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KHANH HOA PROVINCIAL PEOPLE’S COMMITTEE
PROJECT MANAGEMENT UNIT (PMU) NHA TRANG
NHA TRANG ENVIRONMENTAL SANITATION PROJECT
Package NT6.20.1 (Phase 2)
FEASIBILITY STUDY
COMPONENT 3 – SOLID WASTE MANAGEMENT
ANNEX 2 – BASIC DESIGNDESIGN FOR IMPROVING LEACHATE TREATMENT PLANT
Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
JUNE - 2010
TABLE OF CONTENTS
TECHNICAL DESCRIPTION................................................................................................................. 1
I. DESIGN TASKS............................................................................................................................ 1
I.1 DESIGN BASIS........................................................................................................................ 1
I.2 INFLUENT PARAMETERS......................................................................................................1
I.3 LEACHATE CONSTITUENTS.................................................................................................2
I.4 DESIGN SCOPE...................................................................................................................... 3
I.5 THE ITEMS OF DESIGN..........................................................................................................3
I.6 TECHNICAL SPECIFICATION................................................................................................3
I.7 LEGAL BASIS.......................................................................................................................... 3
II. DESCRIPTION OF TECHNICAL PROCESS ................................................................................3
II.1 THE BASIS OF TECHNICAL SELECTION.............................................................................3
II.2 THE ITEMS OF LEACHATE TREATMENT STATION/ PLANT..............................................4
II.3 DESCRIPTION PROCESS......................................................................................................5
III. UNIT WORKS DIMENTION..............................................................................................................8
IV. INVESTMENT COST ESTIMATION ...............................................................................................9
IV.1 CONSTRUCTION WORKS....................................................................................................9
IV.2 EQUIPMENTS AND STEEL UNIT WORKS........................................................................10
IV.3 TOTAL INVESTMENT COST ESTIMATION OF IMPROVING LEACHATE TREATMENT 13
V. OTHER RELATED ISSUES............................................................................................................13
V.1 OPERATION COST..............................................................................................................13
V.2 SOME MAIN ASSURANCE BIND TO CONTRACTOR........................................................14
VI. CONCLUSION............................................................................................................................... 14
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
TECHNICAL DESCRIPTION
I. DESIGN TASKS
I.1 DESIGN BASIS
- Engineering geological Documents of Project site;
- Hydrologic and Geologic Documents of Project site;
- Influents parameters of leachate, including flow rate, influent characteristics and
requirement of effluent quality.
I.2 INFLUENT PARAMETERS
I.2.1 CALCUALTION OF LEACHATE FLOWRATE
I.2.1.1 Annual rainfall
According to Statistic in Nha Trang city, the average rainfall is 1746 mm (6-year
statistics from 2003 – 2008).
Jan Feb Match April May June July Aug Sep Oct Nov Dec Yearly
Average month
40,2 17,8 57,1 35,8 135,9 49 41,3 56,78 220 419,8 418,5 254,2 1746
The months with the high rainfall from September to December, average 325
mm/day.
I.2.1.2 Leachate flowrate at Luong Hoa Landfill and Ru Ri dumpsite
Luong Hoa Landfill
According to landfill design, all leachate which is generated will be stored within
landfill, and collected to treatment station in accordance with design capacity
average year. Storing leachte with a long time in landfill greatly contribute to
decompose organic matters which are created by acid phase and reduced organic
concentration (BOD5 và COD) at input of leachte treatment station/ plant. Daily
evaporation is estimated 0.5 mm in the dry season (due to without water on the
landfill surface) and about 1.5 mm in the rainy season (due to having more water on
surface in this season).
Total area of the rainwater square by land filling period is 3 hectares. Thus, the total
rainfall will be changed into leachate with an average capacity 119m3/day (see
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
calculations in annex).
Leachate generated by the organic matters will enter the reaction, calculated by the
following formula:
Leachate + organic matters (CaHbOcNdSe) CO2 + CH4, partly of evaporation due to
generation of saturation moisture releases out of landfills. Estimation the amount of
leachate arised mainly from organic matters approx 280ton/ day x 5% total solid
waste = 14m3/day.
Thus, the total leachate generated from Luong Hoa Landfill = 119+14=133m3/day.
Ru Ri dumpsite
According to design of closing Ru Ri dumpsite, leachate will be completely separated
from overflow from the creek to dumpsite. The dumpsite will be designed and built up
final cover to limit soaking form stormwater after closing. Estimate of diffluence
coefficient is 0.7. Thus, it is only 30% of stormwater soaking into dumpsite to change
into leachate.
With the same description which be mentioned above, excluding the evaporation,
there is no generation of young leachate from solid waste. The total area of rainwater
square is 6 hectares. Thus, the flowrate generated after closing Ru Ri dumpsite is 36
m3/day.
All leachate from Ru Ri will be transported to Luong Hoa Landfill to treat together
with the one generated from this area.
I.2.2 TOTAL OF DESIGN FLOW OF LEACHATE
Total leachate will be treated at Luong Hoa Landfill is: 133 + 36 = 169m3/day. The
treatment station/ plant will be designed with safety factor 10%. The total of design
flow: 169m3/day x 1,1=186m3/day.
I.3 THÀNH PHẦN NƯỚC RÁC
Leachate was stored around 9 months (270days) in the landfill, then treated when
the operation is stable. Thus, the leachate compositions with parameters showed in
Table 1.1, as follows:
Table 1.1 Influent parameters and effluent standard
No. PARAMETERS UNIT INFLUENT EFFLUENT
(COLUMM B2 –
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
QCVN 25:2009)
1 Flow Q m3 186 -
2 pH - 6,5 – 8,5 -
3 BOD5 mg/l 1000 50
5 COD mg/l 4000 300
6 NH4 - N mg/l 1200 25
Source: Main Report - Feasibility Study FS3 – Comp.3 – Solid waste Management, 2010
I.4 DESIGN SCOPE
To design leachate treatment station/ plant of Luong Hoa Landfill, capacity 186 m3/
day.
I.5 THE ITEMS OF DESIGN
- To design constructions for leachate treatment;
- Electrical system, lighting, lighting protector;
- Automatic control system for controlling leachate treatment station/ plant;
- Auxiliary construction such as internal roads, lawns, trees.
I.6 TECHNICAL SPECIFICATION
- Technology and equipments must be suitable with leachate characteristics and
Luong Hoa Landfill condition;
- System must be operated automatically;
- Operation is simple;
- The low operation and maintenance cost;
- The low investment and treatment cost;
- Effluent meet standard QCVN 25:2009, column B2.
I.7 LEGAL BASIS
The design of the project is carried out in accordance with Vietnamese environment
criteria and standards in terms of technology and environmental management:
- 22-TCN 225-95- Road Vehicles, Inspection process of engineering safety and
environmental protection.
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
- TCVN 5948: 1999- Acoustic - Noise emitted by accelerating road vehicles -
Permitted maximum noise level.
- TCVN 5949-1998- Acoustics - Noise in public and residential areas- Maximum
permitted noise level
- TCXDVN 261-2001- Landfill- Standard for design
- QCXDVN 01: 2008/BXD- Vietnam Building Code – Regional and Urban Planning
and Rural Residential Planning.
- QCVN 25: 2009/BTNMT - National Technical Regulation on Wastewater of the
Solid Waste Landfill Sites
II. DESCRIPTION OF TECHNICAL PROCESS
II.1 THE BASIS OF TECHNICAL SELECTION
Referencing input data of leachate treatment and experience in landfill operation of
the provinces in The South of Vietnam showed that: leachate is difficult to handle
even using Physicochemical process, biological combined with high load process, If
not using proper technology. Nitrogen removal is one of other problem if not using
appropriate technology.
According to design of the treatment plant in phase 1, the processing steps are
mainly anaerobic lake, aerobic lake and plantation pond. This is a three treatment
steps of biological process with foible is difficult to achive organic concentration of
QCVN 25:2009, column B. The second foible is not removed Nitrogen concentration
to meet the above standard. One other weakness is the ability to emit odour in
anaerobic lake (Lake 1).
II.2 THE ITEMS OF LEACHATE TREATMENT STATION
Thus, to solve the foibles of the proposed treatment process in phase 1, the design
which is selected to improve leachate treatment station is the appropriate technology
with using the existing works and the lowest investment, at the same time minimizing
operating costs and as well as achiving standards. Improved process technology is a
combination of physicochemical and biological process to treate leachate to meet the
current standards.
LEACHTE TREATMENT STATION OF LUONG HOA LANDFILL IN NHA TRANG
CITY WITH CAPACITY 186 M3/ DAY with the main construction as follows:
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
- Pre-treatment: including collection pit and the lime mixing tank. Leachate is
collected and stabilized on influent concentration.
- Stripping Tower 2 levels: for the treatment of NH3-N in leachate. The
equipments in the tower operate or stop automatically under the operation of
pump which pump waste water to the tower.
- Physicochemical tank: Using the aluminum alum flocculation to settle the
matter suspended within the leachte and partly colourity processing.
- Biological Lake Systems I, II and III: be used to thoroughly treated pollutants
composition within leachate before discharging into receiving body. These unit
works are being constructed in part and continue to improve by the Investment
Project, phase 1. Dimension of the biological lakes is presented in Table 1.2.
Table 1.2 The unit works are anticipated to invest in phase 1.
No. Name of unit work Capacity The state
01 Lake 1 15.000 (m3) Under-construction
02 Lake 2 15.000 (m3) Under-construction
03 Lake 3 9.000 (m3) Under-construction
06 2 aerator (90 kg/O2/h) 45 KW/motorBe anticipated to purchase
- Sludge treatment system: excess sludge from the physiochemical treatment is
pumped into the sludge tank. Sludge from sludge tank is collected and
transported to the cell of landfill.
- Chemical preparation system: including the chemical mixing equipment, tanks,
chemical pumps.
- Gas distribution system and blowers (fan and aerator) for Stripping towers and
biological lakes I and II.
- The pumps system of fresh leachate from collection pit, sludge pumps.
- The dosing pumps system to lime mixing tank, neutralization tank.
- Automatic control systems: including electrical control system and display panel
- The measuring equipments in the field include: pH meter, DO, flow.
Thus, the component of design constructions leachate treatment will be based on the
existing ones and add new unit works to optimize the quanlity of effluent and
investment cost.
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Nha Trang ESP FS Component 3 – Phụ lục - 5/2010PMU Nha Trang Fichtner GmbH & Co. KG
II.3 DESCRIPTION OF TECHNICAL PROCESS
The technical process is showed at Figure 2.1. The relative drawings see at
annexes.
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II.3.1 TECHNICAL PROCESS
Hình 1.1 Technical process of leachate treatment
NaOH PUMP HOLE 3
Polymer, HCl
RECEIVING BODY
(COLUMN B2
QCVN 25:2009/BTNMT)
WATER LINE
SLUDGE LINE
GAS LINE
CHEMICAL LINE
THE RAW LEACHATE COLLECTION PIT
LIME MIXING TANK
STRIPPING TOWER 1
STRIPPING TOWER 2
FLOCCULATION TANK
AEROBIC LAKE I
AEROBIC LAKE II
PLANT LAKE III
PUMP HOLE 1
PUMP HOLE 2
Ca(OH)2
Al2(SO4)3SLUDGE TANK
LANDFILL
LEGENDS
TECHNICAL LAYOUT OF LEACHATE TREATMENT STATION
CAUSTIC TANK
NaOH
II.3.2 DESCRIPTION OF TECHNICAL PROCESS
Leachate from Luong Hoa Landfill and Ru Ri dumpsite will be led to collection pit
500m3 at leachate treatment plant. Leachate from Ru Ri dumpsite is considered the
old leachate, the organic matter was significantly reduced. Leachate from Luong Hoa
Landfill was collected after the period of post-acid (saved on average six months in
phase and an average of 9 months from year 2 onwards), so the design influent
concentration is presented as in Table 1.1.
Leachate of the landfill is from anaerobic condition inside the landfill, leachate is
continued to store into collection pit 500m3 with anaerobic condition as well.
Therefore, the nitrogen of leachate is mainly in the form of ammonium (NH4-N). This
is a initial favorable condition for selecting the trapping gas (stripping) to drive NH3
out of leachate.
First, leachate will be pumped up to the lime and sodium hydroxide mixing tank. The
goal is to increase pH greater than 7. Here, the separation of NH3 will occur by the
equation:
NH4 NH3 + H+ (1)
Adding more lime and soda (OH-) will bias the equation (1) to the right and NH3 will
be gas form in water. With Henry's constant of NH3 in water estimated at 0.75 atm
(mol water/mol air), thus it could be separate NH3 out of water by trapping (stripping).
The amount of lime added in this step helps to increase pH and is the flocculation
matter for the next step.
Leachate which increased pH > 10 from lime and soda mixing tank will be pumped
up to Stripping tower 1 and be distributed evenly over the surface throughout the
branch duct holes. Leachate is distributed evenly from the top to down throughout
the layers of ceramic materials as Raschig rings (specific area of 132 m2/m3), clean
air is pumped from below and contact with water line then drag NH3 out of leachate.
Leachate at the bottom of the tower is continued to pump to soda/caustic tank. Here,
soda is added to keep pH greater than 10. Leachate from soda tank is pumped up to
stripping tower 2 and distributed evenly across the ceramic materials as stripping
tower 1. Clean air is pumped up from bottom to drag most of the residual NH3. Here,
the calculated amount of amonia reduced to less than 40mg/l. The residual amonia
will be involved in processing in the next biological lakes. The rate of clean air / water
from 200 to 250:1 by volume. The height of ceramic material layer is 30cm. Number
of layers is five per tower.
1
Leachate after striping tower 2 will be pumped up to flocculation tank, here an
amount of aluminum alum, HCl, polimer will be added to reduce the pH to neutral
levels. Flocculation process, coagulation and sedimentation also occurs in this tank.
A large amount of suspended solid (SS) and organic matter will be removed through
the sludge at the bottom of the tank. Estimation of COD concentration will be less
than 1000mg/l after this step. The amount of sludge which is separated will be stored
into sludge tank and move up to the landfill periodically.
Leachate after flocculation tank will be led to Aerobic pond 1, here aerobic biological
processes takes place. An aerator will provide enough oxygen for microbial activities.
The need of oxygen for this pond is about 95kg/day. Hydraulic retention time is
estimated from 81 to 90 days. BOD concentration after an aerobic biological tanks
<100 mg / l.
Leachate after Aerobic Lake 1 continues to flow through the Anerobic Pond 2.
Demand of Oxygen for this pondis around 35kg/day. The process also occurs as
lake 1 with the same hydraulic retention time from 81-90 days. BOD concentrations
after aerobic biological lake 2 reaches below 50 mg/l.
Leachate after Aerobic Lake 2 continues to flow through the Plant Pond 3. Here the
biological treatment process also occurs. Hydraulic retention time in lakes from 50 to
54 days. The natural biological processes occur in lake help thoroughly treated
organic matter content and the residual nitrogen after going through the biological
treatment facilities before. After this last plants lake, the effluent concentration will
meet QCVN 25:2009, column B2.
Processing system is automated about 70%, in which using probes pH to add soda
and acid for the physiochemical process, using probe DO to supply oxygen for the
biological lakes and the water level float to operate the pump. Manually operating is
mainly in the case damaged probes, preparation of chemicals in tanks, sample tests,
chemical dose adjustment on PLC control panel, moving the sludge up to landfill,
cleaning the probes, machines maintenance.
III. UNIT WORKS DIMENSION
Main unit works dimension of additional parts of leachate treatment plant is listed in
the table 3.1
Table 3.1 Dimension of additional unit works of the leachate treatment plant
No unit work Dimension Material Note
1. Lime dilution tank (L x W x H) Concrete # 250
Normal
2
3m x 3m x 2.5
2 Intermediate tank 1 3m x 2.5m x 2.5m Concrete # 250
Anti-corrosive
3 Intermediate tank 2 3m x 2.5m x 2.5m Concrete # 250
Anti-corrosive
4 Intermediate tank 3 3m x 2m x 2.5m Concrete # 250
Anti-corrosive
5 Sludge storage tank 5m x 3m x 2.5m Concrete #250
Anti-corrosive
6 Operation and chemical storage house
9m x 4m x4m Concrete, brick, tile, wood
Class IV house
7 Foundation platform (for tripping towers and tanks)
8m x5.5m x 0.2m Concrete # 200
Normal
9 Tripping tower 1 D x H = 2.86m x 9m
CT 3 steel Anti-corrosive
10 Tripping tower 2 D x H = 2.86m x 9m
CT 3 steel Anti-corrosive
11 Coagulation and sedimentation tank
D x H = 3.4m x 5m CT 3 steel Anti-corrosive
IV. INVESTMENT COST ESTIMATION
IV.1 CONSTRUCTION WORKS
Table 4.1 construction work estimated cost
No WORK Unit Amount Unit priceCost
(VND)
1 Lime dilution tank
Tank 126,000,000 26,000,000Dimension: Length x Width x Height
= 3,0m x 3m x 2,5m
Material: concrete #250
2 Intermediate tank 1
Dimension: Length x Width x Height = 3m x 2,5m x 2,5m
Material: concrete #25
Tank 1 22,000,000 22,000,000
Intermediate tank 2 Tank 1 22,000,000 22,000,0003
3
Dimension: Length x Width x Height = 3m x 2,5m x 2,5m
Material: concrete #250
4
Intermediate tank 3
Tank 1 19,500,000
19,500,000
Dimension: Length x Width x Height = 3m x 2m x 2,5m
Material: concrete #250
5
Sludge storage tank
Tank 3 47,000,000
47,000,000
Dimension: Length x Width x Height = 5m x 3 m x 2,5m
Material: concrete #250
6
Operation and chemical storage house
Tank 1 75,000,000
75,000,000
Dimension: Length x Width x Height = 9 m x 4m x 4m
Material: brick and mortar
7
Foundation platform
Piece 1 25,000,000
25,000,000
Dimension: Length x Width x Height = 8m x 5,5m x 0,2 m
Material: concrete #200
Total construction cost236,500,00
0
IV.2 EQUIPMENT AND STEEL UNIT WORK
Table 4.2 equipment and steel work estimated cost
No WORK Unit Amount Unit price Cost
I. MECHANICAL EQUIPMENT 893,500,000
1 Leachate pump (submergible pump)
- Producer: Tsurumi (Japan) or equivalent
set 8 11,500,000 92,000,000
4
No WORK Unit Amount Unit price Cost
Flow rate: 8 - 12 m3/h, H = 12,5m
Power: 2 HP
Electricity: 3 phases – 380V – 50Hz
Status: 100% new.
2 Aerator (for pond)
- Producer CMS (Ytaly) or equipvalent
Power: 5,5 KW- 3 phases – 380V – 50Hz
- Capacity: 11,8kg Oxygen/h
- And attached auxiliaries
Set 2 45,000,000 90,000,000
3 Air blower (for tripping tower)
- Producer: ACB (Viet Nam) or equipvalent
Capacity: 3000 m3/h; H = 5m
Power: 5 HP
Set 2 35,000,000 70,000,000
4 Chemical mixing equipment
Bin 4 9,500,000 38,000,000
Mixing motor: OM (Japan) – 0,5HP
Tank material: PVC (Dai Thanh plastic/Viet Nam)
Volume: 1m3
5 Chemical pump
Set 4 8,500,000 34,000,000
Producer: OM Japan) or equivalent
flowrate: 0 – 200 litters/h
Suction head: 10 Pa
electricity: 0,2 kw – 220V – 50Hz
Status: 100% new
6 Chemical bin Bin 3 6,500,000 19,500,000
Material: PVC (Dai Thanh plastic/Viet Nam)
Volume: 4m3
5
No WORK Unit Amount Unit price Cost
7 Chemical dosing pump
Set 3 18,500,000 55,500,000
Producer: OM (Japan) or equivalent
Flow rate: 0 – 200 litter/h
Suction head: 10 Pa
Power: 0,5HP – 220V – 50Hz
status: 100% new
8 Compressor
Set 1 9,500,000 9,500,000
Engine producer: Fusheng (Taiwan) or equivalent
Flow rate: 100 – 200litter/minute
Power: 2HP – 380V – 50Hz
9 Tripping tower
Set 2 175,000,000 350,000,000
Dimension: D x H = 2,86m x 9m
Material: CT3 steel, thickness: 4mm,
- 2 sides epoxy painting,
- internal lining of composite (for anti-corrosive),
- external normal paint.
Can be made in Viet Nam
Buffer material: ceramic raschig ring 13m3
10 Coagulation & sedimentation tank
- Dimension: D x H = 3,4m x 5m
- Material: CT3 steel
- Thickness: 5mm,
- 2 sides epoxy painting
- internal lining of composite
-external normal painting
Sludge bar motor: OM (Japan) - 1
set 1 135,000,000 135,000,000
6
No WORK Unit Amount Unit price Cost
rotation/minute
Power: 0,25PH – 220V – 50Hz
Can be made in Viet Nam
II. OPERATION SYSTEM, PIPE AND VALVE 120,000,000
1 Operation control and power system
1 85,000,000 85,000,000
- Programmable Logic Controller PLC
- Electricity panel
- Electric items for PLC and panel: LG (Korean)
- Electric wire, jack: LG or Cadivi (Viet Nam)
2 Pipes, Valve, Frame
System
1 35,000,000 35,000,000
Liquid Pipe uPVC – Binh Minh (Viet Nam)
Air pipe: steel & uPVC
Chemical pipe: uPVC
Sum I & II1,013,500,00
0
IV.3 TOTAL INVESTMENT COST ESTIMATION OF IMPROVING LEACHATE TREATMENT
Table 4.3 total investment cost estimation
No Item cost
1 Equipment and steel unit work = 1,013,500,000
2 Construction work = 236,500,000
3 Transportation and labor = 55,000,000
4 Start-up operation, operation training and technology transfer = 40,000,000
Total cost of improving leachate treatment investment = 1,345,000,000
7
Note:
- The cost mention above not including VAT (10%).
- The cost mention above includes complete system installation.
V. OTHER RELATED ISSUES
V.1 OPERATION COST (per cubic meter of leachate)
The operation costs estimated are electricity, chemical consumed not including
manpower. The manpower cost should cover the general landfill operation cost.
However, 2 persons are suggested working two shift (a day) look after the leachate
treatment plant.
V.1.1 ELECTRICITY CONSUMED
No equipment power (kW)
amount Number of working hour/day
Electricity consumed
(Kwh/day)
1 Pump (pumping to lime dilution tank)
1.5 1 12 18
2 Pump (pumping to stripping towers)
1.5 2 24 72
3 Pump (pumping to coagulation & sedimentation tank)
1.5 1 24 36
4 Air blower (for stripping tower) 3.75 2 24 180
5 Compressor 1.5 1 4 6
6 Aerator 5.5 2 24 264
10 Mixing motor 0.2 1 24 4.8
Sum 580.8
Electricity cost per day: 580.8 KWh x 1,000 VND/KWh= 580,800 VND
V.1.2. CHEMICAL CONSUMPTION (per day)
- Al2(SO4)3: 0.6kg/m3 x 184m3x 4000 VND/kg = 441,600 VND
- polymer: 5g/m3 x 184m3x 80.000 VND/kg = 73,600 VND
- NaOH: 150g/m3 x 184m3x 10,000 VND/kg = 276,000 VND
- Lime: 1kg/m3 x 184m3x 1,000 VND/kg = 184,000 VND
Sum = 975,200 (VNĐ/VND)
8
V.1.3 OPERATION COST PER LEACHATE CUBIC METER
Cd = (580,800 + 975,200) (VND/day)/184(m3/day)= 8,457 VND/m3 of leachate
Monthly cost:
Cm = 30 (day/month) × 1,556,000 (VND/day) = 46,680,000 VND/month
V.2 SOME MAIN ASSURANCE BIND TO CONTRACTOR
The warranty time for construction element is warranted by constructor that signed by
employer. It should be at least a year.
The warranty time for equipment is as the time warranty of producer.
VI. CONSCLUSION
The improving leachate treatment design has utilizes the most recently experiences
on the field of municipal waste management including leachate treatment for tropical
regions. This basic design has considers all technical aspect and also minimize the
cost construction and operation.
Therefore, it would like to ask relevant Department and Organization to consider and
approve the design that in order to implement construction leachate treatment as it’s
would be harmonization in the overall context of the project.
9