or putting an additional clarifier into service

Expand plant
Denitrification in clarifier
Increase clarifier sludge withdrawal rate
Increase 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 Increase clarifier sludge withdraw rate
biofiter because of changes Identify and eliminate source of wastewater causing the upset
in wastewater
Enforce sewer-use ordinance
Equipment malfunction in Check for broken sludge collection equipment and repair or replace broken equipment
secondary clarifier
Short-circuiting of flow Level effluent weirs
through secondary clarifier Install clarifier center pier exit, baffles, effluent weir baffles, or other baffles to
prevent short-circuiting
Increase in secondary clarifier effluent BOD
Increase in secondary See corrective actions for increase in secondary clarifier effluent suspended solids
clarifier effluent BOD
Excessive organic loads on Calculating loading
filter
Reduce loading by putting more biofilters in service
Increase BOD removal in primary settling tanks by using all tanks available and
minimizing storage of primary sludge tanks
Eliminate high strength side streams within plant
Expand plant
Undesirable biological
Undesirable biological growth on media
growth on media
Ponding on filter media
Excessive biological
Reduce organic loading
growth
Slow down distributor
Increase hydraulic loading to increase sloughing
Flush filter surface with high pressure stream of water
Chlorinate filter influent for several hours; maintain 1-2mg/l residual chlorine on the
filter
Flush filter for 24 hours
Shut down filter until media dries out
Poor media
Replace media
Poor housekeeping
Remove debris from filter surface, vent pipes, underdrains, and effluent channels
Filter flies (Psychoda )
Insufficient wetting of Increase
hydraulic
loading
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filter media. A continually Unplug spray orifices or nozzles
wet environment is not Use orifice opening at end of rotating distributor arms to spray filter walls
conductive to filter fly
breeding and high wetting
rate wash fly eggs form the
filter
Filter environment nodule Flood filter for several hours for each week during season; maintain a 1-2 mg/l
conductive to filter fly chlorine residual on the filter
breeding
Poor housekeeping
Keep area surrounding filter mowed, remove weed and shrubs

a. Trickling filter without disinfection facility in the interim

It is assumed that the selected technology is trickling filters, the EA modeling shows that the
level of coliform in the effluent exceed the standards. To mitigate this problem, the following
measures are proposed:

· A design of the future disinfection facility should be provided. If chlorination with chlorine is
selected, amount of chlorine to be used daily will be 56 kg ­ 220 kg/day.
· PMU will strictly carry out (through outsourcing services) the monitoring of Coliform level
as specified in the EMP. If the level will persist exceeding the standards for one year then the
disinfection facility will be constructed and put into operations
· At the commissioning of the WWTP, as a precautionary measure, PMU will put warning
signs along the Ha Thanh river from Doi bridge down to the Thi Nai lagoon so that water
from the river will not be used for drinking and bathing purposes unless the monitoring result
has shown satisfactory level.

b. Trickling filter followed by disinfection facility

It is assumed that chlorination with chlorine gas (Cl2) as disinfectant was selected. For many
years, WWTP designers have selected chlorine because of its ability to disinfect wastewater with
relatively low dosages (2 to 8 mg/L for activated sludge/trickling filter effluents).

Chlorine is a poisonous, reactive, greenish-yellow gas, heavier than air, slightly soluble in water.
It is also a strong oxidation chemical (reacts with moisture to form acids; very irrigating and
corrosive to eyes, mucous membrane, teeth; reacts with many chemical to cause fires and
explosions). The disadvantages of chlorine use for wastewater disinfection includes its lasting
toxic effect on aquatic life and potential hazard issues related to employees and general public.

Chlorination handling

The potential negative impacts on the environment and operator's health and the mitigation
measures for chlorination are shown in Table 4-2.

Table 4-2 The potential impacts on the environment and operation's health and the mitigation
measures
Item
Potential problems
Mitigation measures
Presence of chlorine leaks
Personal injury and corrosion of
- Work with trained assistant, wear
nearby equipment and electronics
self-contained breathing apparatus
(SCBAs), and follow all appropriate
safety procedures when closing
container or cylinder main valve and
evacuating chlorination pipe
network.
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- Repair all leaks immediately.
- Notify emergency response teams
if required.
- Use automatic leak detection
equipment for chlorine gas to
prevent majors leaks.

Chlorine gas coming out of solution
- Repair all solution leaks
immediately.
- Evacuate chlorine network and
repair PVC pipes.
- Follow all appropriate safety
procedures when working with any
type of chlorine leaks.
- Use automatic leak detection
equipment for chlorine gas to
prevent majors leaks.
Chlorine residuals
- Toxic to fish and other aquatic life. - Dechlorinate chlorinated effluents
- Potential to form trihalomethanes
by using sodium metabisulfite or
(THM) with organics in receiving
sodium bisulfite or H2O2.
waters

Some key elements of a chlorination system preventive maintenance program are listed below:
- Weight chlorine containers and cylinders on a schedule basis. Consult chlorine supplier for
details.
- Test the alarm circuitry of the chlorine ­leak detector on a scheduled basis.
- Check the operability of the leak detector air fan.
- Clean frequently components of chlorination system such as chlorinator rotameter, V-notch,
strainers, filter on pressure-reducing valves, etc.

Unloading and storage of chlorine

These following should be considered in unloading and storing chlorine container:
- Properly trained employees must supervise unloading operations
- The operator must have protective eyewear, gloves, and clothing.
- Emergency showers and eyewashes should be as close to the unloading station as possible.
- Smoking should not be allowed in chemical unloading area, and unloading should be done
during daylight hours.
- Receiving and unloading areas and safety precautions applicable to handling single unit
railroad tank cars, car trucks, or other shipping containers are subjects to Vietnamese
regulations for hazardous materials.
- Storage areas should be clean, cool, properly ventilated, and protected from corrosive vapors
and dampness. Because chlorine gas is heavier than air, the ventilation should be drawn from
the floor.
- Storage areas should be equipped with leak detection equipment.

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/l
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Mosquitoes, 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 pond by spraying to establish thin layer of aerobic water
+ Leakage through bottom or sides
+ The new liner should be replaced.
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.
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 bacterial 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.
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- 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.
- 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, communication devices in the surrounding areas to warn people not to
swim at the river near the outlet.
To minimize the negative impact by pathogen excess during the trouble shooting of incidents,
chlorine facilities should be kept operation at high dose of chlorine of 10-30mg/l (US.EPA 1986,
Design Manual- Municipal Wastewater Disinfection) to meet the US effluent standard (1000
MPN/100ml) for primary effluent. The trouble shooting should be implemented as soon as
possible.

4.3.6 Mitigation measures for aquaculture and irrigation of Thi Nai lagoon
In 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 Nhn). The standard of irrigation
purpose complies to TCVN 6773:2000 and the standard of water quality for aquaculture
complies to TCVN 6774:2000.
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Although the impacts on shrimp farm are not significant, these measurements are proposed to
lessen the possible impacts. Mitigation measure for shrimp farm are presented as following:
- Shrimp farm should build water intake ditch and water discharge ditch. The intake ditch is
located the upstream and the discharge ditch is located the downstream of river/lagoon.
- Settling pond for influent and facultative pond for effluent of shrimp pond are recommended,
- Oxidants such as Chlorine or H2O2 can be used for disinfection of pathogen at settling pond.
- Water quality should be monitored frequently (such as fecal coliform, DO, pH, nitrogen
concentration, suspended solids, etc.) to minimize shrimp decrease and to enhance shrimp
growth.
Similarly, these measures are suggested for the paddy fields locating upstream of the effluent
outlet. Mitigation measures for vegetable farms or paddy field located at upstream of the Ha
Thanh river that can be under pathogen influence of wastewater discharge from the CEPT plant:

- They should not taken the irrigation water at low tides
- The manager of CEPT should give warning about posibility of pathogen contamination to the
communities under the influence as soon as incident is happen and inform them the measure
and time for troubling shooting.
4.3.7 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 4-3: Hazards and dangers leading to emergencies
Hazards Dangers
Natural
Earthquake
Sewer collapse, building collapse, hazardous material release, possible flooding, power failure
Flood
Electrocution, fire from electrical shorts, hazardous material release, power failure
Tornado
Building collapse, hazardous material release, power failure
Winter storm
Power failure, plant inaccessible to employees
Human
Chemical
Damage to the environment, skin and mucous membrane burns; death by inhalation,
release
explosions, fire or a combination of these
Supply
Shutdown of operation
shortage
Fire
Death or injury to employees, shutdown of plant processes
Strike
Shutdown of plant processes
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4.3.8 Other measures
4.3.8.1 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 or more topping strands of barbed wire and accessing 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.
4.3.8.2 Storage facilities
The following consideration apply to storage areas and facilities:
- Include sufficient space for material handling during peak flow demands
- 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.
4.3.8.3 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.
4.3.8.4 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;
77

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- Force ventilation that is automatically actuated when chlorination rooms, chemical handling
rooms, and laboratories are occupied.
4.3.8.5 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 house-
keeping, dust removal , and cleanup so that fire hazard conditions can be prevented.
4.3.8.6 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.
- Do not allow smoking in any underground structure or enclosure.
- Before entering any below­surface work area, use approved gas indicators to test for oxygen
deficiency and the presence of dangerous gases.
4.3.8.7 Working accidents
Falls are the second largest cause of compensation injuries. Ladders 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.
4.3.8.8 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 Nhn city indeed aims at pollution treatment, in particular treatment of
domestic wastewater. This is a measure to improve the environmental conditions of Quy Nhn
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 CONTRUCTION 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 organizations in the design process, construction
and operation phase to control the environmental pollution to meet the environmental standards
79

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and prevent the environmental incidents. They are committed to fully be responsible for any
violation of the international convention and the Vietnam standards.
80

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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
neighborhoods. 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 phase
All 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 phase
In operation phase, project performance indicators shall be regularly measured and monitored.
Besides, method of management and monitoring in environmental management and monitoring
programme 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 program
Environmental 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 indicators
A 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 measures
Monitoring 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 monitoring
Monitoring 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 6-1: Summary of impacts, meitigation measures and monitoring plan
Project
Impacts
Mitigation measures
Monitoring
Who is
Location
Frequency
Report to
activity
responsible
Preconstruction phase




Land

Implement RAP in full
ISMC PMU - During
pre-
WB/DONRE
acquisition
consultation with the
construction
and
PAHs
compensation
Construction phase




Earth work
- Increased
Water spray affected
Air monitoring Contractors Residential
Once a PMU
excavation
dust and
areas

area (upwind) quarter
and land
noise levels
Cover all the materials on Noise (24h
Residential
filling

site
sampling)
area
Prevent the leakage of
Dust, NOx,
(downwind)
materials on the
SOx, CO, THC
transporting route.
Establish the temporary
fence, if necessary
Cover all trucks and
avoid overloading
materials
Clean the trucks
periodically
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Project
Impacts
Mitigation measures
Monitoring
Who is
Location
Frequency
Report to
activity
responsible

Impacts on Apply proper operational
CMC Contractors

At
the
shrine
During
PMU
graves and techniques and avoid
construction
shrine
festival timing
remaining in
the buffer
zone

Impacts on Appropriate clauses
CMC Contractors
At
the
project
During
PMU
cultural
should be included in all
area
construction
resources
construction contracts
regarding the procedures
to be followed in the
event of chance finds of
cultural significant
artifacts or sites
Transportation - Increased Avoid night work shift
Air monitoring Contractors Residential
Once a PMU
of
noise and air and announce working

area (upwind) quarter
construction
emission
schedule to all people in
Noise (24h
Residential
material and
from vehicles
the affected area
sampling)
area
equipment

Use equipments
Dust, NOx,
(downwind)
satisfying the TCVN
SOx, CO, THC
5948:1998 and TCVN
6962:2001
Have 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
- Increased Design the working route
CMC Contractors - During
the PMU
traffic flow
in order to prevent traffic
construction
jam.
Coordinate with local
government to manage
transportation route and
schedule.
Establish the temporary
route for households.

- Damage to Contractors must be
Road surface Contractors At the project During the
PMU
road surface/ responsible for repairing
quality
area
construction
other utilities
and rehabilitation.
Mud dredging Spillage and Use appropriate dredging
ISMC/CMC Contractors
At
the
project
During the
PMU
and disposal
dust during techniques (dry) and
area
construction
transportation
machines
Disposal for Identify appropriate
backfilling
disposal site

Cover all trucks and
ISMC/CMC Contractors
At
the
project
During the
PMU
avoid overloading
area
construction
materials
Clean the trucks
periodically
Worker camps - Generated Rent mobile toilets or
Sanitation
Contractors At
the
project During the
PMU
and workplace domestic
construct temporary
conditions
area
construction
wastewater
sanitation facility

- Generated Provide sanitary bins for
Sanitation
Contractors At
the
project During the
PMU
solid waste
collecting waste
conditions
area
construction
Sign a contract with
URENCO to collect solid
waste daily
- Risk of All workers must follow
Safety
Contractors At
the
project During the
PMU
accidents
the rules and safety
measures
area
construction

program
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Project
Impacts
Mitigation measures
Monitoring
Who is
Location
Frequency
Report to
activity
responsible
Temporary
- obstacle to The storage site could be
Housekeeping Contractors
At
the
project
During the
PMU
storage of
public and constructed temporarily
area
construction
materials and
traffic
or hired from the nearby
excavated soil
houses.
Construction waste will
be collected and stored in
the separated areas and
disposed appropriately.
Sign a contract with
URENCO to collect
solids waste
Operation of
- Oil spillage In case of spillage, it
Sanitation
Contractors At
the
project During the
PMU
vehicles and
and
must be removed safely
conditions
area
construction
equipment
hazardous
to treatment site.
waste
Do not repair pumps and
machines on site. They
must be sent to specific
area.
Operation phase




Effluent
- Impacts on - Strictly follow WWTP
Surface water
Water
Ha Thanh
Quarterly
WB/DONRE
discharge
surface water: Operational Manual
monitoring:
supply and outlet
Ha Thanh
- Timely notify the local
pH, BOD,
drainage
Ha Thanh 1
river and Thi communities of
COD, SS,
company
Bridge
Nai lagoon
operational incidents
TKN, total
(WSDC)
(downstream)
- Regularly dredge river
nitrogen, total
Dôi Bridge
outlet (every 6 months or
phosphorus,
(upstream)
annually) to open the
Total Coliform
Both in ebb-
flow.
and residual
tide regime
- Increase the amount of
chlorine
and flood-tide
coagulants in case of
regime (rainy
operational failures.
seasons and
- Warning signboards for
dry season)
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.
Without
Impacts on
- Monitor Coliform
Total coliform PMU From
Doi
In the
WB/DONRE
disinfection
surface
number for one year
number
bridge to Thi
interim
waters
- Put warning signs
Nai lagoon
Chlorine leaks Impacts on
- Wear SCBA
Ambient
WSDC in
the
plant
in
the WB/DONRE
employees
- Repair all leaks
Chlorine
operation
and corrosion
immediately
concentration
- Use automatic leak
detection equipment
- Notify emergency
response teams if
required.
Excess
Toxic to fish,
Dechlorinate chlorinated
Residual
WSDC
In the plant
In the
WB/DONRE
chlorine
aquatic life.
effluents by using sodium chlorine
operation
residual
Potential to
metabisulfite, sodium
concentrations.
form (THM)
bisulfite.
due to
chlorine
residuals
Operation of
Noise, fume, Regular equipment
Sanitation
Water
At the
In the
WB/DONRE
equipment and leakage of
maintenance
conditions
supply and chemical
operation
chemical
oil, grease
Good housekeeping
drainage
storage house
handling
and
company
chemicals
Risk of
- Impacts on Lining the bottom with
Sanitation
Water
In the plant
Quarterly
WB/DONRE
leakage from
groundwater
HDPE
conditions
supply and
tank, pond and
drainage
drying bed
company
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Project
Impacts
Mitigation measures
Monitoring
Who is
Location
Frequency
Report to
activity
responsible
Sludge
- Impacts of Sign contract with
Sludge
Water
In the plant
Twice a
WB/DONRE
handling
solid waste URENCO
monitoring:
supply and
year
and sludge

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

- Impacts on Establish tree bells
-
the cultural Raise the sign to inform
resources
people about the potential
adverse impacts of the
plant on their health

Workers
- Impacts on Provide training on labor
- Water In the plant
During the
WB/DONRE
worker's
safety and health
supply and
operation
health due to
drainage
contact with
company
micro-
organism

Septage
- odor, flies
Adequate operation.
Air monitoring: Water
At
the Twice a
WB/DONRE
transportation

NH3, H2S, supply and project area
year
and treatment

VOC, dust,
drainage
noise
company
Plant
- odor
Adequate operation.
Air monitoring: Water
Plant office
Quarterly
WB/DONRE
operation

NH3, H2S, supply and Buffer zone
activities

VOC, dust,
drainage
(the shrine)
noise
company
Residential
area (upwind,
in case of
complaints)
Residential
area
(downwind)
6.2
PROJECT ORGANIZATION FOR ENVIRONMENTAL MANAGEMENT
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.

The 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.

86

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WWTP plant
(Water supply and
drainage company)
Project Management
WB, DONRE and other
Unit (PMU)
authorities
Contractors implementing
mitigation measures
CMC
Independent Safeguards
Monitoring Consultant
(ISMC)

Figure 6-1: 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.

6.3
CAPACITY DEVELOPMENT AND TRAINING
Needed 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 6-2: 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
87

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Parties
Responsibility
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
-
Monitor basic construction practices and procedures for mitigating environmental
Management
impacts as described in the EIA.
Consultants (CMC)
-
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.
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
-
Be responsible for detailed design of the safeguards monitoring program in
Safeguard
accordance with regulatory and procedural requirements of the GoV and the Bank.
Monitoring
-
Be responsible for monitoring overall project implementation activities
Consultant (ISMC)
-
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
88

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Parties
Responsibility
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.

89

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Sa

---

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 7-1: Estimated Budget Costs for EMP Implementation (in VND)


Description
Proposed Budget
Source of Budget
1 Implementation of Mitigation Included in the contracts
Loan proceeds
Measures
2 Environmental Training
30.000.000 VND
Budget will be provided by
the CCSEP.
3 Monitoring cost during

Loan proceeds
construction
360.000.000 VND
- ISMC
27.240.000 VND
- Laboratory analysis
4 Environmental Monitoring by Included in the contract
Loan proceeds
CMC
Total
387.240.000

91

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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 the public.
Two rounds of public participation were done in order to address the concerns of
various stakeholders and to ensure that EIA does not leave out any voice. In the
preparation stage of the project, the first round of community consultation with
affected people and NGOs was carried out on 9th June to 10th June, 2007. The second
one was done with the People Committee of Nhon Binh Ward and Front Fatherland's
People Committee of Nhon Binh Ward where the project to be implemented on 27th
December, 2007.

First, 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, NGOs, consultant team, and the project staff
also had discussions about issues relating to land compensation, resettlement and
environmental issues. Relating to the construction of the plant and human
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.

92

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Second, properly implementation above mentioned regulations, the PMU sent the
official letters (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 focused on these
following issues:

1. Opinions on the environmental issues caused by project activities
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.

93

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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.

94

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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
95

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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
96

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CONCLUSIONS AND RECOMMENDATIONS
CONCLUSIONS
The project of construction of the CEPT plant at Quy Nhn 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 ditch
Land area (ha)
157.6 91.1 91.1
Budget



Investment cost (USD)
8,209,969
6,941,262
8,142,574
O&M cost (VND/m3) (+)
712 1,220 1,580
Operation and maintenance
Simplest Medium
Complicated
Technical skills
Simple Normal Skilled
Landscape
Eco-friendly Compacted Compacted
Negative impacts on environment:



Construction phase:



Amount of excavated soil (m3) 150,000 242,500 263,000
Operation 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
Pathogen (MPN/100ml)
0 (*)
2.0x107 2.0x107MPN/day
- Operational stage:



97

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+ 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
Full capacity



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(**), 3.0
0,0(**), 3.0
+ 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
9.1, 7.3, 0 (***)
9.5, 7.7, 8
9.5, 7.7, 8
+ High tide:



BOD5, DO, total coliform
6.6, 15.6, 0 (***)
7.1, 16.2, 7
7.1, 16.2, 7
Values 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
7, 3.9, 2.2E+03
8, 3.8, 1.2E+04
8, 3.8, 1.3E+04
Sludge production (tons of dried
4,677 5,274 5,434
solids/day)
(m3/day) 11,692
13,185
13,585
Potential operation problems
Algal blooming,
High SS, BOD in
Sludge bulking,
mosquito, insects,
effluent, insects,
foaming, high SS
scum, groundwater
odor
and BOD in
pollution
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 oxidation ditches. Instead, oxidation ditch requires higher energy demand and
higher level of workers.
98

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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 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.

99

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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.






























100

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APPENDICES
Appendix A.
VIETNAMESE STANDARDS USED IN EIA REPORT

- TCVN 5937:2005 ­ Air Quality ­ Ambient air quality standards
- TCVN 5938:2005 ­ Air Quality ­ Maximum allowable concentration of
hazardous substance in ambient air
- TCVN 5942:1995 ­ Water quality ­ Surface water quality standards
- TCVN 5943:1995 ­ Water Quality ­ Coastal water quality Standards
- TCVN 5948:1999 ­ Acoustics - Noise generated by land traffic means
when gathering speed - Permitted maximum noise level
- TCVN 5949:1998 ­ Acoustics - Noise in public and residental areas
Maximum permited noise level
- TCVN 7222: 2002 ­ General environmental requirements for central
domestic (municipal) wastewater treatment plants
- TCVN 5945-2005 ­ Industrial Effluent standards


TCVN 5937:1995 ­ AMBIENT AIR QUALITY STANDARDS ­ LIMITTED
VALUE OF POLLUTANTS IN AMBIENT AIR (µg/m3)

yearly average
Hourly Average
Hourly Average
Daily average
(arithmethic
No. Substances
Average of 8
Average of 1 hour
hourly 24 hours
average)
hours

1 SO2 350
-
125 150
2 CO
30,000
10,000
-
-
3 NO2 200
-
-

40
4 O3 180 120 80
-
5 TSP
300
-
200
140
6 PM10

-
-
150
50
7 Pb
-
-
1.5
0.5
Notes: (-)
Not
required

TCVN 5938:1995 ­ AIR QUALITY ­ MAXIMUM ALLOWABLE
CONCENTRATION OF HAZARDOUS SUBSTANCES IN AMBIENT AIR

1. Scope
1.1 This standard specifies maximum allowable concentration of some organic and
inorganic hazardous substances in ambient air.
101

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1.2 This standard is applied to evaluation of ambient air quality and to monitoring of
ambient air pollution status.
1.3 This standard is not applicable to the workplace air quality.
2. Limitation Values
Maximum Allowable Concentrations of Some Hazardous Substances in Ambient Air,
mg/m3
Average
Maximum
Nº
Substances
Chemical Formula over 24hrs One Occasion
1 Acrylonitrile
CH2=CHCN 0,2 -
2 Ammonia
NH3 0,2
0,2
3 Aniline
C6H5NH2 0,03
0,05
4 Anhydrious
vanadium
V2O5 0,002
0,05
5
Arsenic (inorganic compound, as As)
As
0,003
-
6 Hydrogen
arsenic
AsH3 0,002
-
7 Acetic
acid
CH3COOH 0,06 0,2
8 Hydrochloric
acid
HCl
0,06
-
9 Nitric
acid
HNO3 0,15
0,4
10 Sulfuric
acid
H2SO4 0,1
0,3
11 Benzene
C6H6 0,1
1,5
Particles containing SiO2



- dianas 85-90% SiO2 0,05
0,15
12
- diatomic brick 50% SiO2
0,1
0,3
- cement 10% SiO2 0,1
0,3
- dolomite 8% SiO2 0,15
0,5
13
Particles containing asbestos

none
none
14
Cadmium (metal and oxide) as Cd
Cd
0,001
0,003
15 Carbon
disulfide
CS2 0,005
0,03
16 Carbon
tetrachloride
CCl4 2
4
17 Chloroform
CHCl3 0,02
-
18 Tetraethyl
lead
Pb(C2H5)4 none
0,005
19 Chlorine
Cl2 0,03
0,1
20 Benzidine
NH2C6H4C6H4NH2 none
none
21 Chromium-metal
and
compound
Cr
0,0015
0,0015
22 1,2
-Dichlorethane
C2H4Cl2 1 3
23 DDT
C8H11Cl4 0,5
-
24 Hydrogen
fluoride
HF
0,005
0,02
25 Formaldehyde
HCHO
0,012
0,012
26 Hydrogen
sulfide
H2S 0,008
0,008
27 Hydrogen
cyanide
HCN
0,01
0,01
28
Manganese and compound (as MnO2) Mn/MnO2 0,01
-
29
Nickel (metal and compound)
Ni
0,001
-
30 Naphthalene

4
-
31 Phenol
C6H5OH 0,01
0,01
32 Styrene
C6H5CH=CH2 0,003 0,003
33 Toluene
C6H5CH3 0,6
0,6
34 Trichloroethylene
ClCH=CCl2 1 4
35
Mercury (metal and compound)
Hg
0,0003
--
36 Vinylchloride
ClCH=CH2 - 13
37 Gasoline

1,5
5,0
38 Tetrachloroethylene
C2Cl4 0,1
-
Notes: Standard analysis methods of concentration of the substances are specified in available
current TCVNs

102

---

TCVN 5942:1995 ­ WATER QUALITY: SURFACE WATER QUALITY
STANDARD

1. Scope
1.1 This standard specifies parameter limits and maximum allowable concentrations
of pollutants in surface water.
1.2 This standard is applicable to control of quality of a surface water source.
2. Limitation Value
2.1 Parameter limits and maximum allowable concentration of pollutants in surface
water are specified in the table 1
2.2 Standard methods of analysis of parameters and pollutant concentrations of
surface water are specified in available current TCVNs.
Parameter Limits and Maximum Allowable Concentration of Pollutants in Surface
Water
Limitation Value
Nº
Parameter and Substance
Unit
A B
1
pH value
--
6 - 8,5
5,5 - 9
2 BOD5 (20ºC)
mg/l
<4
<25
3 COD
mg/l
<10
<35
4
Dissolved oxygen
mg/l
³ 6
³ 2
5 Suspended
solids
mg/l
20
80
6 Arsen
mg/l
0,05
0,1
7 Barium
mg/l
1
4
8 Cadimium
mg/l
0,01
0,02
9 Lead
mg/l
0,05
0,1
10 Chromium,
Hexavalent
mg/l
0,05
0,05
11 Chromium,
Trivalent
mg/l
0,1
1
12 Copper
mg/l
0,1
1
13 Zinc
mg/l
1
2
14 Manganese
mg/l
0,1
0,8
15 Nickel
mg/l
0,1
1
16 Iron
mg/l
1
2
17 Mercury
mg/l
0,001
0,002
18 Tin
mg/l
1
2
19
Ammonia (as N)
mg/l
0,05
1
20 Fluoride
mg/l
1
1,5
21
Nitrate (as N)
mg/l
10
15
22 Nitrite
(as
N)
mg/l
0,01
0,05
23 Cyanide
mg/l
0,01
0,05
24 Phenol
compounds
mg/l
0,001
0,02
25
Oil and grease
mg/l
not detectable
0,3
26 Detergent
mg/l
0,5
0,5
27 Coliform
MPN/100
ml
5000
10000
28
Total pesticides (except DDT)
mg/l
0,15
0,15
29 DDT
mg/l
0,01
0,01
30
Gross alpha activity
Bq/l
0,1
0,1
31
Gross beta activity
Bq/l
1,0
1,0
Notes:
103

---

· Values in the column A are applied to the surface water using for source of domestic
water supply with appropriate treatments.
· Values in the column B are applied to the surface water using for the purposes other
than domestic water supply. Quality criteria of water for aquatic life are specified in a
separate standars.

TCVN 5943-1995 ­ WATER QUALITY COASTAL WATER QUALITY
STANDARD

1. Scope
1.1 This standard specifies parameter limits and allowable concentrations of
pollutants in coastal water.
1.2 This standard is applied to evaluating the quality of a coastal water source.
2. Limitation Value
2.1 Parameter limits and allowable concentration of pollutants in coastal water are
specified in the following table
2.2 Standard methods of analysis of parameters and concentrations of coastal water
are specified in available current TCVNs.
Parameter Limits and Allowable Concentrations of Pollutants in Coastal Water
Limitation Values
Parameter and
Nº
Unit
Substance
Bathing and
Aquatic
Others
Recreation Area
Cultivation Area
1 Temperature
ºC
30
--
--
2 Odor


unobjectionable --
--
3
pH value

6,5 - 8,5
6,5 - 8,5
6,5 - 8,5
4 Disolved
solid
mg/l
4
5
4
5 BOD5 (20ºC)
mg/l
<20
<10
<20
6 Suspended
solid
mg/l
25
50
200
7 Arsen
mg/l
0,05
0,01
0,05
8
Ammonia (as N)
mg/l
0,1
0,5
0,5
9 Cadmium
mg/l
0,005
0,005
0,01
10 Lead
mg/l
0,1
0,05
0,1
11 Chromium
(VI)
mg/l
0,05
0,05
0,05
12 Chromium
(III)
mg/l
0,1
0,1
0,2
13 Chloride
mg/l
--
0,01
--
14 Copper
mg/l
0,02
0,01
0,02
15 Fluoride
mg/l
1,5
1,5
1,5
16 Zinc
mg/l
0,1
0,01
0,1
17 Manganese
mg/l
0,1
0,1
0,1
18 Iron
mg/l
0,1
0,1
0,3
19 Mercury
mg/l
0,005
0,005
0,01
20 Sulfide
mg/l
0,01
0,005
0,01
21 Cyanide
mg/l
0,01
0,01
0,02
22 Phenol
compounds mg/l
0,001
0,001
0,002
23
Oil and fat film
mg/l
none
none
0,3
24
Oil and fat suspension
mg/l
2
1
5
25 Total
pesticides
mg/l
0,05
0,01
0,05
26 Coliform
MPN/100
ml 1000
1000
1000

104

---

TCVN 5948:1999 ­ ACOUSTIC ­ NOISE EMITTED BY ACCELERATING
ROAD VEHICLES ­ PERMITTED MAXIMUM NOISE LEVEL








Unit :
dB(A)
Permitted level
No
Type of vehicles
Level 1
Level 2
Motorcycles:


1
Maximum speed 30 km/h
70
70
Maximum speed > 30 km/h
73
73
L3 ( Motorcycle ), L4 and L5 (Tri-motorcycles)


CC 80 cm3
75
75
2
80 cm3 < CC 175 cm3
77
77
CC > 175 cm3
80
80
3
Cars ­ Type M1
77
74
Cars - Type M2 and N1:


4
G 2000 kg
78
76
2000kg < G 3500 kg
79
77
Cars ­ Type M2 with G > 3500 kg and M3:


5
P < 150kW
80
78
P 150 kW
83
80
Cars Type N2 and N3 with:


P < 75 kW
81
77
6
75 kW P < 150 kW
83
78
P 150 kW
84
80
Notes:
P : efficient capacity of the engines
CC : working volume of cylinder

G : Maximum allowable gross weight of vehicle

TCVN 5949:1998 ­ ACOUSTICS ­ NOISE IN PUBLIC AND RESIDENTAL
AREAS ­ MAXIMUM PERMITTED NOISE LEVEL






Unit : dB(A)


Time
No
Areas
From 6:00
From 18:00
From 22:00
To 18:00
to 22:00
to 6:00

Special Areas:
50 45
40
1
Hospitals, Libraries, Health
care centers, kindergartens ,
schools Pagodas
2 Residential areas, hotels,
60 55
50
restaurants, office buildings.
3
Mixed areas: Residential within 75 70
50
commercial.

TCVN 7222: 2002 ­ GENARAL ENVIRONMENTAL REQUIREMENTS FOR
CENTRAL DOMESTIC WASTEWATER TREATMENT PLANTS

Safety sanitary distances from WWTPs to residential areas
Capacity of WWTPs, m3/day
Safety sanitary distances, m
200 to 5,000
200
5,000 to 30,000
300
Over 30,000
300 to 500

Domestic wastewater quality after treatment
105

---

Nº Parameter
and
Primery
secondary
Advance
Substance
treatment
treatment
treatment
1
pH
6 to 9
6 to 9
6 to 9
2
BOD, mg/l
100 to 200
10 to 30
5 to 10
3
TSS, mg/l
100 to 150
10 to 30
5 to 10
4
TN, mg/l
20 to 40
15 to 30
3 to 5
5
TP, mg/l
7 to 15
5 to 12
1 to 2


TCVN 5945:2005 ­ INDUSTRIAL EFFLUENT STANDARDS

Parameter and
Permissible value
No.
Units
Substance
A
B
C
1 Temperature
0C 40 40 45
2
pH
--
6 to 9
5,5 to 9
5 to 9
3 Odor
--
Unodour
Unodor
-
4
Color, Co-Pt at pH = 7

20
50
-
5 BOD5
(200c) mg/l
30
50
100
6 COD
mg/l
50
80
400
7 Suspended
Solids
mg/l
50
100
200
8 Arsen
mg/l
0,05
0,1
0,5
9 Mercury

0,005
0,01
0,01
10 Lead
mg/l
0,1
0,5
1
11 Cadmium

0,005
0,01
0,5
12 Chromium
(VI)
mg/l
0,05
0,1
0,5
13 Chromium
(III)
mg/l
0,2
1
2
`14 Copper
mg/l
2
2
5
15 Zinc
mg/l
3
3
5
16 Nickel
mg/l
0,2
0,5
2
17 Manganese
mg/l
0,5
1
5
18 Iron
mg/l
1
5
10
19 Tin

mg/l
0,2
1
5
20 Cyanide
mg/l
0,07
0,1
0,2
21 Phenol
compounds
mg/l
0,1
0,5
1
22 Oil

mg/l
5
5
10
23 grease
mg/l
10
20
30
24 Residual
Chlorine
mg/l
1
2
-
25 PCBs
mg/l
0,003
0,01
-
Phosphoric organic
0,3 1
26
mg/l
Pesticcides
Chloride-organic
0,1 0,1 -
27
mg/l
pesticides
28 Sulfide
mg/l
0,2
0,5
1
29 Fluoride
mg/l
5
10
15
30 Chloride
mg/l
500
600
1000
31
Ammoniac (as N)
MPN/100 ml
5
10
15
32 Total
Nitrogen
mg/l
15
30
60
33 Total
phosphorous
mg/l
4
6
8
34 Total
Coliform
mg/l
3000
5000
-
90% survival of fish for
35 Bioassay

--
undiluted effluent after 96 h of
-
test
106

---

Appendix B.
MAP OF SAMPLING POINTS FOR EVALUTION OF THE EXISTING
ENVIRONMENT QUALITY
Figure B-1 Map of project location and sampling points for evalution of the existing
environment quality
107

---

Figure B-2: Land use of Qui Nhon city until 2020
Appendix C.
108

---

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

109

---

110

---

111

---

112

---

113

---

114

---

115

---

116

---

117

---

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

1. Model Justification

These following scenarios are proposed to assess negative impacts on the receiving
water quality:

- Scenario A: Without treatment.
- Scenario B: Primary treatment only. This case represents the operational
incidents of biological treatment facilities. Wastewater is discharged directly
into receiving water after going through the primary treatment.
- Scenario C: Secondary treatment only without primary treatment. This
case represents the operational incidents of primary treatment facilities such as
chemical enhance primary treatment or anaerobic sedimentation pond or lack
of chemicals. Effluent from preliminary treatment is bypassed through primary
treatment to the secondary treatment.
- Scenario D: Start-up period. When the plant starts running, trickling filter
and oxidation ditch alternatives must take time to obtain completely growth of
micro-organism, whereas this adaptation is not necessary for facultative pond.
In this period, it is assumed that the plant is run at full capacity, but the BOD
removal is about 20%, nitrification efficiency is insignificant and total
coliform reduction is 1 log (90% removal) in trickling filter and oxidation
ditch alternatives (Metcaft and Eddy, 2000). Facultative pond will be filled up
in this period and thus, no effluent discharges into the Ha Thanh river.
- Scenario E: Maintenance period. CEPT plant has two chains for each
process. One of chain may be stopped working for maintenance. It is assumed
that the plant is still run at full capacity, the performance is 50%, 25% and
90% in terms of BOD, TKN removals and coliform deactivation, respectively.
- Scenario F: Run at the full capacity. The effluent quality in terms of BOD,
SS and nitrogen concentration met the TCVN 7222:2002. No disinfection
facility is available for three alternatives. The removal efficiency and effluent
concentration of alternatives are shown in Table D-1.

Table D-1: Removal efficiency and effluent concentration of alternatives
Facility
Removal efficiency, %
Effluent concentration
BOD (b)
5
TK
Total
BOD5
TKN
Coliform
N
coliform
(mg/L)
(mg/L)
(MPN/100
mL)
Raw wastewater
0
0
0
330
80
1,0 E+07
Primary treatment
60
50
-
130 40 2,5
E+06
(a)
Facultative pond:


-



Pond 1
50
20
40
32
9,0 E+01 (a)
Pond 2
70
40
20
19
6,0 E+00 (a)
Trickling filter
80
50
90 (d) 26 20 2,5
E+05
Oxidation ditch
80
50
90 (d) 26 20 2,5
E+05
Effluent quality standards
TCVN
7222:2002
TCVN 5945 -
used
2005
118

---

Limited value
30
50
5000(c)
Note:
(a) This value is determined according to the pathogen die-off equation, Chick `s law:
Nt = No e-kt
Where: k - die-off rate constant [k=0.8d-] and
t - hydraulic retention time of pond. t = 2 days for anaerobic sedimentation pond and t
= 16 days for facultative ponds.
(e) FS report ­Volume 1 by Carl Bro.
(f) Because TCVN 7222:2002 does not mention the number of total coliform, it is assumed that
the limited value is referred to Type B of the TCVN 5945-2005 that is effluent quality
standards for industrial wastewater discharging into the receiving water using for aquaculture.
(g) This value was provided by Carl Bro.

Table D-2 presents effluent quality of alternatives in each scenario. Except scenario E
(maintenance period), the total coliform number of effluent from the facultative pond
is less than the limited value of TCVN 5945-2005 (5,000 MPN/100ml), whereas that
of oxidation ditch and trickling filter are very high.

Table D-2: Effluent quality of alternatives in the scenarios
Scenario BOD5
DO
TKN
Total
mg/l
mg/l
mg/l
coliform
MPN/100
ml
Scenario A: Without treatment
330
0
80
1,0 E+07
Scenario B: Primary treatment only
130
0
40
2,5 E+06
Scenario C: Secondary treatment only:




+ Facultative pond
50
1.0
38
1,7 E+02
+ Trickling filter
66
1.0
40
1,0 E+06
+ Oxidation ditch
66
1.0
40
1,0 E+06
Scenario D: Start-up period




+ Facultative pond
No effluent

No effluent
No effluent
+ Trickling filter
106
0
40
2,0 E+06
+ Oxidation ditch
106
0
40
2,0 E+06
Scenario E: Maintenance period




+ Facultative pond
67
1.0
30
6,3 E+04
+ Trickling filter
67
1.0
30
1,8 E+06
+ Oxidation ditch
67
1.0
30
1,8 E+06
Scenario F: Run at the full capacity




+ Facultative pond
20
2.0
20
6,0 E+00
+ Trickling filter
26
2.0
20
2,5 E+05
+ Oxidation ditch
26
2.0
20
2,5 E+05
The simulation is extremely important because Th Ni 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
119

---

treatment, only alternative 2 is considered and the results will be applied in the other.
The model is calculated in Phase 2 (28000m3/day) when the plant has to serve the
whole watershed. These modeled cases are summarized table D - 1.
2. Modelling Methodology

BOD model

The longitudinal distribution of BOD in Ha Thanh river was modeled by:
Kr
-
x
U
L = L e

(1)
o
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:
Q L + Q L
w
w
r
r
L =

(2)
o
Q + Q
w
r
Where
Qw is the wastewater flowrate, m3/day
Lw is BOD concentration of the effluent, mg/L
Qr is the upstream flowrate, m3/day
Lr 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:
K
K
K
- a x
K L
- r x
- a x
c = c - (c -
U
c)e
-
r o
U
e
- U
e
(3)
s
s


K - K
a
r

Where
cs is saturation concentration of dissolved oxygen in river water, mg/L
Kr is the BOD reaction rate, (1/day)
Ka is the aeration coefficient (1/day), the coefficient given by:
0,67
32
,
5
U
K =
(4)
a
,
1 85
H
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:

U
K
D (K - K )
x =
a
ln
1
(5)
c
- o
a
r
K - K
K
K L
a
r
r
d
o



The initial concentration of DO at the outfall, c0 is calculated by:
120

---

c Q + c Q
w
w
r
r
c =

(6)
o
Q + Q
w
r
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:

x
N = N exp

o
- KB

U
Where
N 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-3)

Table D-3: Some reported overall decay rates for bacteria and viruses
Organism KB (day -1) Remark
Reference a


Coli forms

Total coliform
1 - 5.5
Freshwater-summer (or 20oC), 1
seven location
0.8
Average
freshwater,
20oC 2

1.4 (0.7-3.0)
Seawater, 20oC 3

48(8-84)
From 14 ocean outfall 1
(variable temperature)
Total and fecal
0 ­ 2.4
New York Harbor Salinity; 2- 3
18 Dark sample

2.5 ­ 6.1
New York Harbor Salinity; 3
15 Sun lighted sample
Fecal coliform
37 ­ 110
Seawater, sun lighted
12
E. coli
.08 ­ 2.0
Seawater, 10-30
13
a 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-4: Inputs of the model
Symbol
Full
capacity
Designed year

2023
Designed flow-rate (m3/day)
dF
28,000
Initial BOD concentration a (mg/l)
c.BOD
333
Initial Total nitrogen concentration b (mgN/l)
c.TN
80.00
Initial Coliform concentration b (MPN/100mL)
Coli
1.0E+08
121

---

a 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-5.
Table D-5: Baseline data of Hà Thanh River in the model
Parameter
High tide
Low tide
Temperature T
oC 25
25
DO mg/L
4.6
4.6
BOD5
mg/L
2.4
2.4
H m

0.84
0.403
Velocity U
m/s
0.163
0.080
Flow-rate Q
m3/s 19.4
3.45
Salinity S
Ppt
10.4

Sources: Monitored by the PMU and the consultants (12/2005-01/2006)
4. Coefficients

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

Table D-6: Assumed coefficients in the model
Coefficient
Symbol
Unit
Value
BOD degradation rate at 20oC (Kd)20
day-1 1.000
BOD degradation rate at 25oC (Kd )25 day-1 1.258
Ultimate BOD degradation rate at 25oC Kr
day-1 1.258
Ultimate TKN degradation rate at 20oC KN (20oC)
day-1 0.5
Ultimate TKN degradation rate at 25oC KN (25oC)
day-1 0.735
BODU/BOD5
Fr =

1.2

Table D-7: Aeration coefficients and saturated DO in Hà Thanh River
Calculated coefficients


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

5. The modelling results for the worst case

Detailed modelling results
122

---

The results of the model are presented from Table D-8 to Table D-12, and from
Figure D-1 to figure D-6.

Table D-8: Summary of distance (km) from outlet to return the baseline values at high
tides

Facultative Ponds
Trickling filters
Oxidation ditches
BO
D
Colifor
BO
DO Colifor
BO
DO Colifor
D
O
m
D
m
D
m
Without treatment
21.0
31.
30.5
21.0 31.9 30.5
21.0 31.9 30.5
9
Primary treatment only 13.9
24.
20.7
13.9 24.1 20.7
13.9 24.1 20.7
1
Secondary treatment 11.2 21.
0(*)
12.0 22.0 14.7
12.0 22.0 14.7
only
0
Startup
-
- -
13.2 23.4 19.2
13.2 23.4 19.2
Maintenance 10.6
20.
2.5
10.6 20.4 18.5
10.6 20.4 18.5
4
Full capacity
6.6
15.
0
8.0 3.8 1.2E+4 8.0 3.8 1.2E+4
6
BOD = 2.4 mg/L
DO = 4.6 mg/L
Total coliform = 5x103 no/100Ml
* Meet TCVN5942:1995 values at any distance

Table D-9: Summary of distance (km) from outlet to return the TCVN5942:1995 values
at high tides

Facultative Ponds
Trickling filters
Oxidation ditches
BO
D
Colifor
BO
DO Colifor
BO
DO Colifor
D
O
m
D
m
D
m
Without treatment
0(*) 10.
20.2 0 10.5
20.2 0 10.5
20.2
5
Primary treatment only 0
0
10.5
0
0
10.5
0
0
10.5
Secondary treatment 0 0
0(**) 0 0 4.5 0 0 4.5
only
Startup -
-
-
0
0
9.0
0
0
9.0
Maintenance 0
0
0
0
0
8.3
0
0
8.3
Full capacity
0
0
0 0
0
0
0
0
0
BOD = 25 mg/L
DO = 2 mg/L
Total coliform = 1x104 no/100mL
* Meet TCVN5942:1995 values at any distance

Table D-10: Summary of distance (in km) from outlet to return the baseline values at
low tides

Facultative Ponds
Trickling filters
Oxidation ditches
BO
D
Colifor
BO
DO Colifor
BO
DO Colifor
D
O
m
D
m
D
m
Without treatment
18.7
16.
20.7
18.7 16.9 20.7
18.7 16.9 20.7
9
Primary treatment only 14.4
12.
15.8
14.4 12.7 15.8
14.4 12.7 15.8
7
Secondary treatment 12.6 10.
0(*)
13.2 11.4 12.7
13.2 11.4 12.7
only
8
Startup
-
- -
14.0 12.2 15.0
14.0 12.2 15.0
Maintenance 12.2
10.
4.0
12.2 10.4 14.7
12.2 10.4 14.7
4
123

---

Full
capacity
9.1 7.3
0
9.5 7.7 8.0
9.5 7.7 8.0
BOD = 2.4 mg/L
DO = 4.6 mg/L
Total coliform = 5x103 no/100mL
* Meet TCVN5942:1995 values at any distance


Table D-11: Summary of distance from outlet to return the TCVN5942:1995 values at
low tides

Facultative Ponds
Trickling filters
Oxidation ditches
BO
D
Colifor
BO
DO Colifor
BO
DO Colifor
D
O
m
D
m
D
m
Without
treatment
5.3 8.7
15.7 5.3 8.7 15.7
5.3 8.7 15.7
Primary treatment only 1.1
4.2 10.8
1.1
4.2
10.8
1.1
4.2
10.8
Secondary treatment 0(*) 0 0
0 0 7.6
0 0 7.61.1
only
Startup
- - -
0.6 3.7 10.0
0.6 3.7 10.0
Maintenance 0
0
0
0
0
9.7
0
0
9.7
Full capacity
0
0
0
0
0
3.0
0
0
3.0
BOD = 25 mg/L
DO = 2 mg/L
Total coliform = 1x104 no/100mL
* Meet TCVN5942:1995 values at any distance

Table D-12: Values of BOD, DO (mg/L) and total coliform (no/100mL) at the outfall of
Ha Thanh River at low tides

Facultative Ponds
Trickling filters
Oxidation ditches
BO
D
Colifor
BO
DO Colifor
BO
DO Colifor
D
O
m
D
m
D
m
Without treatment
42
3.7 4.3E+5
42
3.7
4.3E+5
42
3.7
4.3E+5
Primary treatment only 19
1.2 3.07E+
19 1.2 3.07E+4
19 1.2 3.07E+4
4
Secondary treatment 14 2.4
1.1E+3
15 2.1 4.3E+4 15 2.1 4.3E+4
only
Startup -
-
-
18
1.6
8.5E+4
18
1.6
8.5E+4
Maintenance 13
2.7
3.7E+3
13
2.7
7.7E+4
13
2.7
7.7E+4
Full capacity
7
3.9 2.2E+3
8
3.8
1.2E+4
8
3.8
1.2E+4
Baseline of Thi Nai lagoon:
BOD = 15.3 mg/L
DO = 4.4 mg/L
Total coliform = 9.3x103 no/100mL















124

---

DO (mg/l)
8
6
4
2
Without treatment
0
Full capacity - facultative pond
-2
-4
6
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

Figure D-1: DO in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at low tide



DO (mg/l)
6
5
4
3
Without treatment
2
Full capacity - Facultative pond
1
0
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

125

---

Figure D-2: DO in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at high tide


BOD5 (mg/l)
70
60
50
Without treatment
40
Full capacity - facultative
Full capacity - Trickling filter & Oxidation ditch
30
20
10
0
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

Figure D-3: BOD5 in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at low tide


BOD5 (mg/l)
16
14
12
Without treatment
10
Full capacity - Facultative pond
Full capacity - Trickling filter & Oxidation ditch
8
6
4
2
0
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

126

---

Figure D-4: BOD5 in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at high tide


Coliform
(MPN/100ml)
1000000
900000
800000
Without treatment
700000
Full capacity - Facultative pond
600000
Full capacity - Trickling filter & Oxidation ditch
500000
400000
300000
200000
100000
0
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

Figure D-5: Coliform in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at low tide


Coliform
(MPN/100ml)
180000
160000
140000
Without treatment
120000
Full capacity - Facultative pond
100000
Full capacity - Trickling filter & Oxidation ditch
80000
60000
40000
20000
0
0
5000
10000
15000
20000
25000
30000
35000
40000
Distance (m)

127

---

Figure D-6: Coliform in Hà Thanh River for the Scenario A - Without treatment and
Scenario F ­ Full capacity at high tide

Appendix E.
MAP OF ENVIRONMENTAL QUALITY MONITORING POINTS

Figure E-1 Map of environmental quality monitoring points in pre-construction and
construction phases

128

---

Figure E-2 Map of environmental quality monitoring points in operation phases
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


Nhon Binh Ward `s Vietnamese
Socialist Republic of Vietnam
Fatherland Front
Independence ­ Freedom ­ Happiness

No: 02/ UBND-TNMT
Nhon Binh, December 27th, 2007
Public Consultation for the EIA
Report of CEPT project

To: Project Management Unit of the Quy Nhon City's Sanitation Project

According to the official letter No. 512/BQLDA dated on December 21st, 2007 which
was issued by the PMU about the public consultation of the CEPT project, The Nhon
Binh Ward's Committee has the following comments on the EIA report with regards
to activities of the WWTP construction:

1. Comments on the environmental issues caused by project's activities:

In the EIA summary report, the proposed mitigation measures for the environmental
impacts such as dust, noise pollution, surface water pollution, and influences on
drainage system are feasible.

However, in order to minimize the adverse impacts on the environment, the
contractors must strictly follow the procedure of mitigation measures. There is no
other comments. In the construction phase, if there is any problem, the Nhon Binh
Ward will have further comments. The PMU must examine and overcome these
problems.

2. Comments on the mitigation measures:

The mitigation measures of the adverse impacts are clear and specific. However, in
the construction phase, the Nhon Binh Ward will contact with the PMU as soon as
there is any problem. The PMU have to response quickly to these problems.


On the behalf of the Nhon Binh Ward
Vice
chairman







NGUYEN TAN LAN
Nhon
Binh
Ward
Socialist Republic of Vietnam
129

---

People's Committee
Independence ­ Freedom ­ Happiness

No: 96/ UBND-TNMT
Nhon Binh, December 27th, 2007
Public Consultation for the
EIA Report of CEPT
project


To: Project Management Unit of the Quy Nhon City's Sanitation Project

According to the official letter No. 512/BQLDA dated on December 21st, 2007 which
was issued by the PMU about the public consultation of the CEPT project, The Nhon
Binh Ward's Committee has the following comments on the EIA report with regards
to activities of the WWTP construction:

1. Comments on the environmental issues caused by project's activities:

In the EIA summary report, the proposed mitigation measures for the environmental
impacts such as dust, noise pollution, surface water pollution, and influences on
drainage system are feasible. There is no other comments. In the construction phase, if
there is any problem, the Nhon Binh Ward will have further comments. The PMU
must examine and overcome these problems.

2. Comments on the mitigation measures:

The mitigation measures proposed in the pre-construction, construction and operation
phases are clear and specific. However, in the construction phase, the Nhon Binh
Ward will contact with the PMU as soon as there is any problem. The PMU have to
response quickly to these problems.



On the behalf of the Nhon Binh Ward
Chairman






TRAN DUY THU

130

---

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.


No: 2417/ UBND-XD
Quy Nhon, 8th August, 2007
Designing WWTP with
regards to the Vietnamese
Standard TCVN 7222:2002


To: - World Bank in Vietnam

On 17th July 2007, World Bank group worked with the People's Committee of Binh
Dinh Province on the preliminary assessment of the CEPT sponsored by GEF. The
People's Committee of Binh Dinh Province and the leader of the WB group signed
Memorandum of Understanding. At this moment, Peoples' Committee of Binh Dinh
Province would like to express our opinion on the wastewater treatment as following:
the effluent of the WWTP must meet the Vietnamese Standard TCVN 7222:2002 ­
General Requirements on the Environment of the Concentrated Municipal WWTP.
The radius of buffer zone must be in accordance with TCVN 7222:2002.

Best regards,


On the behalf of People's Committee of Binh Dinh Province
Vice
Chairman






NGUYEN VAN THIEN
131

---

People's Committee of
Socialist Republic of Vietnam
Binh Dinh Province
Independence ­ Freedom ­ Happiness

No: 1018/ UBND-XD
Quy Nhon, April 11th, 2007
Location of the WWTP 1B
of Quy Nhon Sanitation
Project


To: - Department of Construction
- Department of Natural Resources and Environment
- Project Management Unit of the Quy Nhon City's Sanitation
Project

According to the suggestion of Ministry of Construction in the Document No.
81/SXD-QHKT dated on 01st March, 2007 on the location of the WWTP 1B of the
Quy Nhon Sanitation Project, Chairman of the People's Committee of Binh Dinh
Province has following comments:

It is agreed for the PMU to change the location of WWTP towards the north of Dinh
River which is located in the west of Dien Bien Phu Street. The DoNRE must be
responsible for leading, cooperating with stakeholders to complete the procedure of
transferring the location before 13th April, 2007.

Director of DoNRE must cooperate with leaders of related organisations.



On the behalf of Chairman
Vice
Chairman






NGUYEN VAN THIEN







132

---

Appendix H.
MAXIMUM NOISE LEVEL GENERATED FROM TRANSPORTATION MEANS

Table H-1: Maximum noise level generated from transportation means
Means Noise level at 1m from the
Noise level at
Noise level at
source (dBA)
20m from the
50m from the
Value Average

source (dBA)
source (dBA)
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
75.0 ÷ 87.0
81.0
55.0

machine
Standard in working place
85
-
TCVN 5949-1998 (6 ÷ 18h)
-
75
Source: Nguyen inh Tuan et al., 2001 (move to Annex)


133

---

Appendix I.
QUANTITY OF WORK DURING THE PRE-CONSTRUCTION

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

Table I-1: Total loading of dredging soil and plan leveling

Alt1 - Facultative ponds
Alt2 - Trickling filter
Alt3 - Oxidation ditch
Location of taking
Sui Tru
materials
Distance
10km
Transportation means
Trucks of 10 tons capacity (equivalent to 12 m3)
Total loading of dredging
150,000 m3
242,500 m3 263,600
m3
soil
Total of transferring turns
150,000m3/ 12m3
242,500m3/ 12m3
263,600m3/ 12m3
= 12,500
= 20,208
= 22,000
Total of transporting
12,500 x 10km x 2
20,208 x 10km x 2
22,000 x 10km x 2
distance
= 250,000 (km)
= 404,160 (km)
= 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:
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)



134

---

Table I-2: 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)

Table I-3: Heavy metal concentration in septage (Unit: mg/L)
Constituent U.S.
mean EPA
mean
EPA
suggested
design
value
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
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)
135

---

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

Table J-1: Sulfur compounds cause odor in the wastewater treatment facilities
Compounds
Chemical formation
Odor
Threshold level
(mg/m3)
Allyl mercaptan
CH2=CH-CH2-SH Heavy coffee and garlic
0.00005
smell
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-
Odor
0.000029
SH
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
CH3SH Rotten
cabbage

0.0011
mercaptan
Propyl mercaptan
CH3-CH2-CH2-SH
Unpleasant smell
0.000075
Source: US.EPA 1985

Table J-2: 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
136

---

Appendix K. DIGESTED SLUDGE AND ITS STANDARDS

Table K-1: 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
K-2-7

Table K-2: Heavy metal concentrations in the digested sludge* (Unit: mg/kg)
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)

Table K-3: 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
Ni mg/kg
18
36
Zn mg/kg
123
315
PCB µg/kg
34.1
277
Phenanthrene µg/kg 41.9
515
137

---

Constituent
Unit (/dry solids)
Threshold Effect Level
Probable Effect Level
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 (-BHC)
µg/kg 0.94
1.38
Sources: Sherri L.Smithet at., A Preliminary Evalution of Sediment Quality Assessment for Freshwater
Ecosystems

Table K-4: Metal concentrations and loading rates for land reclamation of digested
sludge
Pollutants Typical Ceiling
Cumulative pollutant
Annual pollutant
concentration
concentration
loading rate
loading rate
(mg/kg)
(mg/kg)
(kg/ha)
(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)

Table K-5: 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

Table K-6: English standard on the land contamination
Unit:mg/kg dry soil
Parameter
Uncontaminated Slightly
Average
Heavily
Very heavily
contaminated contaminated contaminated contaminated
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)
138

---

Table K-7: 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
139

---

Appendix L.
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.
140

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Emergency equipment list. The list identifies all heavy equipment and vehicles by
their location.
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.


141

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Appendix M.
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 M-1: Location, parameter and frequency of sampling for the treatment facilities
Treatment
Sampling
Parameter Usagea Frequencya Typea Who
is Report
Facilities
location
responsible
to
Inflow Tank
BOD PP
W
C
WWTP DONRE
TSS
PP
W
C
pH
PP
D
G
TKN
PP
W
G
NH3
PP
W
G
Anaerobic
Outflow
BOD
PP
W
C
WWTP DONRE
sedimentation
TSS
PP
W
C
pond

DO
PC
W
G

pH
PP
D
G





Sludge
TS
PP
Q
C

VS
PP
Q
C
Alt A:
In stream
pH
PC
D
G
WWTP DONRE
Facultative

DO
PC
D
G
Ponds

Temperature
PC
D
G





Treated
BOD
PP
W
C
water
TSS
PP
W
C
pH
PP
W
G
DO
PP
D
G
Total
PP
D
G
Coliform
142

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Treatment
Sampling
Parameter Usagea Frequencya Typea Who
is Report
Facilities
location
responsible
to
Alt B:
Inflow
BOD
PP
Db
C
WWTP DONRE
Trickling

TSS
PP
Db
C
Filter

pH
PC
Db
G





Outflow
DO
PC
D
G

NH3
PC
W
G





Outflow of BOD
PP
Db
C
the clarifier TSS
PP
Db
C

DO
PP
Db
G

pH
PP
Db
G

NH3
PP
W
G






TS
PC
Wb
C
Sludge
VS
PC
Wb
C
from the
clarifier
Alt C:
In stream
MLSS
PC
D
C
WWTP DONRE
Oxidation

SVI
PC
D
C
Ditch





Outflow
BOD
PP
Db
C
TSS
PP
Db
C
pH
PC
W
G
Ammonia
PP
W
G
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 M-
2

Table M-2: Statistics of sampling number
Alternative
Daily
Weekly
Quarterly
A
pH :3 samples
BOD :3 samples
TS:1 sample
DO :2 samples
TSS :3 samples
VS:1 sample
Temperature :1 sample
pH :1 sample
Total coliform :1 sample
TKN :1 sample

NH3 :1 sample
DO :1 sample
B
pH :4 samples
BOD :2 samples
TS:1 sample
BOD :2 samples
TSS :2 samples
VS:1 sample
TSS :2 samples
TKN :1 sample
DO :2 samples
NH3 :3 samples
DO :1 sample
TS :1 sample
VS :1 sample
143

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Alternative
Daily
Weekly
Quarterly
C
pH :2 samples
BOD :2 samples
TS:1 sample
MLSS :1 sample
TSS :2 samples
VS:1 sample
SVI :1 sample
TKN :1 sample
BOD :1 sample
NH3 :2 samples
TSS :1 sample
pH :1 sample
DO :1 sample

144

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Appendix N.
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 VND
Polymer = (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).

145

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Figure N-1: Comparison of electrical energy used for different types of treatment
processes as a function of flowrate
(Source: Metcaft and Eddy, 2003)



Figure N-2: Distributions of energy usage in a typical wastewater treatment plant
employing the activated-sludge process
(Source: Metcaft and Eddy, 2003)

Table N-1 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.




Table N-1: Annually O&M costs for three alternatives (in million VND/year).
146

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Alternative 1 (A1)
Alternative 2 (A2)
Alternative 3 (A3)
Labour cost
378
378
378
Energy cost
722


Chemical cost
1040
1040
1040
Maintenance cost
981


Total cost
1818
3123
4038
Unit cost
712 1222 1580
(VND/m3 of
treated water)
Note: Energy cost:
Maintenance cost:








































Appendix H.
TYPICAL CHARACTERISTICS OF DOMESTIC WASTEWATER
147

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Table O-1 Water Quality of Main Canals in Rain and Dry Seasons in HCMC
Tan Hoa - Lo Gom
Tau Hu - Doi - Te
Nhieu Loc - Thi Nghe
Canal
Canal
Canal
Tan Hoa at Tan Hoa
Thi Nghe at Ba Son
Parameter
Tau Hu at Y Bridge
Street
Bridge
High Tide
Low Tide
High Tide
Low Tide
High Tide
Low Tide
28,4
30,0
28,4
29,9
28,5
29,8
Temperature, C
(28,5)
(32,0)
(26,3)
(28,0)
(26,8)
(27,2)
5,9
5,8
6,7
6,6
6,2
6,5
PH
(6,3)
(6,3)
(6,8)
(6,8)
(6,4)
(6,9)
0,0
0,0
2,8
0,0
5,8
0,0
DO, mg/l
(0,0)
(0,0)
(4,6)
(1,9)
(5,7)
(3,2)
Conductivity,
104,0
125,0
306,0
331,0
24,0
52,0
mS/m
(118,0)
(139,2)
(41,0)
(64,0)
(12,4)
(53,3)
326,0
536,0
151,0
251,0
14,0
174,0
BOD5, mg/l
(409,0)
(500,0)
(84,0)
(124,0)
(13,0)
(48,0)
1456,0
988,0
249,0
400,0
28,0
234,0
COD, mg/l
(780,0)
(1178,0)
(125,0)
(200,0)
(40,0)
(86,0)
1420,0
272,0
70,0
216,0
23,0
76,0
Total Solids, mg/l
(54,0)
(420,0)
(67,0)
(92,0)
(14,0)
(25,0)
Total Nitrogen (T-
38,2
46,2
2,0
11,2
1,4
13,2
N), mg/l
(32,3)
(41,0)
(1,9)
(3,1)
(1,2)
(8,9)
Total Phosphorus
2,0
2,9
0,1
0,6
0,1
1,3
(T-P), mg/l
(5,9)
(16,1)
(1,1)
(2,5)
(0,7)
(1,3)
Total Coliform, 1,10E+07
1,50E+07
1,50E+06
2,10E+06
9,30E+04
1.10E+07
MPN/100 ml
(2,10E+06) (1,10E+07) (1,10E+06) (1,50E+06) (2,10E+05) (1.10E+06)
Fecal Coliform, 1,50E+06
2,10E+05
9,30E+04
2,10E+05
4,00E+02
4.30E+04
MPN/100ml
(2,00E+05) (2,00E+05) (2,00E+04) (5,70E+05) (2,10E+04) (9.30E+04)

148

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Table O-2 Water Quality of Main Canals in Rain and Dry Seasons in HCMC
(Cont.)
Tham Luong - Vam
Nhoc Len at An Lac
Saigon River
Thuat Canal
Brigde
Tham Luong at Cho
Parameter
At
Thanh
Da
Cau Bridge
High Tide
Low Tide
High Tide
Low Tide
High Tide
Low Tide
28,2
30,1
28,7
30,2
28,3
29,9
Temperature, C
(28,0)
(27,9)
(26,9)
(27,9)
(26,9)
(27,5)
6,5
6,6
6,8
6,7
6,1
5,9
PH
(6,5)
(6,7)
(6,7)
(6,7)
(6,3)
(6,2)
0,7
1,0
3,7
2,4
2,8
3,8
DO, mg/l
(3,5)
(2,9)
(5,6)
(3,3)
(6,8)
(7,0)
Conductivity,
30,0
27,0
373,0
316,0
22,9
13,8
mS/m
(22,8)
(31,0)
(59,0)
(54,0)
(10,3)
(9,4)
152,0
181,0
47,0
67,0
58
61
BOD5, mg/l
(71,0)
(93,0)
(25,0)
(38,0)
(19,0)
(29,0)
310,0
240,0
106,0
157,0
144
135
COD, mg/l
(148,0)
(175,0)
(65,0)
(84,0)
(39,0)
(45,0)
32,0
98,0
201,0
372,0
32
69
Total Solids, mg/l
(12,0)
(46,0)
(62,0)
(168,0)
(38,0)
(26,0)
Total Nitrogen (T-
4,8
2,0
2,6
2,9
1,4
1,3
N), mg/l
(1,1)
(1,3)
(1,3)
(2,7)
(1,3)
(0,9)
Total Phosphorus
0,6
0,2
0,07
0,09
0,09
0,06
(T-P), mg/l
(1,5)
(1,8)
(0,9)
(2,1)
(0,4)
(0,6)
Total Coliform, 1,10E+07
1,50E+07
1,10E+07
1,20E+07
9,30E+04
1,10E+07
MPN/100 ml
(1,10E+06) (2,10E+06) (1,10E+07) (2,10E+06) (1,50E+05) (1,10E+07)
Fecal Coliform, 1,50E+06
2,10E+06
2,10E+06
2,10E+06
7,00E+02
1,50E+04
MPN/100ml
(7,00E+03) (9,30E+05) (1,10E+05) (2,10E+05) (2,00E+04) (4,60E+06)

Table O-3 Typical characteristics of Domestic wastewater (Metcalf and Eddy, 2000)
Concentration
Parameter
Light Medium Heavy
Total dissolved solid, mg/l
250
500
850
Suspended solids, mg/l
100
220
350
BOD5, mg/l
110
220
400
TOC, mg/l
80
160
210
COD, mg/l
250
500
1000
Total nitrogen (theo N), mg/l
20
40
85
·
+ Organic
8
15
35
·
+ Ammonia
12
25
50
·
+ Nitrite
0
0
0
·
+ Nitrate
0
0
0
Total P (theo P), mg/l:
4
8
15
·
+ Organic
1
3
5
·
+ Inorganic
3
5
10
Chloride, mg/l
30
50
100
Sulphate, mg/l
20
30
50
Oil and grease, mg/l
50
100
150
Coliform MPN/100 mL
106 ÷ 107
107 ÷ 108
107 ÷ 109
Volatiled organic, g/l
<100
100 ÷ 400
> 400

149

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150

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