SELAMAT DATANG KE TAPAK PELUPUSAN PULAU BURUNG

SELAMAT DATANG KE
TAPAK PELUPUSAN
PULAU BURUNG
Even the world's best-designed
landfill will have problems if it is
poorly operated.
Leuwigajah dumpsite is located
close to Bandung, Western Java
Province, 21st Feb 2005. 147 dead.
Payatas dumpsite is located in
Quezon City in the North-East of
Manila, 10th July 2000. 230 dead
(800 missed).
Rumpke Sanitary Landfill, Colerain, a
township close to Cincinnati (Ohio).
9th March 1996. 75m height.
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LOKASI TAPAK PELUPUSAN
Composting
2nd Stage
Fermentation
Thermal
Treatment
MRF
SEBERANG PERAI UTARA
Composting 1st
Stage
Fermentation
Unload Pit
•
TAPAK PELUPUSAN AMPANG JAJAR
(Tutup pada 31 Disember 2003]
Luas 59.86 ekar
Tapak Pelupusanl – 30.00 ekar
Pengindahan Taman – 29.86 ekar
SEBERANG PERAI TENGAH
Administration
Complex
Composting
Maturation
Stage
Weigh Bridge
Leachate
Treatment
•
TAPAK PELUPUSAN PULAU BURUNG
Luas 63 hektar
Tapak Pelupusan – 33.30 hektar
New developed area – 29.70 hektar
(2005 – 2009)
SEBERANG PERAI SELATAN
INTEGRATED MSW FACILITIES
INSTALLATION OF
LEACHATE
COLLECTION
FACILITIES
Leachate
Collection pond
Main collection pipe
Reticulation pipe
2
Types of Landfill Structure
Anaerobic landfill
Semi-aerobic landfill
Aerobic landfill
3
Types by Location
Semi-aerobic Landfill Mechanism : Fukuoka Method
Retaining
structure
Landfill
Landfill
Waterproofing
CO2
CO2
Generated heat
50 70
Leachate
Gas ventilation system
CH4 Landfill interior
Air
O2
Nakata
Leachate
adjustment pond
O2
O2
Pebbles
Leachate collection pipe
Waterproofing
Leachate
Ventilation zone
Leachate flow zone
Foundation
Waste material
decomposition
Fermentation
heat
Temperature difference
(interior / exterior)
Air intake and flow
Conceptual View of Leachate Collection and Drainage System
Conceptual View of Leachate Collection and Drainage System
Slope collection pipe
Branch bottom collection pipe
Slope collection pipe
Vertical collection pipe
Pumping pipe
Branch bottom collection pipe
Vertical collection pipe
Leachate Collection pit
Pump
Valve
Main bottom collection pipe trunk
Leachate Collection pit
Pump
Main bottom collection pipe trunk
Pumping pipe
A. Landfill site with external collection pit
B. Landfill site with internal collection pit
Effectiveness of Leachate Collection Pipe
Let me give you a quick summary of the effectiveness of catch pipes.
Increasing the amount of aerobic area.
Promoting waste decomposition.
Effectiveness of Fukuoka
method
1. Less Polluted Leachate
Water quality of the leachate is improved.
Collection pipe clogging.
2. Less Harmful Gases Generation
Adds to the liner that intercepts seepage at the bottom of the pit.
(Methane, Hydrogen Sulfide)
3. Less Foul Odors
Concrete collection pipe
Concrete and bamboo collection pipe
(Teheran, Iran)
(Seberang Peral, Malaysia)
4
Effectiveness of Fukuoka Landfill Method - Leachate Treatment-
Management of Final Disposal Sites
Covering
Soil
Sandwiching
Waste
Covering the waste on
a day-by-day basis
Blocking into cells
Waste for a day
Waste characteristics
LANDFILL
OPERATION
TYPE
Food
Plastic
Yard waste
Cardboard
%
35.72
22.19
13.27
6.02
Paper
Textile
Glass
Rubber
10.59
5.10
3.20
0.89
Wood
Non-ferrous metal
Ferrous metal
0.58
2.10
0.34
5
Cover material stock pile
Solid waste from transfer station
Solid Waste from penang island
Operations determine whether a landfill
has community trust or faces continuous
opposition, it's important to follow an
effective operating plan.
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LEACHATE MANAGEMENT
7
PARAMETER
max
avrg
28
30
30.00
B.O.D, mg/l (5 DAYS @ 20ºC)
8
1020
209.38
C.O.D, mg/l
879
3363
1800.80
BOD/COD
0.01
0.33
0.11
45
695
174.90
pH VALUE
7.38
8.78
8.09
AMMONIACAL NITROGEN, mg/l
54.3
1426.3
726.68
ARSENIC, mg/l
0.1
0.1
0.10
CADMIUM, mg/l
0.02
0.05
0.03
LEAD, mg/l
0.02
1.6
0.29
MERCURY, mg/l
0.01
0.02
0.01
COPPER, mg/l
0.06
0.8
0.25
MANGANESE, mg/l
0.2
1.2
0.81
CHROMIUM+6, mg/l
0.07
0.07
0.07
CHROMIUM+3, mg/l
0.05
0.4
0.13
NICKEL, mg/l
0.1
0.4
0.20
TIN, mg/l
0.1
0.4
0.15
ZINC, mg/l
0.1
3.7
0.79
BORON, mg/l
0.6
7.7
3.58
IRON, mg/l
0.07
9.5
5.31
PHENOL, mg/l
0.01
6.8
SULPHIDE, mg/l
0.1
2.8
1.45
1
41
10.65
SUSPENDED SOLIDS, mg/l
LEACHATE QUALITY
min
TEMPERATURE, ºC
OIL & GREASE, mg/l
0.53
LEACHATE COLLECTION POND
LEACHATE TREATMENT
8
LEACHATE RETENTION POND
Leachate treatment plant
Mixing tank
Tangki Pemendapan
9
Limestone Filter Bed
Final Polishing Tank
Water Gallery
Activated Carbon Filter Bed
Effluent at Final Holding Tank
GROUND WATER QUALITY
MONITORING
4
3
1
5
2
10
LOKASI PERSAMPELAN AIR BAWAH TANAH
GROUNDWATER SAMPLING ACTIVITIES
GW4
GW3
GW5
MARIN WATER SAMPLING ACTIVITIES
MARIN & RIVER
WATER QUALITY
MONITORING
RIVER WATER SAMPLING ACTIVITIES
RW1
RW2
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Small problems can lead to
nuisance complaints from
neighbors, increased
inspections from regulators
and difficulty in future siting or
expansion.
SANITARY LANDFILL
The term landfill commonly refers to the engineered deposit of wastes either in
pits (trenches) or on the surface. However, it may not be necessary to use an
engineered site when the waste is largely inert at final disposal, for example, in
rural areas where it contains a large proportion of soil and dirt from sweeping.
This practice of uncontrolled dumping is generally designated as non-engineered
disposal method. Compared to this, engineered landfills are more likely to have
pre-planned installations, environmental monitoring and organised and trained
workforce. The four minimum requirements you need to consider for a
sanitary landfill are:
1.
2.
3.
4.
full or partial hydrological isolation;
formal engineering preparation;
permanent control;
planned waste emplacement and covering.
Sanitary landfill implementation requires careful site selection, preparation and
management.
This requires ascertaining the site for minimum requirements of a sanitary landfill.
After having understood these, we will discuss the principle involved behind the
construction and operation of a sanitary landfill.
Development of sanitary landfill
Planning
Site selection
Site Preparation
Type of landfill
Site Construction
Facilities
Operations
Leachate Management
Environmental Monitoring
Future used of the landfill
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TOPOGRAPHY
SOILS
The availability of soil of proper characteristics for the
construction of bottom liners, of cover systems, or both
is usually one of the more important considerations
when analysing and selecting a landfill site. An
advantage is had if sufficient quantities are on the site
or nearby to avoid the time and expense of securing
synthetic materials or soils located remotely from the
potential fill.
CELL design and construction
HYDROGEOLOGY
The potential to pollute the groundwater at the landfill depends, to a
considerable extent, on the hydrogeological characteristics of the site,
such as:
• depths to groundwater,
• nature and approximate thickness of water-bearing formations or
aquifers near the landfill,
• quality of the groundwater upgradient of the landfill,
• site topography and soil type,
• soil infiltration rates at the site,
• effects of nearby pumping wells on groundwater beneath the site,
• hydraulic conductivity and its distribution at and near the site,
• depth and nature of bedrock,
• horizontal and vertical components of groundwater gradients, and
• groundwater velocity and direction.
Experience has shown that no one method of landfilling is best
for all sites, and a single method is not necessarily the optimum
for any given site. Selection of a method depends upon the
physical condition of the site, amount and types of solid
waste to be disposed, and the relative costs of the various
options.
The two basic types of landfill methods are the trench and the
area. The trench method is best suited for sites that have a flat
or gently rolling land surface, a low groundwater table, and a
soil layer thicker than 2 m. The area method is applicable with
most topographies and probably would be the better of the two
choices for sites that receive large quantities of solid waste. A
design using a combination of the two methods may be the
most appropriate approach at some sites.
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Area landfill
All true sanitary landfills consist of elements known
as “cells”. A cell is built by spreading and compacting
the solid waste into layers within a confined area. At
the end of each working day, or during the working
day as well, the compacted refuse is covered
completely (including the working face) with a thin,
continuous layer of soil. The soil cover also is
compacted. The compacted waste and its daily soil
cover make up a cell.
A series of adjoining cells at the same elevation
constitute a “lift”. A completed fill may consist of one
or several lifts.
Daily cover and intermediate cover
Daily cover controls vectors, litter, odours, fire, and
moisture. Any soil material that is workable and has
stability (clays, gravels, etc.) may be used.
Intermediate covers control gas migration and
provide a road base. Soils used for intermediate
cover must have strength and the required degree
of impermeability. Typically, a thickness of 15
to 20 cm of compacted soil is recommended.
DAILY, INTERMEDIATE, AND FINAL COVERS
The technology of modern sanitary landfilling includes cover systems over
the waste to control nuisances, to protect the environment, and to protect
the health and safety of workers and of the public. Depending on the
location within the fill and the phase of the construction and operation, the
cover systems employed are daily,
intermediate, and final.
The daily and intermediate covers are placed more or less continuously
during the active phase of the filling operation.
The final cover usually is periodically placed during the active phase of the
landfill or at the completion of the fill.
Of the three, the final cover is the most complex system. In the context of
economically developing countries, the design and materials of
construction of each of the three types of cover systems are subject to the
short- and long-term risks posed by the operation of the fill, to the
availability of suitable materials, and to financial resources.
Final Cover
The final cover is the layer that is placed on the completed
surface of the fill. The functions of the final cover are several. It
controls infiltration of water (and, hence, indirectly controls
leachate production), controls landfill gas migration, serves as
a growth medium for vegetation, provides a support for postclosure activities, and is a barrier between the external
environment and the waste.
An important consideration in the design of a final cover is the
degree of resistance that the cover offers to percolation and
infiltration of moisture and to the upward migration of gases
generated in the buried waste. This resistance may or may not
be desirable. Thus, some cover designs call for the free
percolation of rainwater through the cover; whereas, others
call for resistance to such percolation.
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The simplest design of a final cover system for a
sanitary landfill consists of two layers: the surface
layer, and the hydraulic barrier.
The hydraulic barrier essentially is the first layer of the
cover specifically designed to prevent the passage of
liquids into the waste. The main function of the
hydraulic barrier is to prevent infiltration of moisture
into the solid waste and, thus, prevent the formation of
leachate.
It is advisable to use a thickness of about 60 cm for
the surface layer and a thickness of 30 cm for the
underlying hydraulic barrier. This design would be
acceptable in areas with high evaporation and low
rainfall (i.e., a climate with high temperatures, low
humidity, and low precipitation).
Components of a complex final cover system of a modern sanitary landfill
Site preparation
Site preparation is an important aspect of the general
operating procedures of a sanitary landfill. As a particular
cell is completed, new areas must be cleared, excavated,
and lined (if necessary). Similarly, as the working areas are
filled, a final cover should be applied on them as soon as
possible.
The sites must be prepared and constructed according to
design specifications. Site preparation and construction
include:
1. • clearing and grubbing,
2. • installation of leachate control systems,
3. • erection of structures,
4. • installation of utilities,
5. • constructions of roadways, and
6. • soil stockpiling.
WATER balance and the formation of leachate
The rate of production of leachate can be
calculated by performing a water balance.
A water balance involves an accounting of all of the
sources of water entering and leaving the landfill,
including the water used in biochemical reactions
and water leaving the landfill in the form of water
vapour in the landfill gas.
The quantity of leachate that could potentially be
generated is that which exceeds the moistureholding capacity of the material in the landfill.
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The components of the water balance for a landfill can be expressed by the
following equation if groundwater infiltration is insignificant:
The components of the water balance
The water balance for a landfill is prepared by
adding the mass of water that enters a unit area of a
particular layer of the fill during a certain time
increment to the mass of water of the same layer
that remained from the previous time increment and
subtracting the mass of water lost from the layer
during the present time increment. The result of this
analysis is known as the “available moisture” for the
particular layer of the landfill at that particular time.
In order to ascertain if any leachate will be formed,
the available moisture is compared to the field
capacity of the fill.
Leachate will be formed if the amount of water
present (available moisture) exceeds the field
capacity of the fill.
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