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Ad-Hoc Report No. 1: Solid Waste Management in North Kosovo
Europe Aid / 133800 / C / S E R / XK
T h i s p r o j e c t i s f i n a n c e d b y t h e E u r o p e a n U n i o n . T h i s d o c u m e n t h a s b e e n p r o d u c e d w i t h t h e f i n a n c i a la s s i s t a n c e o f t h e E u r o p e a n U n i o n
Support Waste
Management in
Kosovo EuropeAid/133800/C/SER/XK
Design of “Savina Stena”
Sanitary Landfill
“Solid Waste Management in North Kosovo”
Contract Number: CRIS 2013/335 128
JUNE 2014
AN EU FUNDED PROJECT
Managed by the European Union Office
in Kosovo
A project implemented by:
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Table of Content
1 PROJECT BACKGROUND ............................................................................................................ 1
2 GENERAL INFORMATION .......................................................................................................... 2
2.1 LOCATION - TOPOGRAPHY ....................................................................... 2
2.2 GEOLOGY - HYDROGEOLOGY ..................................................................... 3
2.3 CLIMATIC DATA .................................................................................... 4
2.3.1 CLIMATIC CONDITIONS IN NORTHERN KOSOVO ........................................... 4
2.3.2 Air temperature ................................................................................. 5
2.3.3 Precipitation& Humidity ....................................................................... 8
2.3.4 Solar radiation ................................................................................. 10
2.3.5 Wind ............................................................................................ 11
3 GENERAL REQUIREMENTS ...................................................................................................... 13
3.1 SCOPE OF THE WORKS .......................................................................... 13
3.2 INTERFACES AND LIMITS OF SUPPLY ......................................................... 14
3.2.1 Access Road .................................................................................... 14
3.2.2 Power supply .................................................................................. 14
3.2.3 Potable Water ................................................................................. 14
3.2.4 Phone Line ..................................................................................... 14
4 LANDFILL ................................................................................................................................... 15
4.1 GENERAL DESIGN PLAN ........................................................................ 15
4.1.1 Design parameters and assumptions ....................................................... 15
4.1.1.1 Basin configuration ........................................................................ 15
4.1.1.2 Quantity and composition of waste to be deposited ..................................... 16
4.1.2 Design philosophy ............................................................................ 17
4.1.2.1 Basin configuration ........................................................................ 17 4.1.2.2 Lining System ............................................................................... 18
4.1.2.3 Leachate Collection System ................................................................ 20
4.1.2.4 Leachate treatment ........................................................................ 21
4.1.2.5 Biogas management ........................................................................ 22
4.1.2.6 Environmental monitoring ................................................................ 23
4.1.2.7 Utilities and structures ..................................................................... 23
4.2 EARTH WORKS ................................................................................... 25
4.2.1 Excavations and filling works................................................................ 25
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4.2.2 Cell A construction ............................................................................ 26
4.3 CALCULATION OF CELL LIFETIME ............................................................ 26
4.4 BOTTOM LINING CONSTRUCTION ............................................................. 27
4.4.1 Introduction ................................................................................... 27
4.4.2 Compacted Clay liner ......................................................................... 27
4.4.3 Geosynthetic liner – polymer membrane .................................................. 30
4.4.4 Geotextile ...................................................................................... 33
4.4.5 Sand layer ...................................................................................... 34
4.4.6 Drainage layer ................................................................................. 34
4.5 LEACHATE MANAGEMENT ..................................................................... 36
4.5.1 Leachate generation - composition ......................................................... 36
4.5.2 Leachate production .......................................................................... 37
4.5.3 Leachate collection ........................................................................... 44
4.6 LEACHATE TREATMENT ........................................................................ 48
4.6.1 Introduction ................................................................................... 48
4.6.2 Leachate treatment plant of Savina Stena Landfill ........................................ 50
4.6.3 Recirculation .................................................................................. 62
4.7 BIOGAS MANAGEMENT ......................................................................... 64
4.7.1 Introduction ................................................................................... 64
4.7.2 Estimation of landfillgasproduction ........................................................ 65
4.7.3 Biogas management system – Technical specifications .................................. 68
4.8 FLOOD PROTECTION ............................................................................ 73
4.8.1 Hydrology ...................................................................................... 74
4.9 LANDFILL MONITORING ........................................................................ 84
4.9.1 Introduction ................................................................................... 84
4.9.2 Leachate monitoring system ................................................................. 84
4.9.3 Groundwater monitoring system ........................................................... 87
4.9.4 Surface water monitoring system ........................................................... 89
4.9.5 Biogas monitoring system ................................................................... 89
4.9.6 Settlements monitoring system ............................................................. 91
4.9.7 Monitoring of water conditions – Recording of data ...................................... 91
4.9.8 Volume and composition of incoming waste and soil material .......................... 92
4.10 GENERAL INFRASTRUCTURES - UTILITIES................................................... 93
4.10.1 Introduction ................................................................................ 93
4.10.2 Main entrance - fencing ................................................................... 93
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4.10.3 Weighbridge building ..................................................................... 94
4.10.4 Weighbridge ................................................................................ 94
4.10.5 Sampling area .............................................................................. 94
4.10.6 Administration building ................................................................... 94
4.10.7 Maintenance building...................................................................... 95
4.10.8 Water tank .................................................................................. 95
4.10.9 Parking for personnel and visitors ....................................................... 96
4.10.10 Tire washing system ....................................................................... 96
4.10.11 Fire Protection zone: ...................................................................... 96
4.10.12 Green areas ................................................................................. 97
4.10.13 Fire fighting system ........................................................................ 97
4.10.14 General formulation of the area .......................................................... 97
4.11 ROAD WORKS .................................................................................... 98
4.11.1 Introduction ................................................................................ 98
4.11.2 Temporary roads .......................................................................... 98
4.11.3 Internal road................................................................................ 99
4.11.3.1 Horizontal and Vertical Alignment – Typical Cross-Section ............................ 99
4.11.3.2 Road layers .................................................................................. 99
4.11.3.3 Internal Road Layers ..................................................................... 100
4.11.3.4 Embankments construction ............................................................. 100
4.11.4 Access Road ............................................................................... 100
5 LANDFILL CLOSURE AND AFTERCARE ................................................................................ 104
5.1 INTRODUCTION ................................................................................ 104
5.2 LANDFILL CLOSURE ........................................................................... 104
5.2.1 Landfill capping ............................................................................. 104
5.2.2 Cap stability.................................................................................. 109
5.2.3 Settlement ................................................................................... 109
5.2.4 Land Use Options ........................................................................... 110
6 LANDFILL OPERATION .......................................................................................................... 112
6.1 ESTIMATION OF THE QUANTITY OF PRODUCED WASTE ................................ 112
6.2 FILL SEQUENCE PLAN ......................................................................... 112
6.3 DESCRIPTION OF THE SANITARY LANDFILLING PROCESS .............................. 113
6.3.1 Cell geometrical Characteristics ........................................................... 113
6.3.2 Direction and schedule of fulfilling the landfill .......................................... 113
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6.3.3 Daily Cover – Intermediate Cover ......................................................... 114
6.3.4 Compaction of the Waste ................................................................... 115
6.3.5 Truck movement and unloading .......................................................... 116
6.3.6 Disposal of difficult waste .................................................................. 117
6.3.7 Keep area Well-Drained .................................................................... 118
6.4 CONTROL MEASURES ......................................................................... 118
6.4.1 Incoming Waste Control .................................................................... 118
6.4.2 Odours Control .............................................................................. 118
6.4.3 Odours from Incoming Waste ............................................................. 119
6.4.4 Odours from In-Place Waste ............................................................... 119
6.4.5 Odours from a Leachate evaporation pond .............................................. 119
6.4.6 Odours from Landfill Gas ................................................................... 119
6.4.7 Dust Control ................................................................................. 119
6.4.8 Vector Control ............................................................................... 120
6.4.9 Litter Control ................................................................................ 120
6.4.10 Working Hours ........................................................................... 120
6.5 EMPLOYEE ASSIGNMENTS AND RESPONSIBILITIES ...................................... 121
6.5.1 Senior Engineer ............................................................................. 121
6.5.2 Disposal Site Supervisor ................................................................... 122
6.5.3 Utility worker................................................................................ 123
6.5.4 Landfill Equipment Operator .............................................................. 123
6.5.5 Equipment Mechanic ....................................................................... 124
6.5.6 Labourer ..................................................................................... 124
6.5.7 Senior Management Analyst/Fee Booth Supervisor .................................... 125
6.5.8 Fee Booth Operator ......................................................................... 126
6.5.9 Security Personnel .......................................................................... 127
7 MOBILE EQUIPMENT .............................................................................................................. 128
7.1 MAIN TECHNICAL SPECIFICATIONS OF MOBILE EQUIPMENT ........................ 128
7.1.1 Front end loader ............................................................................ 128
7.1.2 Landfill compactor .......................................................................... 130
8 AFTERCARE PROCEDURES .................................................................................................... 132
8.1 POST CLOSURE-MAINTENANCE PLAN ................................................... 132
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1 PROJECT BACKGROUND
The project refers to the development of one sanitary landfill in North Kosovo.The new landfill will
serve the Municipalities of Leposaviq / Leposavić, Mitrovicë / Mitrovica (north), Zveçan / Zvečane,
and Zubin Potok.
The construction of the landfill, will be based on the detailed design that will be submitted by the
Contractor and will be evaluated.
It is noted that the technical solution described in these terms of reference is indicative. The
tenderers should provide their own calculations and design. However the tenderers should be in
line with the specifications presented.
This project falls under the European Union’s (EU) “Instrument for Pre-Accession Assistance” (IPA)
programme, replaces a series of European Union programmes and financial instruments forcandidate countries or potential candidate countries. The overall project concept is, for the North
Kosovo region, to reduce gaps in quality and service level between the present waste management
system and the requirements of EU legislation and standards.
The proposed project is meeting the general strategy of environmental protection adopted by
National Strategy Plan referring to environmental protection, providing the improvement of waste
management. The Plan stipulates the priority of measures aiming the reducing of severe local
pollution or of those ones which may affect the human health, e.g. the existent landfill leachate
percolating into the groundwater, uncontrolled waste landfilling or uncontrolled emissions of air
pollutants resulted from waste decay.This study has been elaborated from the Consortium EPEM – SLR – ISPE.
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2 GENERAL INFORMATION
2.1 LOCATION - TOPOGRAPHY
The new landfill will serve the Municipalities of Leposaviq / Leposavić, Mitrovicë / Mitrovica
(north), Zveçan / Zvečane, and Zubin Potok. The served population is estimated to app. 60.000
inhabitants in the year of 2015.
The New Sanitary Landfill (SL), will be located in ZvecanMunicipalitythe latitude and longitude of
the site is 42o 58’12.99’’, 20o 49’35’’.
Figure 2-1: Location of Savina Stena Sanitary Landfill
The site of the SL is public property, except the access road, app. 2,5km, which is private property
and expropriation will take place.
The distances from the settlements are:
Mitrovica 8,2km
Zobin Potok 12,1 km
Zvecan 6,2 km
Srbovac 1,6 km
Valac 2,1 km
Zhazhe 3,3 km
Viahinje 3,6 km
Banjska 3,1 km
Saljska Bistrica 5,1km
Josevic 1,3 km
Lokva 4,8 km
It has a total area of 26,6 ha while the area allocated for the landfill (cellΑ) is app. 3 ha (2,92ha).
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The proposed site is on the highway Raska- Mitrovica with the toponym “Savina Stena”. More
specifically, it concerns an area that extends in a natural thalweg above the river Iber / Ibar. The
site is a public property.
The area is characterized by relatively strong relief. In fact, it is a basin bounded by the hills slopesof which have gradients of approximately 35-40 %. Downstream of the proposed site there is Iber /
Ibar river, therefore extensive flood works should take place in order to protect it.
2.2 GEOLOGY - HYDROGEOLOGY
The area where landfill is planned to be built is mainly composed from ultramafic rocks. These
formations stretch in the northern and south-eastern part, and they meet with the boundary of
serpentinite massif of the river Iber. Most of these rocks belong to serpentinisedharzburgite. With
intense serpentinisation of ultramafics they are transformed into serpentinite. These are
serpentinisedharzburgite in which the primary minerals we find remains of olivine, piroksen
rhombic and chrome-spinel as an accessory.
In the hydrogeological aspect study area consists from fissured aquifers with medium to low
fracture permeability (10-5 m/s to 10-9 m/s) are mainly Neogene, Palaeogene, Jurassic and
Palaeozoic consolidated sedimentary, igneous and metamorphic rocks. Beside these, Oligocene
fractured pyroclastites in the north-eastern part of Mitrovica can be considered as local productive
aquifers. In the northern part Mitrovica, fractured Jurassic (serpentinised) peridotites and
sericiteschists are characterised by local ground water flow through fractures.
The volcanic-sedimentary series has a large spreading and lies in the south-western part of the
studied area. This melange belongs to the lower senonian, the genesis of which is connected withthe movements of the crease phase. This mélange is developed in the Mitrovica-Banjska direction,
and has the general stretch NW-SE, while the width varies. Composition of lower session of the
melange, and areas where it is formed, indicates the existence of a graben which was partially
below sea surface. This mélange consists of: limestone, marlstone, mudstone, Sandstone,
conglomerate etc.
In the valley of Iber river are clearly expressed two levels of river terrace: the old (t2) and new (t1),
immediately above the river flow. The older terraces have a greater variety of lithological structure.
Alluvial deposits build large areas around the Iber River. They appear with gravel and sand, with
rare layers of clay. In the area being studied, due to the configuration of the terrain, alluvial depositshave limited stretch.
As far as the hydrogeology is concerned, the basic element responsible for the water-bearing
capacity of the rocks is their hydraulic type: this may result in intergranular aquifers, fissured
aquifers, Fissured and karstified aquifers, mixed porosity and porous and fissured rocks with low
productivity or rocks practically without groundwater.
Area where is planned to build the landfill is mostly construction from fissured aquifers. Those
aquifers are with medium to low fracture permeability (10-5 m/s to 10-9 m/s) is mainly Neogene,
Palaeogene, Jurassic and Palaeozoic consolidated sedimentary, igneous and metamorphic rocks.
Among the Miocene sedimentary rocks, fissured conglomerates, sandstones, mudstones,
marlstones and marlyclaystones in the eastern part of Kosovo are considered as aquifers.
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Regarding the soil the area of study is built from the soil of typical rendzina on serpentinite. The
characteristic of these soils is that they are thick layers and they are without forestry.
The area where the landfill is planned to be built, belongs to the Internal Vardar subzone. In this
area are separate the Ibar syncline, Sitinica and Kacandoli faults.
Possibility of earthquake strikes in Mitrovica, more precisely in this study area, which theoretically
as per available data (from Seismological Report of Kosova), can be with intensity of seven (MSK-
64).
2.3 CLIMATIC DATA
Kosovo’s climate is influenced by its proximity to the Adriatic and Aegean Seas as well as the
continental European landmass to the north. The overall climate is a modified continental type,
with some elements of a sub-Mediterranean climate in the extreme south and an alpine regime in
the higher mountains. Winters are cold with an average temperature in January and February of 0degrees centigrade and with significant accumulation of snow, especially in the mountains.
Summers are hot, with extremes of up to 40 degrees. The average annual rainfall in Kosovo is 720
mm but can reach more than 1,000 mm in the mountains. Summer droughts are not uncommon.
The varied elevations, climatic influences, and soils within Kosovo provide a wide diversity of
microhabitats to which plant and animal species are adapted.
2.3.1 CLIMATIC CONDITIONS IN NORTHERN KOSOVO
The morphological, i.e. hypsometric characteristics of the terrain have impacted Northern Kosovo
climate characteristics. The Climate is temperate-continental to mountain climate. The mountainranges of Mokra Gora, Rogozna, Suva Planina and southern and south-western slopes of Kopaonik
have their specific impacts in climate characteristics. For the parameters analysis the data of
precipitations, temperatures, sunshine, wind and humidity are obtained from the climatology
stations Kopaonik, Novi Pazar, Mitrovica and Pec, surrounding the terrain. These parameters are
used for the analyzed period from 1961-1999. From 1999 until 2014 the data were obtained from
the meteorological stations presented in the table below.
Table 2-1: Meteorological Stations surrounding research terrain
Longitude
[°]
Latitude
[°]
Altitude
[m]
Distance
[km]
Direction[Ο/degree
s]
Directi
onStation Name Country Name
1 20.7 43.7 217 91,1 351 N KRALJEVO SERBIA
2 21.9 43.33 202 96,9 59 NE NIS SERBIA
3 21.65 41.96 239 121,6 148 SE SKOPJE-PETROVAC FYRΟΜ
4 22.28 42.51 1176 122,7 110 E SKOPJE FYRΟΜ
5 19.28 42.43 52 139,7 249 WPODGORICA
(TITOGRAD)
MONTENEG
RO
6 19.25 42.36 33 145,1 247 SWPODGORICA-
GOLUBOVCI
MONTENEG
RO
7 20.7 41.53 1321 151,9 185 S LAZAROPOLE FYRΟΜ
8 22.18 41.75 327 166,3 139 SE STIP FYRΟΜ
9 23.38 42.65 595 206,6 97 E SOFIA-(OBSERV.) BULGARIA
1 21.36 41.05 589 208,6 169 S BITOLA FYRΟΜ
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Longitude
[°]
Latitude
[°]
Altitude
[m]
Distance
[km]
Direction[Ο/degree
s]
Directi
onStation Name Country Name
0
Also, for the precipitation analysis there are used the data from Climatic Atlas, for the period 1930 – 1960. In that time the precipitations stations were numerous in this region (Ribarići, Brnjak, Režala,
Kosovska Mitrovica, Banjska, Vlahinje, Leposavic and Lesak).
2.3.2 Air temperature
The influence of the mountain range is obvious in the analysis of the temperature regime. The air
temperature in the highest parts are reaching –30oC, during the winters. So, the average
temperature in the research area varies from 3,7 (CS Kopaonik) to 11,4oC (CS Peć). The coldest
month is January, with mean temperature from –4oC CKS Kopaonik) to1oC (CS Peć). August is the
hottest with mean temperature varying from 13oC (CS Kopaonik) to 22,1oC (CS Peć).
The altitude, micro-climate and spatial distribution of the relevant climate stations reflects the
conditions on the site, so the data are valid for this research terrain.
In the Tables 2-2, 2-3 and 2-4, the average air temperature is presented at the Climatology stations
of Novi Pazar, Kopaonik and Pec, respectively.
Table 2-2: Average monthly air temperatures at the CS Novi Pazar for the period of 1991-2001
Year I II III IV V VI VII VIII IX X XI XII annual
1991 -1,9 -1,2 7,7 8,1 10,9 18 19,2 17,9 16,1 9,6 6,0 -3,1 8,9
1992 -1,6 0,6 4,4 9,6 13,8 17,1 18,8 21,4 16,1 11,9 5,8 -0,6 9,7
1993 -2,3 -2,2 2,9 9,9 14,7 17,8 19,4 20,1 15,0 12,4 3,4 2,3 9,5
1994 1,1 1,3 7,7 10,3 15,1 17,7 19,7 20,4 18,9 10,0 5,9 0,8 10,7
1995 -2,2 4,3 4,8 8,8 13,5 17,8 20,6 17,9 13,9 9,7 2,2 2,8 9,5
1996 0,3 -0,9 1,9 9,3 15,7 18,7 19,1 19,5 12,9 10,4 6,2 -0,8 9,4
1997 0,9 2,6 4,5 5,4 15,3 20,0 19,7 18,1 14,7 7,6 6,4 1,7 9,7
1998 1,4 2,6 3,0 11,9 14,1 19,5 21,2 20,9 15,4 11,3 3,5 -3,2 10,2
1999 0,1 0,3 5,8 8,7 14,0 18,2 19,9 20,6 17,0 10,8 5,2 0,5 10,1
2000 -3,0 1,5 5,5 13,1 17,2 19,3 21,4 21,4 15,1 12,0 8,3 1,7 11,2
2001 2,8 2,9 10,3 9,3 16,1 17,7 20,9 21,9 14,9 12,6 3,9 -3,9 10,8
min. -3,0 -2,2 1,9 5,4 10,9 17,1 18,8 17,9 12,9 7,6 2,2 -3,9 8,9
max 2,8 4,3 10,3 13,1 17,2 20,0 21,4 21,9 18,9 12,6 8,3 2,8 11,2
mean -0,4 1,1 5,3 9,5 14,6 18,3 20,0 20,0 15,5 10,8 5,2 -0,2 10,0
Table 2-3: Average monthly air temperatures at the CS Novi Pazar for the period of 1991-2002
Year I II III IV V VI VII VIII IX X XI XII annual
1991 -5,0 -6,3 1,3 -0,4 2,4 11,0 12,2 10,5 9,7 3,2 0,2 -7,9 2,6
1992 -3,9 -6,1 -3,1 1,0 6,3 9,6 11,5 16,1 9,0 5,7 0,7 -4,5 3,6
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Year I II III IV V VI VII VIII IX X XI XII annual
1993 -3,8 -7,1 -4,1 2,0 7,8 10,6 12,5 13,9 9,1 8,2 -0,2 -1,4 4,0
1994 -2,6 -4,1 0,6 2,3 7,8 10,6 12,8 14,2 12,4 4,6 0,4 -2,8 4,7
1995 -6,3 -1,6 -3,3 1,0 6,0 10,3 13,6 10,7 7,0 5,2 -3,7 -1,6 3,1
1996 -4,4 -5,8 -6,3 1,2 8,3 11,4 12 12,3 4,8 3,1 2,0 -2,2 3,0
1997 -1,4 -4,1 -3,7 -3,7 7,2 12,0 11,4 10,3 7,9 1,7 1,2 -3,5 2,9
1998 -3,2 -1,8 -5,8 3,3 6,0 11,9 13,7 13,9 8,3 5,3 -2,4 -5,6 3,7
1999 -2,8 -6,9 -1,8 2,4 8,3 11,3 12,6 13,8 10,3 5,5 0,1 -3,3 4,2
2000 -8,3 -5,1 -3,0 4,6 9,0 11,4 13,3 14,6 8,3 6,3 3,7 -1,3 4,5
2001 -2,3 -4,3 2,5 1,4 8,1 9,3 13,2 14,2 7,8 7,3 -2,1 -8,9 3,9
2002 -4,0 -0,6 0,1 2,1 8,5 11,5 13,9 11,6 6,9 9,8 2,7 -3,0 4,6
min. -8,3 -7,1 -6,3 -3,7 2,4 9,3 11,4 10,3 4,8 1,7 -3,7 -8,9 2,6
max -1,4 -0,6 2,5 4,6 9,0 12,0 13,9 16,1 12,4 9,8 3,7 -1,3 4,7
mean -4,0 -4,5 -2,2 1,4 7,1 10,9 12,7 13,0 8,5 5,5 0,2 -3,8 3,7
Table 2-4: Average monthly air temperatures at the CS Pec for the period of 1991-1998
Year I II III IV V VI VII VIII IX X XI XII annual
1991 -1,0 2,0 9,0 9,0 11,9 20,1 20,6 20,3 18,0 11,3 6,8 2,0 10,8
1992 -0,1 2,2 6,6 11,4 15,0 16,7 21,2 24,9 15,4 13,0 7,1 0,6 11,7
1993 0,1 -0,5 4,9 11,7 17,1 20,1 22,0 23,3 17,4 13,6 4,2 4,1 11,5
1994 3,0 2,5 9,5 10,9 17,2 20,1 21,9 23,3 20,7 11,6 7,4 1,8 12,51995 -0,2 5,8 5,5 10,5 15,2 19,6 22,7 19,5 15,2 12,1 3,5 3,8 11,1
1996 1,2 0,3 2,5 10,8 17,1 21,5 21,9 21,9 14,0 11,2 7,6 2,0 11,0
1997 1,5 3,8 6,3 6,6 16,7 21,1 21,6 20,1 17,3 9,1 6,5 2,5 11,1
1998 3,4 4,7 4,4 12,6 15,0 21,2 23,2 23,3 16,5 12,4 4,0 -2,0 11,6
min. -1,0 -0,5 2,5 6,6 11,9 16,7 20,6 19,5 14,0 9,1 3,5 -2,0 10,8
max 3,4 5,8 9,5 12,6 17,2 21,5 23,2 24,9 20,7 13,6 7,6 4,1 12,5
mean 1,0 2,6 6,1 10,4 15,7 20,1 21,9 22,1 16,8 11,8 5,9 1,9 11,4
Table 2-5: Temperature data from the surrounding meteorological stations as listed in the Table 2-1
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year
Mean Temperature
1 0,4 3,0 6,5 11,1 15,6 19,3 21,2 21,1 17,6 12,3 7,6 2,7 11,5
2 0,4 3,0 6,0 9,6 14,8 18,5 20,2 19,8 16,0 10,8 6,0 1,6 10,5
3 0,5 3,0 6,1 10,8 15,3 19,1 21,2 21,5 17,3 12,0 7,1 2,7 11,4
4 -0,4 2,0 5,5 10,1 14,8 18,7 20,3 20,6 16,7 11,3 6,5 1,7 10,7
5 0,6 3,7 6,5 10,6 15,8 19,1 21,0 20,6 17,0 11,8 7,0 11,8 12,1
6 -0,5 1,2 5,0 11,3 15,8 19,2 21,5 21,2 17,8 12,1 7,0 3,0 11,2
7 -0,7 2,2 5,6 10,1 15,0 18,3 20,2 20,0 16,6 11,5 7,1 1,6 10,6
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Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year
8 0,4 3,0 7,5 11,6 16,2 19,3 21,2 21,6 18,2 12,8 6,3 2,5 11,7
9 -1,8 0,1 -3,3 5,9 10,0 15,0 19,3 15,8 17,5 9,0 4,5 0,8 7,7
10 1,5 4,3 7,0 11,0 16,2 19,8 21,6 21,2 17,6 12,1 7,8 2,7 11,9
0,04 2,55 5,24 10,21 14,95 18,63 20,77 20,34 17,23 11,57 6,69 3,11 10,93
Maximum Temperature
1 3,4 6,0 9,8 17,1 21,7 25,3 28,2 28,5 25,1 18,0 11,1 6,5 16,7
2 4,0 7,1 12,8 17,7 22,7 26,0 28,3 28,7 25,3 19,2 10,8 6,0 17,4
3 4,3 8,3 13,8 18,5 23,7 27,5 30,0 30,0 26,0 19,2 10,1 5,0 18,0
4 4,6 8,3 11,8 19,2 23,2 28,0 30,7 31,1 26,0 18,5 11,6 7,4 18,4
5 9,1 10,6 14,3 19,2 24,2 29,0 32,5 32,5 27,5 21,0 15,0 11,8 20,5
6 9,5 11,3 15,1 19,1 24,2 28,2 31,7 31,7 27,2 21,7 15,3 11,1 20,5
7 2,2 3,0 6,0 10,6 15,5 18,8 22,2 22,2 18,7 13,3 8,0 4,0 12,0
8 4,5 8,1 12,6 18,1 23,2 27,2 30,1 30,0 26,2 19,5 11,8 6,0 18,1
9 2,2 5,0 9,8 15,3 20,1 23,5 25,8 25,7 22,6 16,6 9,6 4,0 15,0
10 3,2 6,5 11,3 16,5 21,7 25,8 28,6 28,5 24,7 18,2 11,5 5,3 16,8
4,7 7,42 11,73 17,13 22,02 25,93 28,81 28,89 24,93 18,52 11,48 6,71 17,34
Minimum Temperature
1 -4,2 -3,6 0,2 5,5 10,0 13,1 14,8 14,0 10,6 6,4 2,9 -0,7 5,7
2 -3,0 -1,3 2,4 6,0 10,1 13,3 14,6 14,6 11,5 7,0 2,2 -0,9 6,4
3 -3,5 -1,3 1,8 5,4 9,8 13,1 14,8 14,6 11,3 6,3 1,2 -2,5 5,9
4 -3,0 -2,5 0,6 5,3 10,1 13,3 15,1 14,3 11,1 5,9 2,9 -1,2 6,0
5 2,2 2,5 5,4 9,3 13,6 17,7 20,7 20,6 17,0 11,6 7,5 4,4 11,0
6 1,3 3,0 5,8 9,1 13,5 17,2 20,2 20,2 16,5 11,6 6,8 2,9 10,7
7 -6,0 -5,0 -2,8 1,1 5,0 7,8 9,3 9,3 7,0 3,5 0,0 -4,0 2,1
8 -2,8 -0,9 2,5 6,5 11,0 14,3 16,1 15,8 12,3 7,6 3,0 -1,2 7,0
9 -5,0 -3,0 0,3 4,6 9,3 12,3 13,8 14,3 10,6 5,6 1,2 -2,8 5,1
10 -4,5 -2,3 1,2 5,0 8,6 11,6 13,1 12,8 9,8 5,5 1,7 -2,6 5,0
-2,85 -1,44 1,74 5,78 10,1 13,37 15,25 15,05 11,77 7,1 2,94 -0,86 6,49
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Figure 2-2: Graphic presentation of the temperature regime in North Kosovo, minimum (green),
Maximum (blue) and Mean (red)
2.3.3 Precipitation& Humidity
Based on the available data, it can be seen that there are relatively small oscillations of
precipitations during the year, or that the precipitations are evenly distributed throughout the year.
That is very good from the hydrology point of view, as that stable regime enables stabile regime of
the ground waters. The average precipitations for the region are 600–855 mm on the mountain
slopes Kopaonik, Mokragora and Suva planina, in strong winters the number of days with snow is
up to 180, effecting significantly the ground waters. The most of the precipitations are recorded inApril, May and October.
Table 2-6: Monthly precipitations distribution throughout measured at the CS Kopaonik
MonthI II III IV V VI VII VIII IX X XI XII annual
Year
1991 24,5 46,5 74 118,5 127,8 62,1 187,8 88 43,8 102,7 85,5 66,0 1027,2
1992 26,5 116,6 62,3 86,6 17,2 318,7 71,7 32,2 10,3 86,2 133,2 60,7 1000,2
1993 33,3 31,7 96,2 65,9 96,3 64,2 45,9 24,9 92,3 30,3 52,5 103,4 736,9
1994 75,2 29,1 55,5 110.7 66,9 107,6 128,6 48,2 77,4 75,5 31,6 51,4 857,7
1995 128,9 58,9 102,4 118,4 169 96,2 76,4 120,1 139,2 2,5 94,9 77,8 1184,7
1996 19,5 52,4 81,9 104,6 122,6 59,2 26,2 99,3 237,9 91,4 118,2 88,9 1102,1
1997 17,2 43,8 82 140,8 108,7 37,7 114 174,5 31.9 97,8 19,4 69,1 936,9
1998 32,3 30,3 76,4 78,8 98,3 86,6 50,2 68,0 148,8 115,8 69,9 57,7 913,1
1999 41,4 95,8 31,10 114 85,7 128,5 187,4 28,6 67,7 52,7 102,6 107,6 1043,1
2000 80,2 80,6 101,0 85,0 70,5 68,3 54.7 10,5 129,5 32,9 38,4 55,1 806,7
2001 31,5 67,4 52,3 152,7 151,9 200,3 84,3 84,4 232,3 17,9 115,7 39,7 1230,4
min. 17,2 29,1 31,1 65,9 17,2 37,7 26,2 10,5 10,3 2,5 19,4 39,7 736,9
max 128,9 116,6 102,4 152,7 169,0 318,7 187,8 174,5 237,9 115,8 133,2 107,6 1230,4
Month
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mean 46,4 59,4 74,1 106,5 101,4 111,8 97,3 70,8 117,9 64,2 78,4 70,7 985,4
Table 2-7: Monthly precipitations distribution throughout measured at the CS Novi Pazar
Month
I II III IV V VI VII VIII IX X XI XII annualYear
1991 12,9 42,4 44,8 81,2 45,3 30,3 97,5 65,0 36,4 71,0 55,3 38,3 620,4
1992 13,0 22,9 24,4 76,5 28,5 73,5 65,5 13,9 25,7 68,3 78,1 20,8 511,1
1993 91,1 14,0 73,7 31,2 35,3 Z7,6 39,7 25,9 65 29,6 56,0 54,1 515,4
1994 35,5 24,6 15,5 31,4 53,9 91,9 169,0 50,5 36,8 33,0 13,7 56,2 612,0
1995 94,5 50,8 56,6 29,0 60,8 30,7 62,1 42,3 91,5 0,0 48,0 58,5 624,8
1996 9,3 59,2 56,0 58,3 106,9 26,0 30,3 39,6 178,2 53,1 121,9 110,9 849,7
1997 14,8 24,4 55,5 83,8 64,7 9,3 39,0 81,9 13,2 100,5 23,1 57,2 567,4
1998 13,9 51,5 21,4 57,1 60,8 109,1 47,4 41,8 89,7 74,7 98,1 49,5 715,0
1999 22,6 70,8 17,6 80,1 61,6 44,7 132,6 37,2 81,2 85,0 56,0 92,6 782,0
2000 37,5 38,4 31,2 27,5 41,2 44,2 65,1 14,6 62,8 35,7 43,0 43,1 474,3
2001 23,1 54,0 16,5 145,0 85,3 77,8 88,4 14,2 111,5 40,8 55,6 29,9 742,1
min. 9,3 14,0 15,5 27,5 28,5 9,3 30,3 13,9 13,2 0,0 13,7 20,8 474,3
max 94,5 70,8 73,7 145 106,9 109,1 169,0 81,9 178,2 100,5 121,9 110,9 849,7
mean 33,5 41,2 37,6 63,7 58,6 53,8 76,1 38,8 72,0 53,8 59,0 55,6 637,7
Table 2-8: Monthly precipitations distribution throughout measured at the CS Pec
MonthI II III IV V VI VII VIII IX X XI XII annual
Year
1991 18,5 41,7 46,2 107,9 64,8 28,3 110,2 33,2 38,9 87,5 136,7 10,9 724,8
1992 18,5 27,6 15,0 149,0 22,7 116,2 14,0 46,4 13,2 77,9 94,7 89,9 685,1
1993 17,6 10,0 128,1 54,0 40,2 66,0 19,6 9,3 81,9 92,1 123,2 109,4 751,4
1994 92,3 84,8 10,8 126,8 24,7 25,2 198,3 25,1 38,4 45,3 20,5 61,7 753,9
1995 87,4 40,6 92,1 67,0 68,5 37,8 122,8 101,6 97,5 0,3 38,0 115,5 869,1
1996 62,5 68,5 72,7 73,4 49,9 4,7 11,2 33,8 146,7 52,6 162,1 110,7 848,8
1997 40,2 43.6 55,7 69,6 35,6 14,8 25,5 31,6 15,7 128,8 49,9 99,7 610,7
1998 33,0 55,3 25,1 93,5 88,6 22,2 35,8 28,6 145,0 91,3 135,9 87,2 841,5
1999 17,6 10,0 10,8 54,0 22,7 4,7 11,2 9,3 13,2 0,3 20,5 10,9 610,7
2000 92,3 84,8 128,1 149,0 88,6 116,2 198,3 101,6 146,7 128,8 162,1 115,5 869,1
2001 46,3 46,9 55,7 92,7 49,4 39,4 67,2 38,7 72,2 72,0 95,1 85,6 760,7
min. 18,5 41,7 46,2 107,9 64,8 28,3 110,2 33,2 38,9 87,5 136,7 10,9 724,8
max 18,5 27,6 15,0 149,0 22,7 116,2 14,0 46,4 13,2 77,9 94,7 89,9 685,1
mean 17,6 10,0 128,1 54,0 40,2 66,0 19,6 9,3 81,9 92,1 123,2 109,4 751,4
Table 2-9: Statistic data for daily precipitation and evapotranspiration in Northern Kosovo Region
DayPrec. Prec. Prec. PET PET PET
Best [mm] Low [mm] High [mm] Best [mm] Low [mm] High [mm]
Mean 8,35 5,54 13,48 1,92 1,63 2,21
Min 10,00 0,00 2,25 0,35 0,01 0,66
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Max 42,40 31,95 66,56 3,99 3,59 4,48
The results from Table 2-9 are presented in the graphic presentation in the figure below while
Kosovo’s precipitation map is presented in Figure 2-3.
Figure 2-3: Average daily precipitation (red) & evapotranspiration (green) in the North Kosovo
Figure 2-4: Precipitation distribution of Kosovo
2.3.4 Solar radiation
Kosovo has on average 2.066 hours with sun per year or approximately 5,7 hours per day. The
highest insolation value is in Pristina with 2.140 hours for 1 year, while Peć with the smallest
insolation value of 1.958 hours, Uroševac with 2.067 hours and Prizren with 2.099 hours. The
maximum insolation in Kosovo occurs during July, while the lowest insolation occurs in December.
Project
area
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Distribution of general solar radiation for Northern Kosovo is given below.
Table 2-10: Sunshine Fractions and Sunny hours in North Kosovo Region
Day
Sun
Fr.
Sun
Fr.
Sun
Fr.
Day
Len.
Day
Len.
Day
Len.
Sun
Hrs.
Sun
Hrs.
Sun
Hrs.
Best
[%]
Low
[%]
High
[%]
Best
[h]
Low
[h]
High
[h]
Best
[h]
Low
[h]
High
[h]
Mean 30.333 22.273 38.923 2:09 3:57 3:01 4:55
Min 9.35 0 21.74 8:56 0:50 0:00 1:57
Max 54.5 50.05 60.9 5:15 7:45 7:07 8:30
Throughout the year the sunshine hours are presented in the Figure 2-5.
Figure 2-5: Annual Sunshine Cycle in Northern Kosovo
2.3.5 Wind
In Kosovo, the winds are blowing from all directions, but in different frequencies. In the Mitrovica
region, there are 50-60 windy days per year. The most frequent winds are winds coming from the
north and blowing to the southern quadrants. Even the region is protected by mountain range from
the north, the Ibar valley withdraws large air mass from the north, rather than from the south
where is open path for the air movements. Maximum wind velocity was recorded to be from the
south-west, but the most of the winds were the second class winds.
Table 2-11: Wind velocity distribution in m/s throughout the year in Zvecan Municipality
DayVapor Vapor Vapor Wind Wind Wind
Best [hPa] Low [hPa] High [hPa] Best [km/h] Low [km/h] High [km/h]
Mean 10,617 9,068 12,165 3,42 1,01 6,14
Min 4,98 4,01 5,84 2,25 0 4,53
Max 16,9 14,82 19,09 5,55 3,52 7,92
Data collected on daily basis are presented in the graphic presentation in Figure 2-6.
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Figure 2-6: Wind velocity in Zvecan municipality (red) and water vapour pressure (green)
Based on the collected data some wind rose is presented in Figure 2-7.
Figure 2-7: Wind rose graph in Zvecan municipality (Orientation: vector Blowing to)
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3.2 INTERFACES AND LIMITS OF SUPPLY
The boundaries concerning utilities, access and disposal to Landfill Site are as follows:
3.2.1 Access Road
A new access road will be constructed from the existing road to the entrance area of the new
landfill The Contractor should follow the road line as shown in the drawings as for the road
expropriation has taken place.
3.2.2 Power supply
Network for electrical power supply exists in the existing road Raska- Mitrovica. The necessary
extension of the network and the construction of a transformer station (if necessary), is not part of
the works contract. It will be carried out by the Municipality of Zvecan.
3.2.3 Potable Water
There will be no potable water on site. The water needs will be covered from the reservoir tank. As
far as the water needsof the personnel concerns these will be covered by portable water bottles.
3.2.4 Phone Line
The connection point for the telephone line is approx. 1.3 km away from the construction site.
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4 LANDFILL
4.1 GENERAL DESIGN PLAN
4.1.1 Design parameters and assumptions
4.1.1.1 Basin configuration
The landfill basin has been designed taking into consideration all the parameters regarding the
legislation (EU and Kosovo) and also the particularities of the field. In that sense:
Regarding the morphology, the field can be characterized by relatively strong relief with
elevations from 500,00m to 660,00m. This is an advantage and disadvantage simultaneously.
Advantage because there are grades that can be utilized for the development of the body of the
waste and disadvantage because the existing slopes are steep and therefore extensive
excavation are needed. Therefore, the main issue is to maximize the exploitation of themorphology of the field
The natural grade of the field is 30-35% with direction from north to south to and 23% from
east to west
The excavations of the terrain should be carefully designed, so not to create problems with the
underground waters if any.
Given the morphology, of the field it is absolutely necessary to create perimetric slopes that:
o Maximize the value for money of the construction
o Maximize the life time of the landfill
o Give the opportunity to the operator to develop the landfill in stages
The grade of that slopes will not exceed the 2:3 for embankments and 1:1 for excavations
Given the morphology of the field it is absolutely necessary to create a “basin” with perimetric
slopes that will service the operation, and facilitate the “building - up” of the waste in a manner
that the overall waste body is stable, with mild slopes and relatively low height
The grade of the bottom of the basin, will be at least 5% and an effective leachate collection
system is obtained The design of the waste anaglyph should be such that could be adjusted to the surrounding
environment. The grade of the waste relief does not exceed the 1:3.
Flood works will be extensive in order to protect the cells from the run off and the river below
For the calculation of the landfill capacity a compaction coefficient equal to 0.6 tn/m3 and
percentage of the cover material equal to 15%
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4.1.1.2 Quantity and composition of waste to be deposited
The Sanitary Landfill (SL) will receive the followings according to Administrative Instruction no
10/2007 Article 8:
i. Public wastes;
ii. Commercial and industrial, relevant with industrial housing waste which are known as non-
hazardous waste;
For the study area there are not any data regarding the waste composition. Therefore we are going
to use the results from the Report “Analysis of Municipal Solid Waste – Prishtina” March/April 2011
elaborated by GIZ.
Figure 4-1: Composition of the household waste in Prishtina, March 2011
In order to decide on the area required for a sanitary landfill lifetime of 20 years, the quantity of
disposed waste needs to be calculated through these years. For the design, year 2015 has been
selected as the starting year and year 2035 as the final year of the landfill’s operation. For the
dimensioning of the landfill, a calculation scenario has been performed. The scenario is based on
data given from the representatives of the Municipalities. The population of the severed area is app.
60.000 inhabitants (year 2015) the growth rate is 3%.
The following table predicts the waste disposal and the actual volume required annually. For the
preparation of this table, the following assumption has been accepted:
Average compaction rate in the landfill: 0,6 tn/m3
Percentage of the cover material in the waste volume: 15%
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Table 4-1: Quantity and volume of disposed waste, for the years 2015-2035
Year Waste
production
(tn/y)
Waste to
landfill (m3
/y)
SL
volume/year
(m3)
Total SL
volume (m3
) 2015 13.140 21.900 25.185,00 25.185,00
2016 13.534 22.557 25.940,55 51.125,55
2017 13.940 23.234 26.718,77 77.844,32
2018 14.358 23.931 27.520,33 105.364,65
2019 14.789 24.649 28.345,94 133.710,59
2020 15.233 25.388 29.196,32 162.906,90
2021 15.690 26.150 30.072,21 192.979,11
2022 16.161 26.934 30.974,37 223.953,48
2023 16.645 27.742 31.903,60 255.857,09
2024 17.145 28.575 32.860,71 288.717,80
2025 17.659 29.432 33.846,53 322.564,33
2026 18.189 30.315 34.861,93 357.426,26
2027 18.734 31.224 35.907,79 393.334,05
2028 19.297 32.161 36.985,02 430.319,07
2029 19.875 33.126 38.094,57 468.413,65
2030 20.472 34.119 39.237,41 507.651,06
2031 21.086 35.143 40.414,53 548.065,59
2032 21.718 36.197 41.626,97 589.692,55
2033 22.370 37.283 42.875,78 632.568,33 2034 23.041 38.402 44.162,05 676.730,38
2035 23.732 39.554 45.486,91 722.217,29
The design should be able to handle the real maximum anticipated waste production, without
overestimations. Therefore, the landfill’s maximum capacity must be over 288.717 m3 for the 10
year (Cell A) period and over 676.217,29 m3 for the 20 year period (Cell A+ Cell B)
The construction refers in a cell with 10 years lifetime, but the infrastructures will be for the entire
lifetime of the site i.e more than 20 years.
4.1.2 Design philosophy
4.1.2.1 Basin configuration
In order to achieve the above mentioned, an effort should be made to exploit the morphology of the
field.
The following should be combined:
The basin topography. Three elements are included within the term ‘basin topography’:
elevation, basin grades and grade direction.
o Elevation: Several factors affect the elevation of the basin:
The depth of the groundwater table limits the basin elevation (in other
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words the depth of the excavation works)
The excavation depth has to be great enough to a) achieve the desirable
capacity and b) generate adequate cover material for avoiding excess soil
quantities (if the excavated soil is suitable).
o Basin grades: One of the main goals of the basin grades is to prevent leachate
accumulation at any point of the landfill. To accomplish this, basin grades should be
such so that leachate flows freely inside the collection pipes, to some collection
points. Therefore, these grades must be high enough to prevent leachate
accumulation, yet they cannot be too steep as a stability problem may be created,
especially when there is a composite liner consisting of compacted clay and an
HDPE geomembrane. The basin grades, finally, should be such so that leachate
drains properly throughout the lifetime of the landfill. Consolidation, which occurs
as water is squeezed from between soil particles, can occur as landfill is filled. As the
site fills up with waste and cover material, the underlying soils may consolidate,
disrupting the basin slope element. It should also be noted that base grades affect
the volume that will be excavated and the average base elevation
o Grades direction: The grades direction of the basin depends on where the leachate
can be most effectively collected. Two main options exist. First, to collect the
leachate at the perimeter of the landfill and second to establish collection points at
the internal area of the landfill. The first option seems to be more appropriate on a
long - term basis, due to better utilization of available volume, while the second
option seems easier and less expensive (at least during construction phase).
The depth of the groundwater table. Based on the literature search that has conducted it
appears to be no problem with any groundwater table in the study area. In any case the
excavations will be of minimum so to avoid any adverse situations and to eliminate the cost
excavations also.
The first cell of the new landfill will be developed in one phase. In the future (after 7-8 years) a
second cell will be constructed and the landfill will have a total capacity of more than 20 years. With
this design every cell has the potentiality:
To work discernible, in terms of the waste deposition
To reduce the amount of the produced leachate i.e every cell / subcell after the end of its
operation will be temporarily closed, so the rain fall cannot enter the waste body
The basin of the landfill it is proposed to be allocated in the south-western part of the site.
4.1.2.2 Lining System
The liner system must restrict leakage to acceptable limits through a combination of an effective
leachate collection and removal system and a suitably impervious seepage barrier. To assure
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proper performance over the long life of the landfill, a chemical, biological and mechanical
compatibility between the several components is required.
The selection of the appropriate type of liners is based on:
o The type of waste to be disposed of
o The availability of materials in the area
o The requirements of the legislation
According to the National legislation Administrative Instruction (AI) No. 01/2009 on Conditions for
selecting the location of the waste storage construction, the landfill base and the sideslopes will
consist of a mineral layer, which satisfies permeability and thickness requirements with a
combined effect in terms of protection of groundwater and surface water at least equivalent with k
≤ 1.0 x 10-9 m/s, thickness ≥ 1.0 m.
In case that the above conditions are not fulfilled in the natural situation, an artificial soil barrier
shall be constructed. This barrier consists of clay-sized soil and shall have a thickness of at least 0.5
m thickness and a minimum coefficient of permeability of 10 -9m/sec, as required by Kosovar
regulation for non-hazardous waste landfilling.
According to Article 16 of the AI No. 01/2009:
geomembranes for drainage isolation should be sustainable and should fulfil the following
conditions:
o Minimal thickness 2.5mm, 310g/m 2 geotextile 2.5 mm HDPE,
o Extension force (elasticity) in temperatures until 230oC,>=400N,
o Maximal extension during allurement loading till 5%,
o Selvage strength between welding belts should be at least 90 % of strengths from
base material;
o To interrupt the process of plant implantation and to resist against gnawers.
The drainage coverings with minimal thickness of 0.50m,with stone metric-granule comprises
and with dimensions of 16-32mm;
o The drainage covering surfaces should be designed and constructed with a slope of l%.
The following table presents the basic requirements for bottom lining as well as the basin design as
they are included in the relevant Kosovar legislation and according to the experience of the experts.
Table 4-2: Main specifications used for bottom lining – basin design
Lining specifications Natural geological barrier – permeability < 10-9 m/s
Natural geological barrier – layer thickness > 1.00m Artificial geological barrier – permeability < 10-9m/s
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Lining specifications Artificial geological barrier – layer thickness > 0,50m
Drainage layer – permeability < 10-3m/s Drainage layer – layer thickness > 0.50m
Geomembrane – permeability < 10-9
m/s Geomembrane – layer thickness > 2,5mm
Basin design Basin grade (longitudinal) >1% Basin grade (transversal) >3%
4.1.2.3 Leachate Collection System
For the calculation of the leachate drainage, collection and treatment system, the official
meteorological data, time series of 10 years will be used.
When it comes to the design of the leachate collection system (LCS) the simpler is the better. The
LCS can be designed either as passive or active. Passive systems work by themselves. Gravity causes
any leachate generated in the landfill to flow downward, out of the landfill and direct it to a
collection point. There are no valves to open or pumps to fail. On the other hand, active systems
have advantages like: a) controlled leachate supply to the wastewater treatment plant, b)
integrated maintenance of the entire system because it can be controlled outside the waste body.
The principles of leachate collection system that rule the proposed design are:
The input amount of rainwater should be reduced as much as possible. Leachate collection
system is designed in accordance with the surface water management, as the correlation
between them is strong. Trenches parallel with the footprint of the landfill will be developed in
order to prohibit the runoff into the landfill’s body.
The collection and drainage system should ensure long-term collection of the total quantity of
leachate and exclude any admixture with rainwater.
The system for leachate management was chosen upon the following requirements:
not to cause damage, deformities or shifts in the isolation system during its placement
the pipes should be hydraulically efficient and should withstand chemical, industrial
and physical burdens, not only during the phase of operation, but at the phase of the
landfill aftercare, as well
the hydraulic height of leachate should not exceed 50 cm above the geomembrane.
In the proposed design, leachate flows due to gravity from the various points of the landfill basin
and slopes to the collection pipes.
According to AI No. 01/2009 Article 17 the min. diameter of the pipe is 300mm.
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4.1.2.4 Leachate treatment
Leachate contains:
Suspended solids
Soluble waste components
Soluble decomposition products
Microbes
Discharge of this liquid to surface and underground water is prohibited by legislation. Most of
leachate components have the potential to be toxic and:
Cause death of river life directly (toxins, BOD5)
Cause death of river life indirectly (eutrophication)
Contaminate drinking water
Fe(OH)3 precipitates and clogs river
Kills vegetation
Pathogens
According to the Administrative Instruction 10/2007 on waste landfills management in ANNEX I it
is mentioned:
Maximal allowed concentration on discharging filtration from landfill
Parameter Allowed norms
Value of pH 4-13
Organic components of carbon up 200 mg/l
Arsenic up 1.0 mg/l
Lead up 2.0 mg/l
Cadmium up 0.5 mg/lChrome up 0.5 mg/l
Copper up 10.0 mg/l
Nickel up 2.0 mg/l
Zinc up 10.0 mg/l
Mercury up 0.1 mg/l
Phenol up 10.0 mg/l
Ammonia up 1.0 mg/l
Fluorine up 50 mg/l
Chlorine up 10000.0 mg/l
Cyanic up 1.0 mg/l
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Parameter Allowed norms
Nitrates up 30.0 mg/l
Sulfates up 5000.0 mg/l
Haloids up 3.0 mg/l
Residue after evaporation up to 6% mass
Electricity conductive Up to 500000ms/cm (micro second)
In this respect a leachate treatment plant that assures the reaching of the aforementioned limit
values is designed.
4.1.2.5 Biogas management
Biogas production and especially methane (CH4) is a result of the biodegradation procedure.
Comparing the environmental impacts of the landfill, methane represents a source of
environmental impact off-site that could, during the restoration period, cause many problems,similar to the operation period. There are a lot of Gaussian models that could describe the impacts
of methane in the surrounding area.
Therefore the biogas generation depends on the ratio of the different waste types entering into the
landfill.
In this respect a methane management system has to minimize the environmental impacts.
The maximum biogas quantity from cell A is observed in year 2025 as it presented further down in
this study. For the collection of biogas vertical collection wells (boreholes) will be constructed at
the end of the operation time of the Cell A, when waste has reached final height.
The system of vertical boreholes is proposed for the following reasons:
It is easier to construct and presents the less chances of damages during operation
It is a system that ensures low levels of oxygen penetration, thus methane concentrations
are high (required in case a future utilization unit is installed)
It gives the opportunity of gradual construction, each time to the parts of the landfill that
reach final waste heights
It allows for local adjustments and control of the system, as well as of monitoring of biogas
quantity and quality
The landfill gas management system shall consist out of the following:
Vertical collection wells (boreholes)
Horizontal piping network
Biogas Collection Stations
Condensate traps system
Blower and flare unit
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According to AI No. 01/2009 Article 18 the min. diameter of the pipe is 300mm.
4.1.2.6 Environmental monitoring
The monitoring system, based on the requirements of the Kosovar and EU legislation, will consist
of:
Leachate monitoring system
Groundwater monitoring system
Surface water monitoring system
Biogas monitoring system
Settlements monitoring system
Part of the overall monitoring system is also a series of parameters, which have a significant role in
organizing and monitoring the various processes and operations of the landfill. These parameters
are the following:
Meteorological data
Volume and composition of the incoming waste
Volume and composition of the incoming soil material
Monitoring of all the supportive works and registering of all their problems that affect the
proper operation of the total plant.
All the data collected from the monitoring systems should be kept on-site in appropriately
organized records.
4.1.2.7 Utilities and structures
The proper operation of the SL depends on the right installation of utilities and structures. Theentire necessary infrastructure for the appropriate operation of the SL has been included, namely:
Main entrance - fencing
Weighbridge building
Weighbridge
Sampling area
Administration building
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Maintenance building
Open parking for personnel and visitors
Tire washing system
Internal Roads
Flood protection works
Fire Protection zone in the perimeter of the landfill
Fire fighting system
Electrical system
Green area
Access Road
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4.2 EARTH WORKS
Setting up the Savina Stena organized sanitary landfill (SL), includes the construction of a series of
infrastructure that is required for the proper operation of the landfill. All the configurations have
been decided based on the following principles (having in mind the slopes of the terrain):
Easy leachate collection, avoiding mixture with the rain water
Easy accessibility of the garbage trucks to the bottom of the basin
Construction of a perimeter trench for runoff of the rain water
Technical works for flood protection
The height of the final waste volume should not exceed by far the existing topography
According to the landfill capacity mentioned in the previous section the net landfill disposal
capacity for the first cell is at least 290.000 m3. According to the waste quantity that will be
disposed in the landfill as presented in Table 3-1, the landfill capacity is sufficient for more than 10
years.
The SL design is based on the Landfill Directive 99/31/EC and the respective Kosovar legislation.
4.2.1 Excavations and filling works
Top soil
The top soil shall be stripped in working area including but not limited to buildings, landfill area,
LTP, etc. according to the requirements and specifications provided in related sections of this
Volume.
Excavation
Only Cell A shall be excavated in the scope of this contract.
Clay/sand
When the excavation has reached the designed base level, all excavated surfaces shall be compacted
to the required density and inspected. In case any sub-standard materials are detected, these
materials shall be replaced with suitable non-settling materials installed and compacted according
to the requirements for filling.
Filling
Excavated material shall be stockpiled at a storage area or near the site as appointed by the
Engineer /Employer. The material if is appropriate shall be utilized as non-settling fill in fillings
under the bottom of the landfill lots or for construction of embankments and dikes.
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Filling in sub-soil for construction purposes (elevation of the lot bottom to designed base for
polymer membrane or construction of dikes) must be performed by building in layers of maximum
0.25 m thickness. Storage of Excess Materials
Excess materials shall be stockpiled at a storage area at or near the site as appointed by the
Engineer /Employer.
4.2.2 Cell A construction
The existing the field~26ha, is enough for the development of the landfill for 20 years. In full
development the landfill will consists of two cells, cell A and cell B.
The bottom of the cell A has been configured in the shape of V. The side slopes inside the cell will be
at least. 1:3. The grade of the basin is app. 4%-5% and it is uniform for the entire surface of the 1st
cell.
It is noted that in the future the 2nd phase of the landfill will be developed beside to the first cell in
order to be able to receive wastes for an additional 10 years (overall the landfill lifetime will be
approx 20 years). The surface of the second phase of the landfill will be approx 3 ha and the
total capacity of both cells will be approx. 680.000 m3.
For the cell A, which is under examination, app. 268.000m3 excavations and app.93.500 m3
banking up, will be required for the configuration of the area of the landfill and the utilities
connected to it. The surface of the cell A will be about 3ha (2,92ha) and it will have a total capacityof approximately 350.000 m3, including the sealing and final cover volume, of which at least
290.000 m3 will be the disposal capacity. The lowest altitude of the cell (in absolute units) in the
proposed design is +578m, while the highest altitude will be +606m.
4.3 CALCULATION OF CELL LIFETIME
According to the landfill capacity mentioned in the previous section the net landfill disposal
capacity for the first cell is at least 290.000 m3. According to the waste quantity that will be
disposed in the landfill as presented in Table 3-1, the landfill capacity is sufficient for more than 10years.
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4.4 BOTTOM LINING CONSTRUCTION
4.4.1 Introduction
The selection of the appropriate type of liners is based on:
The type of waste to be disposed (municipal solid waste)
The availability of materials in the area
The hydrogeological conditions of the site.
The liners were selected upon the following requirements:
to keep the cells sealed from precipitation and surface water
to be resistant to temperature of at least 70oC
to seal the produced gas and leachate
to be resistant to any sedimentations and erosions
to be resistant to the effect of the microorganisms
to be easy to install
to be easy to check during both the construction and the operation
to be easy to mend
not to be of high expenditure
The lining system of the new landfill includes (from the bottom to the top):
Compacted Clay liner
Geomembrane
Geotextile
Sand layer
Drainage layer (or equivalent)
4.4.2 Compacted Clay liner
According to the legislation, the landfill base and the sideslopes will consist of a mineral layer,
which satisfies permeability and thickness requirements with a combined effect in terms of
protection of groundwater and surface water at least equivalent with k ≤ 1.0 x 10 -9 m/s, thickness ≥1.0 m.
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In case that the above conditions are not fulfilled in the natural situation, an artificial soil barrier
shall be constructed. This barrier consists of clay-sized soil and shall have a thickness of at least 0.5
m thickness and a minimum coefficient of permeability of 10 -9m/sec, as required by Kosovar
regulation for non-hazardous waste landfilling. In any case the bottom of the barrier system should
also have a minimum distance of 1m to the ground water table position if such water table found.
The permeability and thickness requirements are checked through the following equation:
s x sm xmk
H
k
H
NC
NC
CC
CC 99101/101/1
[1]
where ΗCC = thickness of compacted clay liner (m)
k CC = permeability of compacted clay liner (m/sec)
ΗNC = thickness of the natural clayey barrier up to groundwater surface (m) και
k NC = permeability of the natural clayey barrier (m/sec).
If these conditions are not fulfilled in the natural situation, an artificial hydrogeological barrier shall
be constructed. This barrier can consist of clay or another material with equivalent properties and
shall have a thickness of at least 0,5 m thickness as required by Kosovar regulation.
The clay liner will be constructed as a compacted layer. To function as a liner, the clay must be kept
moist. However, the following possible problems should be taken into consideration:
Clay liners are difficult to compact properly on a soft foundation (i.e. waste).
Compacted clay will tend to desiccate from above and/or below and crack unless protected
adequately.
Differential settlement of underlying compressible waste will cause cracking in the compacted
clay if tensile strains in the clay become excessive.
Compacted clay liners are difficult to repair if they are damaged.
Technical Specifications
A geological barrier constructed as a built-in compacted clay layer consists of minimum 0.50 m
thick compacted clay layer with a permeability coefficient of less than k = 1.0 x 10 -9 m/s.
The barrier may be constructed of clay or clayey soils excavated on the site or of suitable soils
imported to the site from a borrow area not containing stones or rock fragments larger than 0.03 m.
No new layer may be installed over an installed clay layer before the latter has been checked and
approved by the supervising authority.
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All surfaces will be finalized at designed level for the base of the polymer membrane. The
compaction shall be concluded using a smooth vibratory roller or equivalent plant, which ensures a
smooth surface of the clay layer.
The filling works shall be performed in such a manner, that the base-materials is not unacceptablyhydrated from rain or surface water or dehydrated from evaporation. In any areas where clay-
materials are unacceptably hydrated or dehydrated or otherwise do not comply with requirements,
the materials shall be replaced with suitable materials.
Visible stones or other particles larger than 0.10 m shall be removed from the surfaces during the
works - if necessary manually.
Immediately upon inspection, check and acceptance of the finished surface the surface shall be
covered by the polymer-membrane.
The minimum values f physical properties of clay material in order to achieve the permeability
requirements, after the standard Proctor compaction are summarized in the following table:
Table 4-3: Clay liner specifications
Property Value
Liquid limit, LL (%) 20 - 40, preferred 25 - 30
Plasticity Index, PI (%) 10 - 25
Clay content (particle diameter < 0,074 mm) (%) > 30, preferred 40 - 50
Clay content (particle diameter < 2 μm ) (%) ≥20, preferred 20 - 25
Content of swelling clays (i.e. smectite, illite) (%) >10
Sand content (%) < 40
Organic content (% κ .β.) < 5
Carbonate content (% κ .β.) < 10
Max diameter of gravel or cluster (mm) 25 - 32
Prior to the clay liner construction, laboratory tests will be conducted to the clay material
compacted at different moisture contents in order to define an acceptable zone of moisture and dry
density complied to the permeability requirements, according to the following table.
Table 4-4: Clay liner material testing
Test Specification Frequency
Sieve analysis
A.A.S.H. TO T-11
ASTM D 1140-71
ASTM D 422
1 out of 800 m3
Atterberg limits
A.A.S.H. TO 89/60
A.A.S.H. TO 90/61
ASTM D 4318
1 out of 1,600 m3
Natural Water content 1 out of 800 m3
Organic content 1 in each borrow area
CompactionA.A.S.H. TO T 180
ASTM D 1557
1 out of 4,000 m3 or 1 in
each borrow area
Permeability ASTM D 50841 out of 4,000 m3 or 1 in
each borrow area
Triaxial test CUPPASTM 2850-82
ASTM 4767-881 in each borrow area
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In the case of the use of GCL, this is a mechanical and thermal welding geosynthetic consisting of a
layer of natural sodium bentonite powder of 5,000g/m2 weight containing about 70% of
montmorillonite. Bentonite is placed between two geotextiles:
Carrier layer: PP woven, weight of 200g/m2.
Cover layer: PP non-woven, weight of 300g/m2.
The total material weight is 5,500g/m2 and the tensile strength is 20KN/m (MD) and 11KN/m
(CMD). The thickness of the material is 7mm in dry condition.
However, after hydration and depending on the salinity of the MSW leachate, the thickness
increases giving a coefficient of permeability of 2x10-11 m/s.
GCL is anchored in the trenches covering one side of the trench.
The successive layers of GCL during placement are overlapped over a length of 150mm. For the
sealing in the areas of overlapping, powder bentonite is used.
The liner material shall be delivered at the site with a quality certification from the producer.
Further the delivery shall be accompanied by a protocol with the results of the producers quality
check for the specific batch delivered to the site.
4.4.3 Geosynthetic liner – polymer membrane
The polymer membrane type selected is HDPE, because it has a higher chemical resistance
compared to the most of other types of polymer membranes. In addition, HDPE has physical
properties that can generally withstand most pressures related to landfill. The thickness of the
polymer membrane will be at least 2,5 mm. In general, the only disadvantage of polymer
membranes is that they are subject to defects and pinholes during the construction stage, improper
seaming and long-term durability concerns, especially in cases where polymer membrane is used as
a single barrier. In our case, this disadvantage is minimized, because of the selection of a composite
liner (clay liner and polymer membrane), instead of a single liner (either a clay liner or a membrane
liner).
The material for the polymer liner shall be High Density Poly Ethylene (HDPE) with the technical
specifications according to the EU standards and the relevant Romanian requirements.
Technical Specifications
The proposed HDPE membrane should be textured on both sides. The liner material shall be
delivered at the site with a quality certification from the producer. Further the delivery shall be
accompanied by a protocol with the results of the producers quality check for the specific batch
delivered to the site.
The supplier shall deliver a testing certificate for all welding-seams performed before delivery on
site. The membrane shall be protected against physical damages during transport to the site andduring storage at the site.
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Installation
General
The installer shall submit an installation plan showing the position of the individual rolls of
material and deliver the plan to the Supervising Authority for approval before installation workscommence.
Installation may only be done by technical staff approved by the producer of the liner material and
with equipment approved by the same.
Welding
All welding-seams shall be double-seam welds with the possibility of testing with pressurized air,
or extrusion welds with a spark-leader welded into the seam, enabling full testing of the tightness
of the seams with high-voltage spark methods.
At the beginning and end of each day of installation, a welding test shall be performed by each
combination of welding equipment and welder in work to ensure the correct adjustments of
welding temperature, pressure and speed according to the prevailing weather conditions. The
welding shall be tested for seam strength (peel and shear) and the results are reported to the
Supervising Authority.
The welding test shall be repeated after any interruption of the installation works during the day,
caused by e g. changes in weather conditions or equivalent.
Before welding, each lane of material shall be laid out without wrinkles, but with sufficient materialand overlapping to ensure, that no significant problems arise during the welding due to
temperature variations.
All edges of the liner material shall be protected against folding until the time of welding. The
Contractor decides the method for protection and submits the description to the Supervising
Authority for approval.
Overlapping shall be done with overlaps in the direction of the slope of the liner, i.e. roof-tile like.
The seam between the membrane at any near-horizontal areas and the membrane at a slope shall
be positioned at the near-horizontal plane and no closer to the toe of the slope than 1.0 m.
No machinery of any kind is allowed to operate directly on top of the installed liner. At all times
sufficient protection of the liner shall be ensured before any machinery is allowed to enter.
Sufficient protection can be e.g. min. 1.0 m of soil not containing stones larger than 0.1 m.
Covering
Until the membrane has been checked and approved, the liner material shall be anchored using
sandbags or any other equivalent system ensuring, that the installed liner material is not moved by
wind or down slope by gravity.
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The Contractor shall cover the installed liner with geotextile immediately upon check and approval
by the Supervising Authority. At slopes the drainage or cover material shall be installed starting
from the toe of the slope taking any slack in the liner material to the top of the slope. At the top of
the slope the liner shall be anchored in an anchoring trench after the drainage material / cover at
the slopes has been installed.
Connections to future stages of the landfill
Where the polymer liner in the future shall be connected to coming stages of the landfill, the
polymer liner shall be finalized with a loop of min. 1.0 m. i.e. the liner shall be folded back and
welded in order to preserve a 1.0 m wide lane along the edge from damages and weathering. A soil
cover of min 0.5 m shall protect the fold.
Check of liner material and installation
The check of the installation works shall be based on a check plan set up by the Contractor and
approved by the Supervising Authority. The check plan shall describe who has the responsibility for
performing each check, the extent of the check and when the check shall be performed. Further the
plan shall indicate whether the works may proceed or shall wait pending the results of the tests and
checks.
Table 4-5: Checks of lining material
Stage Item Subject to
check
Method Extent Acceptance
Delivery Liner material Datasheet Quality check 1 nos. perroll Delivered
Prefabricated
welding seamsTightness
Test certificates on
results of producers
check by Vacuum
bell, pressurized
double
seam, spark-testing
1 nos. per
100 mNo leaks
Reception Liner material Appearance Visual 1 nos. per1,000 m2
No flaws ordefects
Thickness Measurement1 nos. per
1.000 m2
Less than 10%
negative
deviation from
specification
Mechanical
properties
Stress and strain at
break1 nos. per
5.000 m2
Less than 10%
negative
deviation from
specificationStress and strain at
yield
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Stage Item Subject to
check
Method Extent Acceptance
Prefabricated
welding seams
Tightness
Vacuum bell,
pressurized doubleseam,spark-testing
1 nos. per
1.000 m2 No leaks
Strength Shear and peel1 nos. per
5,000 m2
Less than 10%
negative
deviation from
specification
Start of
welding
Welding
seams
Tightness
(in-situ)
Vacuum bell,
pressurized double
seam,
spark-testing
1 nos. per
welder per.
welding
machine per.
day
No leaks
Strength
(cut sample)
Shear and peel cut sample
min.
36 cm x 60
During
installationLiner material Appearance Visual 100%
No flaws or
defects
Welding
seams
Tightness
(in-situ)
Vacuum bell,
pressurized double
seam, spark-testing
100% No leaks
Mechanical
Stress and strain at
break
1 nos. per
5,000 m2
Less than 10%
negative
deviation on
shear
Less than 25%
negative
deviation on
peel
properties
(cut sample)
Stress and strain at
yield
4.4.4 Geotextile
Geotextiles are used for protection of the polymer liner against tear and wear during the
installation works and against damages from particles in the drainage layer. The geotextile shall be
a non-woven geotextile of UV-stable polypropylene, polyethylene or polyester capable of resisting
exposure to the sun for minimum two years. The weight of the geotextile shall be ≥ 1,000 gr/m2.
Installation
Simple overlapping with a width of min. 0.5 m shall connect lanes of installed geotextile.
Alternatively sewn connections may be used. Sewn connections shall have tensile strength equal to
the tensile strength of the geotextile.
The geotextile shall be delivered at the site with a quality certification from the producer certifying
the characteristics of the material according to the above specifications. Further the delivery shall
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be accompanied by a protocol with the results of the producers quality check for the specific batch
delivered to the site.
The geotextile shall be protected against physical damages during transport to the site and during
storage at the site.
4.4.5 Sand layer
Sand layer is used, in addition to geotextile, for the protection of the polymer liner against tear and
wear during the installation works and against damages from particles in the drainage layer.
The sand layer will consist of particles smaller than 0.08 m. The layer’s thickness will be at least
0.10m.
4.4.6 Drainage layer
The gravel layer will serve the purposes of a drainage layer. The thickness of the drainage layer will
be 50 cm. Materials used for drainage layer shall be free-draining graded gravel without any
content of clay- or silt. The content of organic material (CaCO3) shall be less than 20%. Crushed rock
or stones shall not be used. The coefficient of permeability of the drainage material shall be larger
than 10-3 m/s. The grain size distribution will be from 16 to 32 mm while maximum grain size is 32
mm.
In the case of use of geosynthetic drainage net, this is a prefabricated approximately 12mm thick
drainage mat consisting of an extruded wave-shaped monofilament fixed to a layer of geotextile or
installed between two layers of geotextile.
The geosynthetic drainage mat has a high capacity for transporting water in its own plane and the
geotextile ensure a filtering function towards the surrounding materials (soil / waste).
The geosynthetic drainage mat shall have a transmissivity in its own plane at an overburden
pressure of 200 kN/m2 corresponding to a 0.5 m gravel layer of permeability coefficient of k > 10-3
m/s.
Execution of the works
Before any installation of drainage materials on top of the polymer liner is commenced theContractor shall set up a plan for the execution of the works to be approved by the Supervision
Authority. The plan shall describe which plant and methodology the Contractor intends to utilize,
ensuring that no damage is done to the liner system.
No equipment is allowed to enter on top of the polymer liner without adequate protection of the
liner against mechanical damage. Protection can be ensured by:
permitting the trucks bringing drainage material in to the cells at all times drive on a "dike"
with a thickness no less than 1,0m between the wheels and the liner, or at protective plates
of concrete or steel.
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permitting only vehicles and other machinery with belt-drive or low wheel pressure enter
onto the installed drainage layer.
During installation works, it is not allowed to push the drainage using bulldozers or equivalent
machinery that may cause tension in the polymer membrane. Drainage material shall be "rolled" or"laid" out using e.g. excavation machinery on belts or equivalent.
When the drainage material has been installed excavations for e.g. installation of drainage pipes
and filter material around the pipes may only be done manually, and all excavated trenches shall be
visually inspected and approved by the Engineer before drain pipes are installed.
The installation of filter material around drain pipes shall ensure the designed dimensions of the
filter material.
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4.5 LEACHATE MANAGEMENT
4.5.1 Leachate generation - composition
Leachate is produced in landfills, as water enters the waste volume, due to humidity, precipitationand/or rising groundwater level.
Leachate contains suspended solids, soluble waste components, soluble decomposition products
and microbes. The most of leachate components have the potential to be toxic and could cause the
death of river life, directly (through toxins and BOD5) or indirectly (via eutrophication). They can
also contaminate drinking water. Therefore, under no circumstances should the leachate be
discharged to surface and underground water. Besides, the legislation is very strict concerning this
matter. The composition of the leachate produced in a landfill, depends on the type, composition
and age of waste, the degree of compression in landfills, etc. A typical composition of the leachates
produced from domestic waste landfills are given in the table below.
Table 4-6: Composition of produced leachates
Parameter Concentration limits
(mg/l) Typical concentration
(mg/l) BOD5 2.000 – 30.000 10.000 TOC 15.000 – 20.000 6.000 COD 3.000 – 45.000 18.000
Total Suspended Solids 200 – 1.000 500 Organic nitrogen 10 – 600 200
Ammonia nitrogen 10 – 800 200
Nitrates 5 – 40 25 Total phosphorus 1 – 70 30 Orthophosphoric 1 – 50 20 Alkalinity (CaCO3) 1.000 – 10.000 3.000
pH 5,3 – 8,5 6 Totalhardness(CaCO3) 300 – 10.000 3.500
Calcium 200 – 3.000 1.000 Magnesium 50 – 1.500 250 Potassium 200 – 2.000 300
Sodium 200 – 2.000 500 Chlorine 100 – 3.000 500
Sulphur 100 – 3.000 500 Total iron 50 – 600 60
Experience has shown that the isolation of the base itself, without collection and removal of
leachate, can ultimately cause more harm than good. Therefore, a collection and drainage system is
essential, and is one of the most important stages in the construction of a landfill, as the lifetime of
the isolation is largely dependent on this.
The principles of leachate collection system that rule the proposed design are:
The input amount of rainwater should be reduced as much as possible. Leachate collection
system is designed in accordance with the surface water management, as the correlation
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between them is strong. Trenches parallel with the footprint of the landfill will be developed in
order to prohibit the runoff into the landfill’s body.
The collection and drainage system should ensure long-term collection of the total quantity of
leachate and exclude any admixture with rainwater.
The system for leachate management should be chosen upon the following requirements:
not to cause damage, deformities or shifts in the isolation system during its placement
the pipes should be hydraulically efficient and should withstand chemical, industrial and
physical burdens, not only during the phase of operation, but at the phase of the landfill
aftercare, as well (50 years, 40oC, waste density: 1,5 Mg/m3)
free flow of leachate towards its collection tank should be enabled and leachate should be
treated in a rather easy way
the hydraulic height of leachate should not exceed 50 cm above the geomembrane.
The selection of the most appropriate scheme should be based on the expected quantities of the
produced leachate, which must be collected, removed and finally treated according to the suggested
technique.
For the determination of the volume, the rate of production and the qualitative composition of
leachate, the following information were required:
the climatic conditions of the region (height and distribution of precipitation. temperature)
the qualitative composition of waste
the way of the sanitary landfill operation
the age of layers
4.5.2 Leachate production
In this study, the quantity of leachate has been estimated for the following operation phases:
Cell A in operation (10 years operation)
Cell A filled
To estimate the leachate production, initially the evapotranspiration had to be determined. The
evapotranspiration (ET) presents the sum of the real water losses through the evaporation of soil
and mold and the transpiration of the flora. Dynamic (potential) evapotranspiration (ETP) presents
the evapotranspiration that could have occurred, if there was an excess of moisture on the relevant
surfaces. For the calculation of the hydrological balance, the dynamic evapotranspiration is used.
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In this study, the determination of the potential evapotranspiration has been conducted using the
Thornthwaite equation:
360
)( DT x PE PE ETP x
where:
ETP = PE = corrected potential evapotranspiration (mm /month)
(PE)x = average potential evapotranspiration (mm/month)
a
x J
xTi x PE )
10(16)(
where:
Ti = mean monthly air temperature
J = annual heat index
a = surface flow coefficient
i
J J
where:
Ji = monthly heat index
3
09,0 Ti x Ji
5.0016,0 J a
P DT
1217.0360
where:
P = the average percentage of hours of daylight for each month of the year. For latitudes
between 33o and 47o north of Equator.
The average hours of daytime for each month of the year were calculated using linear interpolation,
based on the relevant hydrological table. The mean monthly precipitation and the mean monthly
temperature were calculated, given data for from the nearest Meteorological Station. Having
calculated the evapotranspiration, produced leachate is easy to estimate upon the hydrological
balance.
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)(axW E R P L
Where:
L = leachate
P = precipitation
R = surface flow
E = real evapotransporation
a = absorbability of waste (defined as the quantity of water the waste can withhold reduced
by the quantity of water produced during biodegradation reactions)
W = weight of waste entering the landfill
For the hydrological balance implementation, the following assumptions have been made.
There is no leakage towards the groundwater table, due to the isolation of the bottom of the
active basin.
There is no rainwater inflow from the wider basin, due to the construction of suitable
ditches for the rainwater outflow, which direct the surface flow away from the waste body.
The climatic data used for the estimation of leachate quantities are shown in the following table.
Table 4-7: Climatic data (Monthly precipitations distribution throughout measured at the CS
Kopaonik)
MonthI II III IV V VI VII VIII IX X XI XII annual
Year
1991 24,5 46,5 74 118,5 127,8 62,1 187,8 88 43,8 102,7 85,5 66 1027,2
1992 26,5 116,6 62,3 86,6 17,2 318,7 71,7 32,2 10,3 86,2 133,2 60,7 1000,2
1993 33,3 31,7 96,2 65,9 96,3 64,2 45,9 24,9 92,3 30,3 52,5 103,4 736,9
1994 75,2 29,1 55,5 110.7 66,9 107,6 128,6 48,2 77,4 75,5 31,6 51,4 857,7
1995 128,9 58,9 102,4 118,4 169 96,2 76,4 120,1 139,2 2,5 94,9 77,8 1184,7
1996 19,5 52,4 81,9 104,6 122,6 59,2 26,2 99,3 237,9 91,4 118,2 88,9 1102,1
1997 17,2 43,8 82 140,8 108,7 37,7 114 174,5 31.9 97,8 19,4 69,1 936,9
1998 32,3 30,3 76,4 78,8 98,3 86,6 50,2 68 148,8 115,8 69,9 57,7 913,1
1999 41,4 95,8 31,1 114 85,7 128,5 187,4 28,6 67,7 52,7 102,6 107,6 1043,1
2000 80,2 80,6 101 85 70,5 68,3 54.7 10,5 129,5 32,9 38,4 55,1 806,7
2001 31,5 67,4 52,3 152,7 151,9 200,3 84,3 84,4 232,3 17,9 115,7 39,7 1230,4
min. 17,2 29,1 31,1 65,9 17,2 37,7 26,2 10,5 10,3 2,5 19,4 39,7 736,9
max 128,9 116,6 102,4 152,7 169 318,7 187,8 174,5 237,9 115,8 133,2 107,6 1230,4
mean 46,4 59,4 74,1 106,5 101,4 111,8 97,3 70,8 117,9 64,2 78,4 70,7 985,4
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Table 4-8: Temperature data from the surrounding meteorological stations in the area
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year
Mean Temperature
1 0,4 3 6,5 11,1 15,6 19,3 21,2 21,1 17,6 12,3 7,6 2,7 11,52 0,4 3 6 9,6 14,8 18,5 20,2 19,8 16 10,8 6 1,6 10,5
3 0,5 3 6,1 10,8 15,3 19,1 21,2 21,5 17,3 12 7,1 2,7 11,4
4 -0,4 2 5,5 10,1 14,8 18,7 20,3 20,6 16,7 11,3 6,5 1,7 10,7
5 0,6 3,7 6,5 10,6 15,8 19,1 21 20,6 17 11,8 7 11,8 12,1
6 -0,5 1,2 5 11,3 15,8 19,2 21,5 21,2 17,8 12,1 7 3 11,2
7 -0,7 2,2 5,6 10,1 15 18,3 20,2 20 16,6 11,5 7,1 1,6 10,6
8 0,4 3 7,5 11,6 16,2 19,3 21,2 21,6 18,2 12,8 6,3 2,5 11,7
9 -1,8 0,1 -3,3 5,9 10 15 19,3 15,8 17,5 9 4,5 0,8 7,7
10 1,5 4,3 7 11 16,2 19,8 21,6 21,2 17,6 12,1 7,8 2,7 11,9
AVER 0,04 2,55 5,24 10,21 14,95 18,63 20,77 20,34 17,23 11,57 6,69 3,11 10,93
The results of the leachate estimation are shown in following tables and figure.
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Table 4-9: Leachate production when cell is in operation (mm/month)
J F M A M J J A S O N D Annual
Precipitation (mm/month) 46,40 59,40 74,10 106,50 101,40 111,80 97,30 70,80 117,90 64,20 78,40 70,70 998,90
Temperature (oC) 0,04 2,55 5,24 10,21 14,95 18,63 20,77 20,34 17,23 11,57 6,69 3,11 10,94
Monthly heat index (Ji) 0,00 0,37 1,08 2,94 5,20 7,24 8,52 8,26 6,44 3,54 1,56 0,49
Annually heat index (J) 45,63
Surface flow coefficient (a) 1,23
Average potential
evapotranspiration (PE)x(mm/month)
0,05 7,82 18,97 43,09 68,88 90,29 103,22 100,59 82,02 50,26 25,62 9,99 600,79
Adjusted potentialevapotranspiration (ETP)(mm /month)
0,04 6,31 19,18 47,26 85,29 112,77 130,52 118,05 54,90 46,99 20,51 7,69 649,52
Surface runoff coefficiency (%) 0,00
Infiltration (mm/month) 46,36 53,09 54,92 59,24 16,11 0,00 0,00 0,00 63,00 17,21 57,89 63,01 430,82
Table 4-10: Leachate production when cell is under rehabilitation (mm/month)
J F M A M J J A S O N D Annual
Precipitation (mm/month) 46,40 59,40 74,10 106,50 101,40 111,80 97,30 70,80 117,90 64,20 78,40 70,70 998,90
Temperature (oC) 0,04 2,55 5,24 10,21 14,95 18,63 20,77 20,34 17,23 11,57 6,69 3,11 10,94
Monthly heat index (Ji) 0,00 0,37 1,08 2,94 5,20 7,24 8,52 8,26 6,44 3,54 1,56 0,49
Annually heat index (J) 45,63
Surface flow coefficient (a) 1,23Average potentialevapotranspiration (PE)x(mm/month)
0,05 7,82 18,97 43,09 68,88 90,29 103,22 100,59 82,02 50,26 25,62 9,99 600,79
Adjusted potentialevapotranspiration (ETP)(mm /month)
0,04 6,31 19,18 47,26 85,29 112,77 130,52 118,05 54,90 46,99 20,51 7,69 649,52
Surface runoff coefficiency (%) 70,00
Infiltration (mm/month) 13,91 15,93 16,47 17,77 4,83 0,00 0,00 0,00 18,90 5,16 17,37 18,90 129,25
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Table 4-11: Monthly average leachate production (m3/month)
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Cell A inoperation
1.390,87 1.592,59 1.647,47 1.777,24 483,18 289,91 173,95 104,37 1.889,97 516,36 1.736,61 1.890,31
Cell A filled 417,26 477,78 494,24 533,17 144,96 86,97 52,18 31,31 566,99 154,91 520,98 567,09
Table 4-12: Daily average leachate production (m3/day)
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Cell A inoperation
46,36 53,09 54,92 59,24 16,11 9,66 5,80 3,48 63,00 17,21 57,89 63,01
Cell A filled 13,91 15,93 16,47 17,77 4,83 2,90 1,74 1,04 18,90 5,16 17,37 18,90
Table 4-13: Hourly average leachate production (m3/hour)
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Cell A inoperation
1,93 2,21 2,29 2,47 0,67 0,40 0,24 0,14 2,62 0,72 2,41 2,63
Cell A filled 0,58 0,66 0,69 0,74 0,20 0,12 0,07 0,04 0,79 0,22 0,72 0,79
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Cell A in operation Cell A filled
Daily production of leachate
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From the above, the following can be concluded:
The leachate production during the operation cell A is expected to be between 3,48 and
63,01 m3/day
The leachate production when cell A is filled is expected to be between 1,04 and 18.9
m3/day
4.5.3 Leachate collection
The leachate collection system can be either passive or active. In passive systems, the produces
leachate flow downward (due to gravity), out of the landfill and direct it to a collection point.
There are no valves to open or pumps to fail. On the other hand, active systems have
advantages like: a) controlled leachate supply to the wastewater treatment plant, b) integrated
maintenance of the entire system because it can be controlled outside the waste body.
The principles of leachate collection system that rule the proposed design are:
The input amount of rainwater should be reduced as much as possible. Leachate collection
system is designed in accordance with the surface water management, as the correlation
between them is strong. In order to prohibit the runoff into landfill’s body a number of
works will take place (see par. 4.8).
The collection and drainage system should ensure long-term collection of the total quantity
of leachate and exclude any admixture with rainwater.
The system for leachate management was chosen upon the following requirements:
o not to cause damage, deformities or shifts in the isolation system during its
placement
o the pipes should be hydraulically efficient and should withstand chemical, industrial
and physical burdens, not only during the phase of operation, but at the phase of the
landfill aftercare, as well
o the hydraulic height of leachate should not exceed 50 cm above the geomembrane.
In the proposed design, leachate flows due to gravity from the various points of the landfill
basin and slopes to the collection pipes. In the basin one deep point is designed in the south
part of the cell, from which a non-perforatedpipe pierces the bounding embankment and leads
the leachate through gravity to the LTP.
The basin of the landfill is shaped to have slopes at least 33% transversal on the drainage pipe
network and about 4-5% longitudinal. Highest depth points are placed outside sealed area.
Each collection pipe, again by the use of gravity, leads collected leachate outside of the landfill
to the corresponding collection sump.
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The collection of leachate shall be facilitated by pipes, which will be positioned having an
adequate inclination to achieve effective flow of leachate to the lower level of the basin,
installed within the drainage layer in a special surface formation of the deposition basin. The
collection pipes shall be made of HDPE perforate by 2/3 of their diameter and shall have a
nominal diameter D = 315 mm. The diameter has been selected taking into consideration
precipitation data of the area, as well as the basin of the landfill.The pipes installed into the
gravel zone. For the installation of the leachate collection pipes a special topical formation of
the basin is constructed.
The pipes will be placed in the bottom of the basin, according to the proposed design. At the
bottom of cell four (4) pipes will be placed. The produced leachate will be collected from the
respective pipes. In the basin one deep point is designed in the south part of the cell, from
whicha non-perforated pipe pierces the bounding embankment and leads the leachate through
gravity to the LTP. The non-perforated pipe shall be made of HDPE and shall have a nominal
diameter D = 315 mm, and will lead the collected leachate through the embankment to the
collection sump.
Uphill the collection sump there will be a gate-valve sump in order to cut off flow when the pipe
cleaning is taking place.
The collection sump are made of concrete. The dimensions of the sump will be 1,5x1,5m.
4.5.3.1 Dimensioning of leachate drainage pipes
I. Discharge estimation method
The hydrological calculations are made for a return period of 10 years. The calculation of the
maximum leachate production has to be made for the correct dimensioning of the leachate
collection system.
The calculation of the maximum leachate production is made by using the rational method:
Q= c x i x Α
Where:
c: runoff coefficient
i: rainfall intensity in the time of concentration (m/s)
Α: area of catchment’s basin (m2)
II. Concentration time
The rainfall duration used for the calculation of critical intensity corresponds to the
concentration time of the catchment basin.
For the calculation of the concentration time the Kirpich equation is used:
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t c = 0,1947 x L0,77 x S(−0,385)
Where:
Tc: time of concentration (min)
L: longest watercourse length (m)
S: slope between the highest point in the catchment and the catchment
III. Collection system design – Hydraulic calculations
For the dimensioning of the pipes the Manning formula was used assuming that the continuityassumption is valid.
Q = A x V
S Rn
V 3
21
Where:
Q = discharge (m3
/s)
A = “wet” area (m2)
V = velocity (m/s)
n = Manning coefficient
R = hydraulic radius (m)
S = slope
According to the proposed design, at the bottom of cell A four pipes (P1,P2,P3,P4) will be
placed. The sizing of pipes is shown in the table below.
Table 4-14: Sizing of leachate collection pipes
Pipes Characteristics
Ρ1 Ρ2 Ρ3 Ρ4
Outer Diameter (mm 315 315 315 315 Inner Diameter (mm) )@10Atm 255.6 255.6 255.6 255.6 Starting Height (m) 585,00 579,00 585,00 579,00 Finishing Height (m) 579,00 577,80 579,00 577,80Length (m) 157,00 22,00 157,00 22,00
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Pipes Characteristics
Ρ1 Ρ2 Ρ3 Ρ4
Inclination (%) 3,8217% 5,4545% 3,8217% 5,4545% Flow (m3/sec) 0,6044 0,7220 0,6044 0,7220 Velocity (m/sec) 4,4577 5,3255 4,4577 5,3555
Wetted Perimeter (m) 0,948 0,948 0,948 0,948 Wetted Radius (m) 0,1431 0,1431 0,1431 0,1431 Perforation 2/3 2/3 2/3 2/3 Safe factor 9,59 15,92 10,17 16,00
As shown in the above calculations, the velocity within the pipes is much bigger than 0.4 m/sec
which is the down limit so that no deposit of sediments within the pipelines occurs. In addition
all the pipes have a safety factor ranging from 9,59 up to 16,00.
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4.6 LEACHATE TREATMENT
4.6.1 Introduction
For an integrated leachate management, normally more than one treatment methods are
required. These methods aim at achieving the demanded final effluent quality. Combinedsystems are the most commendable methodology for leachate treatment.
As main treatment methods, biological methods and/or physicochemical methods are used,
such as:
Aerobic biological treatment
Anaerobic treatment systems
Chemical oxidation
Membrane aided treatment (reverse osmosis)
Evaporation (closed or open system).
Complementary, and if required by the effluent requirements, purification systems can be used
as a first or final stage of treatment (before the final disposal), such as:
Physical sedimentation
Chemical flocculation / sedimentation and infiltration in a sand filter
Adsorption in an active carbon filter
Oxidation with ozone (ozonosis)
Ammonia removal in an absorption column
Generally, for leachate treatment, a main method (from the ones previously mentioned) is
always selected, depending on the age of leachate (if it is “fresh” or “old”). Additionally, a
secondary method can be selected if required. In rare cases, two main treatment methods can
be combined, but this involves high cost, and is implemented only when it comes to leachate of
specific characteristics.
The selection criteria for the treatment system are:
1. the characteristics of leachate to be treated
2. the characteristics of the treated leachate based on the final recipient
3. progress of the landfill operation through the years
4. costs of investment and operation
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Concerning the 1st criterion, the basic characteristics of the leachate to be treated are
approximately anticipated to be:
BOD5 = 13.000 mg/l
COD = 22.000 mg/l
SS = 1.200 mg/l
TN = 2.000 mg/l
TP = 6 mg/l
These characteristics represent the worst possible case, where mixed waste will be disposed to
the landfill.
Additionally, the wastewater from the material recycling facility, the composting plant, the stafffrom this facility as well as the wastewater from the tier washing, will be led to the leachate
treatment plant.
Concerning the 2nd criterion, the final recipient of the treated leachate will be the waste
anaglyph or in natural recipients. Therefore, the quality of the treated leachate is what it refers
to the national legislation and additional. For the Savina Stena SL the effluent characteristics
are as follow :
COD 250 mg/l
ΒΟD5
50 mg/l
Concerning the 3rd criterion, there are two basic parameters that fluctuate during the
operation of the landfill:
the quantity and composition of the incoming solid waste
the quantity and quality of the produced leachate
The incoming quantity of waste will be changing over time, because of the implementation of
the solid waste management plan, which foresees the treatment of waste. This will lead not
only to a gradual reduction of the quantity of waste entering the landfill, but also to a drasticchange in the waste composition. Basic characteristic of the last one is the decrease in the
organic load as well as its stabilization or its inactivation.
As a result, the quality of the produced leachate is expected to change, provided that the
residues from treatment processes have a different behaviour in their burying and their
interaction with the incoming water. Also, the sequential design of the landfill, using different
cells, implies a big range in leachate production.
It is obvious that the selection of the treatment system for the landfill must be characterized by
a big “elasticity” concerning the quantities and the quality of leachate.
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Finally, concerning the 4th criterion, the capital and operational cost is a parameter to be
examined in any plant. The selection of the management system should be a combination of the
maximum environmental efficiency with the minimum economic cost.
According to the previous criteria, further down a leachate treatment plant is proposed for the
Savina Stena Landfill
4.6.2 Leachate treatment plant of Savina Stena Landfill
The proposed leachate treatment plant has to ensure that the effluent will have the quality to
be discharged in natural recipients according to the requirement of the legislation and the
reduction of the concentration values for the following indices:
solid materials in suspension
oxygen chemical consumption
oxygen biochemical consumption
ammonia
nitrates
sulphurs
chlorates
heavy metals.
The applied treatment technique combination has to ensure the removal of the following
pollutants:
ammoniac nitrogen
bio-degradable and non-degradable organic compounds
chlorinate organic compounds
mineral salts.
Leachate treatment is attained with the help of special equipment, modular, which are selected
as a function of the each case specific.
The typical characteristics of the input of the leachate treatment plant are:
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Table 4-15: Typical characteristics of leachate input to treatment plant
Landfill Leachates Q = 63,01 m3/d BOD5 = 13.000 mg/l COD = 22.000 mg/l
SS = 1.200 mg/l TN = 2.000 mg/l TP = 6 mg/l Landfill Staff Q = 1,00 m3/d BOD5 = 280,00 mg/l SS = 240,00 mg/l TN = 25,00 mg/l TP = 5,00 mg/l Tire washing wastewater Q = 1,00 m3/d
BOD5 = 2.000,00 mg/l COD = 4.000,00 mg/l SS = 500,00 mg/l TN = 150,00 mg/l TP = 1,00 mg/l
The requirements for the quality of the effluent are:
COD 250 mg/l
ΒΟD5 50 mg/l
A system based on Sequence Batch Reactors (SBR) is selected. SBR systems have been
systematically used for leachate treatment and they offer various benefits such as minimal
space requirements, ease of management and possibility of modifications during trial phases
through on-line control of the treatment strategy. Main advantages of SBR process are: 1)
Simple construction, 2) Plant can fit into almost any shape, 3) Flow through plants requires
regular shaped sites, 4) Fewer channels and pipe work, 5) Easily scalable, and 6) Can be
adapted to both nitrification and denitrification.
However, there are some disadvantages which are considered minor like a higher level of
sophistication is required (compared to conventional systems) and a higher level of
preservation (compared to conventional systems) associated with more sophisticated controls,
automated switches, and automated valves. Finally, sometimes there is potential requirement
for equalization after the SBR, depending on the downstream processes.
The proposed leachate treatment plant is presented below.
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Figure 4-1: Leachate treatment flowchart
The leachate collected at the equalization tank will be pumped to the entrance of the SBR well.
In this point, the necessary quantity of nutrients is added in order to facilitate the biological
process.
The enriched leachate will overflow towards the SBR1 where the biological reactions and
transformations will take place. More specifically, with the support of aeration and stirring,
biodegradation phenomena (nitrification / denitrification of organic fraction) will take placeinside the SBR1 unit. At the same time, sedimentation of suspended solids will also take place
creating a sludge layer at the bottom of the SBR1.
The output of SBR1 is driven to SBR2 for further treatment. Similar phenomena take place in
SBR2 (biodegradation, sedimentation).
The output of SBR2 is collected to a well and form there it is sent for disinfection.
From both SBRs the biological sludge created is moved to another well where sludge pumps
will transfer it to the sludge thickener.
With this treatment the required effluent characteristics will be achieved.
4.6.2.1 Design parameters
The main design characteristics are presented in Table below:
Table 4-16: Quantity& Quality of effluent leachate
unit Value
A. Quantity M3/d 65
B. Quality
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unit Value
1 Temperature °C 12-20
2 pH 6,5-8,5
3 BOD5 mg/l 13.000
4 COD mg/l 22.0005 SS mg/l 1.200
6 ΤΚΝ mg/l 2.000
7 ΤP mg/l 6
4.6.2.2 SBR Process description
The operation of an SBR is based on a fill-and-draw principle, which consists of five steps —fill,
react, settle, decant, and idle. These steps can be altered for different operational applications
and they are presented at Figure 4-2.
Fill
During the fill phase, the basin receives influent wastewater. The influent brings food to the
microbes in the activated sludge, creating an environment for biochemical reactions to take
place. Mixing and aeration can be varied during the fill phase to create the following three
different scenarios:
Static Fill – Under a static-fill scenario, there is no mixing or aeration while the influent
wastewater is entering the tank. Static fill is used during the initial start-up phase of a facility, atplants that do not need to nitrify or denitrify, and during low- flow periods to save power.
Because the mixers and aerators remain off, this scenario has an energy-savings component.
Mixed Fill – Under a mixed-fill scenario, mechanical mixers are active, but the aerators remain
off. The mixing action produces a uniform blend of influent wastewater and biomass. Because
there is no aeration, an anoxic condition is present, which promotes denitrification. Anaerobic
conditions can also be achieved during the mixed-fill phase. Under anaerobic conditions the
biomass undergoes a release of phosphorous. This release is reabsorbed by the biomass once
aerobic conditions are reestablished. This phosphorous release will not happen with anoxic
conditions.
Aerated Fill – Under an aerated-fill scenario, both the aerators and the mechanical- mixing unit
are activated. The contents of the basin are aerated to convert the anoxic or anaerobic zone
over to an aerobic zone. No adjustments to the aerated-fill cycle are needed to reduce organics
and achieve nitrification. However, to achieve denitrification, it is necessary to switch the
oxygen off to promote anoxic conditions for denitrification. By switching the oxygen on and off
during this phase with the blowers, oxic and anoxic conditions are created, allowing for
nitrification and denitrification. Dissolved oxygen (DO) should be monitored during this phase
so it does not go over 0.2 mg/L. This ensures that an anoxic condition will occur during the idle
phase
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Figure 4-2: SBR cycles
React
This phase allows for further reduction or "polishing" of wastewater parameters. During this
phase, no wastewater enters the basin and the mechanical mixing and aeration units are on.
Because there are no additional volume and organic loadings, the rate of organic removal
increases dramatically.
Most of the carbonaceous BOD removal occurs in the react phase. Further nitrification occurs
by allowing the mixing and aeration to continue—the majority of denitrification takes place in
the mixed-fill phase. The phosphorus released during mixed fill, plus some additional
phosphorus, is taken up during the react phase.
Settle
During this phase, activated sludge is allowed to settle under quiescent conditions—no flow
enters the basin and no aeration and mixing takes place. The activated sludge tends to settle as
a flocculent mass, forming a distinctive interface with the clear supernatant. The sludge mass iscalled the sludge blanket. This phase is a critical part of the cycle, because if the solids do not
settle rapidly, some sludge can be drawn off during the subsequent decant phase and thereby
degrade effluent quality.
Decant
During this phase, a decanter is used to remove the clear supernatant effluent. Once the settle
phase is complete, a signal is sent to the decanter to initiate the opening of an effluent-
discharge valve. There are floating and fixed-arm decanters. Floating decanters maintain the
inlet orifice slightly below the water surface to minimize the removal of solids in the effluent
removed during the decant phase. Floating decanters offer the operator flexibility to vary fill
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and draw volumes. Fixed-arm decanters are less expensive and can be designed to allow the
operator to lower or raise the level of the decanter. It is optimal that the decanted volume is the
same as the volume that enters the basin during the fill phase. It is also important that no
surface foam or scum is decanted. The vertical distance from the decanter to the bottom of the
tank should be maximized to avoid disturbing the settled biomass.
Idle
This step occurs between the decant and the fill phases. The time varies, based on the influent
flow rate and the operating strategy. During this phase, a small amount of activated sludge at
the bottom of the SBR basin is pumped out —a process called wasting.
4.6.2.3 Major Calculations
The following major calculations are necessary for the design of an SBR system
The F/M Ratio
The F/M ratio would simply be the digester loading divided by the concentration of volatile
suspended solid (biomass) in the digester (kg-COD/kg-VSS.day). For any given loading,
efficiency can be improved by lowering the F/M ratio and increasing the concentration of
biomass in the digester. Also for given biomass concentration within the digester, the efficiency
can be improved by decreasing the loading. The F/M can be calculated as follows:
F/M = Organic Loading rate / Volatile Solid
where,
Organic loading rate= COD of the influent stream (kg-COD/L.day)
Volatile solid= Volatile suspended solid concentration in the reactor (kg-VSS/L) F/M=
kg-COD/kg-VSS.day
The hydraulic retention time (HRT)
The hydraulic retention time calculation before proceeding experiments is also an important
process control parameters. It shows the total time required by the liquid to degrade. The HRT
plays an important role while anaerobic digestion of which the liquid has to stay within the
digester until degradation. The HRT can be calculated as follows:
HRT = CODin / OLR
Where
HRT= Hydraulic retention time (days)
OLR= Organic loading rate (kg-COD/L.day)
CODin= Influent COD (kg-COD/L)
The flow rate
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(nitrification/ denitrification) of organic load takes place. Sedimentation of suspended solids
will also take place inside the SBR unit.
Consecutively with SBR 1, the second biological reactor shall be located. Treated leachate from
SBR 1 shall overflow to SBR 2 undertaking further treatment.
Treated leachate from SBR 2 shall be collected at a well, upstream to the disinfection facility.
Biological sludge from SBR 1 and 2 shall be collected at a second well prior its introduction to
the sludge thickener.
To achieve effluent requirements, SBR is aiming on the reduction of the pollutant load (BOD5,
COD, SS, ΤΚΝ). Both tanks shall be rectangular, made of reinforced concrete and equipped with
surface aerators (for the nitrification process) and agitators (for the denitrification process).
Both tanks (SBR 1 and 2) shall be designed for a residence time of 18 days, for a volumetric
loading of 0,16 – 0,40 kg BOD5/m3/d and for a solid loading of 0,05 – 0,15 kg BOD5/ kg
MLVSS/d.
Based on the design calculations SBR 1 shall have an effective volume of about 1.500 m3 while
SBR 2 approximately 300 m3. More detailed sizing is provided in a later paragraph. Figure 4-3
presents an indicative arrangement
Figure 4-3:SBR unit
SBR1 tank shall be served by two surface aerators, installed on a concrete bridge, of capacity 50
kg O2 / h.
Sludge shall be collected through the bottom to the excess sludge pump sludge station. SBR1
shall communicate with SBR2 through a submerged opening. SBR2 tank shall be served by one
surface aerator, installed on a concrete bridge, of capacity 15 kg O2 / h. SBR2 shall be of
effective dimensions 4x4x3,5m.
One agitator shall be installed at each tank for the denitrification phase.
sludge pump station
SBR 1
SBR 2
Effluent tank
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The total area required for the SBR tanks shall be approximately 620m2.
4.6.2.6 The process
The steps of operation are presented below.
Step 1: Filling
Filling period allows leachate to enter the SBR tank and rise its level from 75% to 100% of its
capacity.
Basic characteristics of the filling phase are:
Volume of operation: 75% to 100%
Additional characteristics: on / off air supply
Undergoing processes: Food supply
Incoming leachate is treated under specific processes and at the end of a full cycle of operation
90% of its flow is supplied as treated effluent, while the rest 10% is the collected waste sludge.
Step 2: Aeration phase
During this step the introduction of oxygen into the mixed liquid is performed. The aeration
process refers to the biological degradation of the organic load and the nitrification of the
NH4+.
Basic characteristics of this phase are:
Volume of operation: 100%
Additional characteristics: Air supply
Undergoing processes: substrate growth
Step 3: Settlement
During settlement period the separation of solids through their sedimentation from thesupernatant cleaned effluent takes place. Settlement under SBR process is considered to be
more effective in comparison to continuous flow systems, since this period no interference or
turbulence is effected and are under complete still condition. Settlement period is
approximately 1-2 h.
Basic characteristics of this phase are:
Volume of operation: 100%
Additional characteristics: no air supply
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Undergoing processes: settlement
This period has a variable time schedule since it depends on how easily or not the sludge
settles. If this period exceeds 3 hours then anaerobic organisms start to grow resulting to the
production of N2, and reversing the settling process (N2 bubbles carry solids towards the
surface and the escape of solids to the effluent).
Step 4: Decant – Sludge removal
The purpose of this step is the removal of clean effluent (supernatant liquid) from the batch
reactor as well as the removal of waste sludge for controlling sludge retention time and
concentration within the reactor. The removal of the clean effluent is performed under mild
flow conditions in order to avoid sludge turbulence and minimizing solids concentration within
the effluent.
Several mechanisms of mild removal of the supernatant liquid has been developed and applied,
like grated weirs, adjustable overflows etc.
The most popular method is the adjustable overflows. The step-by-step detention of the
overflows achieves low velocities and complete stillness within the tank.
Typical decant time is about 45 minutes to 1 hour.
Basic characteristics of this phase are:
Volume of operation: 100% to 85%
Additional characteristics: no air supply
Undergoing processes: removal of clean effluent
Step 5: Idle
An idle period is used in a multi-tank system to provide time for one reactor to complete its fill
phase before switching to another unit.
Basic characteristics of this phase are:
Volume of operation: 85% to 75%
Additional characteristics: no air supply
Undergoing processes: removal of excess sludge
4.6.2.7 Dimensioning
SBR 1 – Dimensions (effective)
Length 28 m
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Width 14 m
Effective height 3,5 m
Surface 392 m2
Volume 1.370 m3
SBR 1 – Operation schedule
Filling – Discharge 1,0 h
Nitrification 14,0 h
Denitrification 5,5 h
Sedimentation 2,0 h
Sludge removal 1,5 h
Total 24,0 h
SBR 2 – Dimensions (effective)
Length 7,0 m
Width 7,0 m
Effective height 3,5 m
Surface 49,0 m2
Volume 171 m3
SBR 2 – Operation schedule
Filling – Discharge 1,0 h
Nitrification 4,5 h
Denitrification 15,0 h
Sedimentation 2,0 h
Sludge removal 1,5 h
Total 24,0 h
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4.6.2.8 Effluent collection tank
Effluent from the SBR2 tank overflows to the effluent collection tank. Through there the treated
effluent shall be send for recirculation. The tank is dimensioned to be sufficient to collect
effluent for at least 3 days.
4.6.2.9 Sludge tank (thickener)
Next to the influent equalization tank the sludge thickener is situated. Biological sludge from
SBR 1 and SBR 2 shall be collected to this tank and been subject of mechanical thickening with
minimum retention time of 1-2 d, meaning a minimum effective volume of 30-60 m3.
Daily sludge production is expected to be around 25,0 m3/d with 12,5 kg SS /m3
.
A sludge thickening tank shall be required, of capacity approximately 40 m 3. The area required
is 30m2. Figure 4-4 shows the sludge thickener.
Figure 4-4 : Sludge Thickener layout
Thickened sludge produced: 9 m3/d, approximately 3% solids.
Liquor return to equalization tank: 16,0 m3/d.
Thickener – Dimensions (effective)
Length 4,0 m
Width 4,0 m
Vertical height 2,5 m
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Inclined height 1,0 m
Surface 16,0 m2
Volume 40,0 m3
Disposal of final effluent
The treated leachates will be collected in the effluent collection tank. From the effluent
collection tank a part of the treated leachates will be recirculated to the landfill body and the
rest will be discharged to an applicable receiver according to the quality of the effluent
4.6.3 Recirculation
4.6.3.1 Introduction
A common practice for treated leachate is to be recirculated within the waste body. This
practice incorporates significant advantages:
Acceleration of waste biodegradation and increased production of biogas;
Equalization of fluctuations in the chemical and biological concentrations of the
leachate;
Simultaneous recirculation of nutrients and microorganisms;
Increase of humidity in the waste body.
Apart from an easy-to-do and of lower cost methodology for leachate management,
recirculation has been proved to enhance biological decomposition.
4.6.3.2 Process – Operational Principles About Recirculation
Leachate recirculation was traditionally considered as a methodology to increase leachate
evapotranspiration and thus reduce the generated leachate volume. It is crucial to mention thatrecirculation results in a steadily increasing reservoir of leachate, if percolation of water into
the landfill is greater than evaporation of collected leachate.
Thus, in locations with low or insufficient rates of evaporation, the building up of leachate as a
consequence of recirculation will be the norm and will require the eventual removal and
treatment of excess leachate. Leachate recirculation may evoke increased landfill gas
production, due to the raise of moisture level within the landfill body.
Leachate recirculation could also be considered as a method to equalize leachate flow, using the
landfill body as a leachate storage facility.
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When applying leachate recirculation as a leachate treatment method, it is usually the
degradable organic pollutants of the leachate that are targeted. Methanogenic waste can have a
good treatment effect on easily degradable organic materials. A major pollutant in municipal
solid waste (MSW) leachate is nitrogen, so another use of recirculation is denitrification.
Acidogenic and methanogenic MSW have a good denitrifying effect.
4.6.3.3 Limitations In Use
In order to make recirculation work, it is necessary to remove substances from leachate that
could cause clogging. Leachate should also be free from excessive concentrations of iron (Fe)
and manganese (Mn), which may rapidly form poorly permeable incrustations on the landfill
cover. Another necessity for a successful recirculation lies in the use of permeable daily cover
materials. Materials finer than sand should be avoided.
Adopting recirculation as a strategy to manage leachate should be handled really carefully.
Firstly, intentional introduction of moisture into the landfill may lead to pollution of the
surroundings by leachate migration, either from the bottom or the sides of the landfill. In
addition, continuous recirculation will lead to the build-up of significant concentrations of salts,
metals and other undesirable compounds in the leachate. Furthermore, in case of intermediate
coverage of the landfill area, the recirculation of leachate may lead to the formation of perched
or ponded (accumulated) water within the landfill, which may also eventually leak through the
sides of the landfill.
The following table summarizes the main advantages and disadvantages of the method.
Table 4-17: Advantages and disadvantages of recirculation
Advantages Disadvantages
Low cost Not enough in humid areas to solve the problem of
leachate production
Simple installation Steadily increasing reservoir of leachate if Rainfall >
Evaporation Leachate volume losses due to
evaporation Leachate migration through the sides of landfill may
happen Raises biogas production rate if it
has dropped due to humidity
absence in landfill body
Continuous recirculation leads to build-up of salts,
metals and other undesirable compounds in leachate
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4.7 BIOGAS MANAGEMENT
4.7.1 Introduction
A sanitary landfill can be defined as the biochemical reactor of the anaerobic fermentation oforganic and other biodegradable fractions included within disposed municipal solid waste
(MSW). Landfill control systems are employed to prevent unwanted movement of landfill gas
into the atmosphere or the surrounding soil. Recovered landfill gas can be used to produce
energy or to be flared under controlled conditions to eliminate the discharge of greenhouse
gases to the atmosphere.
Landfill gas is composed of a number of gases, but mainly methane (CH4) and carbon dioxide
(CO2) at a ratio of 50:50. The rest gases represent no more than 3-5% of the total landfill gas
volume. The principal gases are produced from the decomposition of the organic fraction of
MSW. Landfill gases occur in five or less sequential phases:
i. Aerobic phase: in the 1st phase organic biodegradable components undergo microbial
decomposition as they are placed in the landfill and soon after under aerobic conditions
until entrapped O2 is consumed. This may last for a few weeks up to several months.
The predominant gases synthesized during this stage are carbon dioxide (CO 2) and
water vapour (H2O).
ii. Transition phase: The second phase begins as conditions shift from aerobic to
anaerobic as a result of oxygen depletion. The principal gases produced are CO 2 – and –
to a lesser extent – hydrogen (H2)
iii. Acid phase: The microbial activity initiated during phase II accelerates with the
production of significant amounts of organic acids and lesser amounts of hydrogen gas.
This three steps phase includes:
The hydrolysis of higher-molecular mass compounds into compounds suitable
for use by microorganisms as source of energy and cell carbon.
The microbial conversion of the compounds resulting from step a, into lower
molecular mass intermediate compounds (CH3COOH).
The last step involves the conversion of the intermediate compounds produced
in phase b into carbon dioxide and lesser amounts of hydrogen gas.
iv. Methane fermentation phase: another group of microorganisms convert the acetic acid
and hydrogen gas into CH4 and CO2. Microorganisms responsible for this conversion
are strictly anaerobic and are called methanogenic.
v. Maturation phase: the maturation phase occurs after the readily available
biodegradable organic material has been converted to CH4 and CO2 in phase IV. The
rate of landfill gas generation diminishes significantly since most of the available
nutrients have been removed with leachate.
During the anaerobic phases, production of sulfur and carbon compounds in trace
concentrations (sulfides and volatile organic acids) is observed.
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4.7.2 Estimation of landfillgasproduction
In literature, several approaches have been published with regards to the chemical equation
(kinetics) that best represents landfill gas formation within a landfill. The most widely used is
the 1st order equation, which is adopted by US EPA and many researchers, especially whenfield data are limited (i.e. recording of methane production of an existing landfill in order to
determine the equation parameters).
The US EPA has produced a mathematical model that is called LANDGEM, which provides a
relatively simple, but yet strong approach to predict landfill gas emissions. LANDGEM is based
on a first-order decomposition equation for quantifying emissions from the biodegradation of
landfilled waste in municipal solid waste (MSW) landfills:
n
i
t k
j
ioCH
ije M
Lk Q1
1
1.0 104
Whereas:
QCH4 = annual methane generation in the year of the calculation (m3/year)
i = 1-year time increment
n = (year of the calculation) - (initial year of waste acceptance)
j = 0.1-year time increment
k = methane generation rate (year-1)
k=– ln(0,5)/t1/2
t 1/2 = “half life” time, thus the time necessary to reduce the initial concentration of
the organic matter by 50%
Lo = potential methane generation capacity (m3/Mg)
Mi = mass of waste accepted in the ith year (Mg)
t ij = age of the jth section of waste mass Mi accepted in the ith year (decimal years,
e.g., 3,2 years)
In order to estimate parameters Lo and k, literature is used since there is no field data to create
specific values for the landfill in study.
In particular, Lo is estimated by using the methodology suggested by Andreottola G., Cossu R.,
1988, in “Modellomatematico di produzione del biogas in unoscaricocontrollato, RS - Rifiuti
solidi, 2(6), 473 – 483” and by adopting the waste composition as presented in Figure 3-1:
Composition of the household waste in Prishtina, March 2011. According to this methodology,
Lo is estimated equal to 74.41 m3 CH4/ton of waste input.
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Lastly, the parameter k, is estimated with the use of the following table
Table 4-18: k values used in the estimations 1
Methane generation rate constant (k)
(years-1)Range Default
Foodwaste 0.1–0.2 0.185
Garden 0.06–0.1 0.1
Paper 0.05–0.07 0.06
Wood and straw 0.02–0.04 0.03
Textiles 0.05–0.07 0.06
Based on this table and on the composition of waste, the k value is estimated equal to 0.081 y-1.
As presented below, the maximum biogas quantity from cell A is observed in year 2025and
reaches 149,34 m3/h.Considering 30% landfill gas losses and having a safety factor (S.F) of 1.5,
the maximum recoverable amount of landfill gas shall be app. 157 m 3/hr. This value will beused as the nominal capacity of the flare unit and as the design parameter for the dimensioning
of the pipingnetwork.
Table 4-19: Production and recovery of biogas from cell A in m3/h
Year ProductionRate RecoveryRateDesign capacity (Recovery
Rate multiplied by S.F=1.5)
(m3/year) (m3/hr) (m3/hr) (m3/hr)
2015 0,00 0,00 0,00 0,00
2016 156.872,95 17,91 12,54 18,80
2017 306.244,01 34,96 24,47 36,71
2018 448.840,11 51,24 35,87 53,80
2019 585.331,66 66,82 46,77 70,16
2020 716.348,84 81,77 57,24 85,86
2021 842.472,79 96,17 67,32 100,98
2022 964.239,43 110,07 77,05 115,58
2023 1.082.154,93 123,53 86,47 129,71
2024 1.196.674,13 136,61 95,62 143,44
2025 1.308.252,30 149,34 104,54 156,81
2026 1.206.462,02 137,72 96,41 144,61
2027 1.112.591,66 127,01 88,91 133,36
2028 1.026.025,01 117,13 81,99 122,98
2029 946.193,79 108,01 75,61 113,41
2030 872.573,95 99,61 69,73 104,59
2031 804.682,19 91,86 64,30 96,45
1Values for k constant can be found at theIPCC Waste Model Spreadsheet, included in the IPCC Guidelines for National Greenhouse Gas
Inventories 2006. These k values are for Eastern European countries with wet t emperate. The “wet temperate” choice is based onFigure 3A.5.1 as included in Volume 4: Agriculture, Forestry and Other Land Use, Chapter 3 of the IPCC
Guidelines, where the area of Kosovo is presented as an area with cold and moist climate
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Year ProductionRate RecoveryRateDesign capacity (Recovery
Rate multiplied by S.F=1.5)
(m3/year) (m3/hr) (m3/hr) (m3/hr)
2032 742.072,84 84,71 59,30 88,95
2033 684.334,89 78,12 54,68 82,03
2034 631.089,32 72,04 50,43 75,64
2035 581.986,59 66,44 46,51 69,76
2036 536.704,36 61,27 42,89 64,33
2037 494.945,38 56,50 39,55 59,33
2038 456.435,50 52,10 36,47 54,71
2039 420.921,94 48,05 33,64 50,45
2040 388.171,56 44,31 31,02 46,53
2041 357.969,36 40,86 28,60 42,91
2042 330.117,09 37,68 26,38 39,57
2043 304.431,90 34,75 24,33 36,49
2044 280.745,17 32,05 22,43 33,65
2045 258.901,43 29,55 20,69 31,03
2046 238.757,26 27,26 19,08 28,62
2047 220.180,44 25,13 17,59 26,39
2048 203.049,02 23,18 16,23 24,34
2049 187.250,52 21,38 14,96 22,44
2050 172.681,25 19,71 13,80 20,70
2051 159.245,56 18,18 12,73 19,09
2052 146.855,25 16,76 11,74 17,60
2053 135.428,98 15,46 10,82 16,23
2054 124.891,76 14,26 9,98 14,97
2055 115.174,39 13,15 9,20 13,81
2056 106.213,09 12,12 8,49 12,73
2057 97.949,05 11,18 7,83 11,74
2058 90.327,99 10,31 7,22 10,83
2059 83.299,90 9,51 6,66 9,982060 76.818,65 8,77 6,14 9,21
2061 70.841,67 8,09 5,66 8,49
2062 65.329,74 7,46 5,22 7,83
2063 60.246,68 6,88 4,81 7,22
2064 55.559,10 6,34 4,44 6,66
The landfill gas management system shall consist out of the following:
Vertical collection wells (boreholes)
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Horizontal piping network
Biogas Collection Stations
Condensate traps system
Blower and flare unit
4.7.3 Biogas management system – Technical specifications
The landfill gas management system shall consist out of the following:
Collection wells (boreholes)
For the collection of biogas vertical collection wells (boreholes) will be constructed at the end
of the operation time of the Cell A, when waste has reached final height.
The boreholes will have a diameter of 1000mm and will be filled with a material with
permeability of at least 1x10-3 m/s and d = 16-32 mm (gravel or crashed stone). In this filter,
the drainage pipe (screen pipe) with an internal diameter of 300 mm will be immersed. The
screen pipe will lie on a bed of gravel or crashed stone placed at the bottom of the borehole,
with a thickness no less than 30cm. This ensures a uniform extraction of the gas generated
inside the deposit’s body, with a supra pressure of about 40 hPa. To cover enough volume of
the deposit body and to be able to drive the collected gas toward the desired direction, it is
necessary to generate an effective sub pressure of 30 hPa at the top of the gas well.
These wells (boreholes) should have a depth that will reach 2m above the bottom drainage
layer.For the construction of the wells a drilling machine will be utilised.
It is proposed that screen pipes are made of HDPE, which is an erosion resistant material, with
a pressure resistance no less than 6 atm.The walls of the screen pipes will be perforated and
the diameter of the holes (according to the granulation of the gravel or crashed stone filters)
will be smaller than 0.5 xd, which means 8-12 mm. Pipes with circular perforations are
preferred because of their higher strain and shear resistances, and their higher stability against
the loads resulted in compaction of the waste body procedure. The upper part of the pipe shall
be sealed, meaning that the pipe will have no holes for at least 1m before reaching the top layer
of the landfill.
At their final height, all pipes from the vertical wells shall end up to a well head. The well- head
shall be made of HDPE and shall be equipped with a press relief valve as well as flow,
temperature and sampling access points. The well –head will be connected to the horizontal
transfer pipe with the use of a side branch, (special fitting), made of flexible HDPE. At the
branch of the well - head a butterfly valve shall be positioned assisting the landfill gas control
from the specific well.
In order to protect the well head a prefabricated concrete pipe (approximately 1m high and 2m
diameter) shall be positioned on top of each well with a metal cap for protection and easy
access.
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A total of 13 wells shall be constructed for the biogas collection of cell A. The distance between
two biogas wells shall be 50 m the most, considering an effective radius of approx. 30 m around
each well. The relative positioning of the wells is represented in the following figure.
Figure 4-5: Landfill gas well positioning
Biogas transfer piping network
Each gas collection well will be connected to the gas collection station(s) through a gas
collection pipe.
Gas collection pipes shall be installed with a slope of at least 5% accountable to the gas
collection station, to evacuate the water condensed inside the pipe.
These pipes shall be provided with flexible devices that allow the connection to the gas
collection stations in a way that damage from tamping, pressure forces, transversal forces and
torsion forces is minimized. The pipes and the flexible connections shall be of HDPE with apressure resistance ≥ PN 6.
The collection pipe diameter will be ≥ 300 mm. The gas collection pipes will bear butterfly
valves at their connection to the collection station, assisting the landfill gas control from the
specific pipe and allowing to stop the gas flow.
The pipes shall be placed in a trenchto protect them against damage and freezing at the surface
with a layer of soil or waste of at least 30 cm thick.
Biogas collection stations
Within the gas collection stations, the individual collection pipes are connected to the main
discharge pipe. The number of the gas collection stations is determined accounting the landfill
dimensions, number of gas collection wells and their distribution within the deposit. Based on
the proposed design one (1) collection station is necessary for cell A. Within the gas collection
station, each collecting pipe is fitted with a specific portion provided with a sampling device.
This device is made of a pipe fragment with a diameter of 50mm to ensure a constant gas flow >
2 m/s; optimum gas flow is about 6-8 m/s. The pipe length has to be 10 x ND ahead the
measuring nozzle and respectively 5 x ND beyond. Between the measuring area and the
collecting cylinder (where the collection pipes end), a butterfly valve for closing and adjusting
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is placed. A butterfly valve is placed between the collection cylinder and the main discharge
pipe, as well.
The infrastructures containing the gas collection stations shall be completely sealed and
provided with ventilation systems (at least two ventilation grated windows of 50 x 50 cm) andnon-authorized personnel access will be strictly forbidden.
Warning signs on the potential risks related to biogas presence shall be located within the gas
collection stations area, no smoking and no fire signs included.
The stations shall be placed outside the sealed base area and deposit surface respectively, and
should be accessible directly from the perimetric road.
Biogas discharge main pipe (perimetric biogas pipe)
The biogas collection stations are connected through a main pipe (perimetric biogas pipe) thatleads biogas to the blower.
Biogas discharge main pipe shall allow access and adjustment from the water collection tanks
containing the condensate separators, if damaged. Its slope shall be at least 0.5%, in order to
evacuate particles contained within condensate. The nominal diameter of the pipe has to be at
least 400 mm.
Such pipes will be installed in a trench in a depth not less than 30 cm and will be located
outside the sealing surface area, and by no means below the storm water collection equipments
(ditches) and below the access roads.
Condensate traps system
Since the maximum biogas collected quantity is approx.. 150 m3/h and 100ml of condensate are
produced per cubic meter of biogas thus, the maximum quantity of condensate is expected to
be 15lt/h or approximately 0,15 m3/d.
Condense is discharged into through a siphon type device back to the waste body. Such devices
are placed at the lower points of the pipe collection network, connecting the wells with the
collection station.
The collection station is equipped with a reservoir from which condense is transferred to the
leachate treatment plant.
Flare unit
In order to actively pump the landfill gas out of the deposit a flare shall be installed. Based on
the biogas production calculation presented above, the flare unit shall have a total capacity of
more than 150 m3/h. The landfill gas flare will be of compact design and will mainly consist of
the blower unit and the controlled combustion unit.
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The flare will be closed-type flare, allowing high efficiency with combustion taking place at
temperatures above 850°C, ensuring compliance with the emission regulations.
The combustion plant shall be installed on a concrete base.
The flare unit shall be equipped with:
Blower unit with EEx-proof motor
Ignition burner
Combustion chamber
Pressure, temperature control and monitoring
Electrical control weather proof cabinet
Portable CH4, O2, CO2 analyzer
Ability to operate at 1/5 of nominal capacity.
The compact plant shall also be equipped with all necessary safety features for the safe
handling and combustion of the landfill gas (guideline EN60079-ff for explosion protection).
The flare unit will be installed at the end of the operation of cell A.
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4.8 FLOOD PROTECTION
The main aims of the construction of flood protection works are the following:
To avoid the inflow of storm water in the landfill and in this way reduce the leachate
production
To avoid the inflow of storm water in the site and in this way protect its structural
stability
To protect the buildings and the roads of the site from storm water erosion.
This text is accompanied by the overall design of the general layout of the flood protection
works.
The flood protection works of the site consist of the following:
Circumferential ditches (ditches A and B) which are lined with armed concrete (15-20 cm
thick). These ditches are perpendicular and stretch around the landfill to prevent storm
water from entering in it, as well as, to collect the stormwater from the surface of the final
cap.
A concrete well will be situated among these ditches (ditches A and B) and a circular
concrete pipe (D1200mm diameter) will originate. This pipe will lead to a secondconcrete
well and to another concrete pipe (D1200mm diameter), which, finally, discharge the
watertowards the final receptor.
Circumferential earthen ditches (ditches C, D, E, F and G). These ditches are trapezoid and
stretch around the perimeter of the area where the facilities of the sanitary landfill are
situated in order to protect them from the stormwater.
Triangular gutters, which collect the runoff from the parts outside the landfill (mostly
roads) before they reach the slopes of the embankments or the buldings.This flood
protection system of the existing road network outside the perimeter of the landfill lead the
storm water safely to nearby natural receptors.
Circular culverts, of diameter D400 and D500, for the crossing of road.
Concrete wells where there is confluence of ditches or there is a connection between a ditch
and a pipe. All the wells are covered with grate for the prevention of accident occurrence
and debris entering the culverts.
In some places where the circular pipes and the ditches discharge the water towards the
final receptor, the natural soil will be covered with stepped slope gutter and with riprap
(consisting of gravel with weight 5-20kg) in order to protect the soil near the embankments
from erosion, as well as lead the storm water safely away from them.
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For the protection of the embankments from erosion, the foot of each embankment will be
lined with shotcrete in the places where stormwater may gather. The lining will be
implemented as it is shown in the relevant detail plan (0.50m along the surface).
Finally, the flood protection works should be completed by a perpendicular culvert which
passes underneath the road Raska -Mitrovica about 250m away of the landfill site.
It should be noted here that crucial element of the flood protection system is the slope free
surfaces of the ground inside the site: all the surfaces must be sloped towards the nearest
culvert in order to prevent the retention of water in hollows of the ground. The slope of the free
surfaces must be at least 0.5% with the directions shown in the general layouts of flood
protection works.
4.8.1 Hydrology
Runoff estimation method
The hydrological calculations were made for a return period of 50 years. A safety factor was
also adopted for the maximum discharge that the ditches can convey.
The calculation of the runoff was made using the rational method:
Q= 0.278 x c x i x Α (lt/sec)
where:
c: runoff coefficient
i: rainfall intensity in the time of concentration (mm/hr)
Α: area of catchment basin (1000m2)
The hydrologic calculations are presented in the calculations appendix.
IDF curve (ombrian curve) – Critical rainfall intensity
The rainfall data derived from the daily maximum samples constituted from observed data inthe Drini River, in Kosovo2.
For durations shorter than 24 hours, some statistic data exist in Master Plan. For a given
duration t (in this study, t=10min), the rainfall can be estimated from the 24-hour rainfall by
the following relationship:
2Technical Report on the Hydrology o fthe Drini River Basin. GFA, International Office for Water, BRL. Institutional support to
the Ministry of Environment and Spatial Planning (MESP) and River Basin Authorities. An EU funded project managed by theEuropean Commission Liaison Office (ECLO).
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21.0
24t24
P
t
P
where:
P24: maximum 24-hour annual rainfalls (mm), for return period T=50 years
t: duration (h)
In this study, t=10min, and P24=88mmfor Prishtina
Concentration time
The rainfall duration used for the calculation of critical intensity corresponds to the
concentration time of the catchment basin.
For the calculation of the concentration time the Giandotti equation is used:
(Giandotti)
where:
tc = time of concentration (min)
A = area of basin (km2)
L = longest watercourse length (km)
Δz = Hm – H0, where Hm the mean altitude of the basin and H0 the altitude in the exit of the basin.
In this case, we accept the concentration time equal to 10 minutes, because of the small size ofthe basins.
Runoff coefficient
For the runoff estimation of the final cover of the landfill a runoff coefficient of 0.90 was used.
For the runoff estimation of external basin, the runoff coefficient is equal to 0.50. For the runoff
estimation of the roads, the runoff coefficient is equal to 0.90
All the coefficients are based on the international literature on the particular subject.
Δz0,8
L1,5A4t c
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Ditch and culvert design – Hydraulic calculations
For the dimensioning of the ditches and the culverts the Manning formula was used assuming
that the continuity assumption is valid:
Q = A x V (m3/s)
V = (1/n) x R2/3 x S1/2
where:
Q = discharge (m3/s)
A = “wet” area (m2)
V = velocity (m/s)
(n) = manning coefficient
R = hydraulic radius (m)
S = slope
More specifically the calculations were made with the use of FLOWMASTER software of
HAESTAD METHODS, for pipes and open channels. The mathematical model of this program is
based on the continuity equation and on Manning formula. The dimensioning of the ditches was
made in order the height y of the flow during the design storm divided by the total height of the
ditch h to be below 0.70, i.e. y/h < 0.70 for a design storm of 50years return period.
The velocity in the ditches and the pipes is everywhere below 6 m/s.
The Manning coefficient is n=0.016 for concrete surfacesand n=0.025 for earthen surfaces.
The hydraulic calculations and the dimensions of the ditches and the culverts are shown in the
hydraulic calculations appendix.
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ΗΥDROLOGIC CALCULATIONS OF DITCHES, GUTTERS, CULVERTS
Cross-
ection
f ditch
Length
(m)
Distance
from
start (m)
Elevati
on (m)
Area of
external
basin
(1000m2)
Total area
of external
basin
(1000m2)
Area of
landfill
basin
(1000
m2)
Total area
of landfill
basin
(1000m2)
Area of
roads
(1000m2)
Total
area of
roads
(1000
m2)
Runoff
coeffici
ent c1
(extern
al
basin)
Runoff
coefficie
nt c2
(internal
basin)
Runoff
coefficient
c3 (roads)
Conc
entra
tion
time
t (h)
Return
period
Τ (yr)
Rainfall
max 24h
(mm)
Critical
rainfall i
(mm/h)
Discharge Q
(m3/sec)
1,5 Χ
discharge
50years Q
(m3/sec)
A1 0,00 580,85
A2 55,08 55,08 585,10 0,000 107,197 1,338 14,946 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,577 0,866
A3 102,88 157,96 598,50 0,000 107,197 5,044 13,608 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,567 0,850
A4 89,55 247,51 605,60 0,000 107,197 4,896 8,564 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,528 0,792
A5 97,40 344,91 607,80 107,197 107,197 3,668 3,668 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,490 0,735
B1 0,00 580,85 0,000 0,000
B2 41,90 41,90 585,90 0,000 163,952 0,999 14,150 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,815 1,223
B3 101,73 143,64 598,50 45,607 163,952 4,915 13,151 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,808 1,211
B4 100,62 244,26 606,00 35,493 118,345 4,960 8,236 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,573 0,860
B5 86,72 330,98 607,80 82,852 82,852 3,276 3,276 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 0,382 0,573
590,80
R1 60,82 60,82 595,20 0,000 0,000 0,000 0,000 0,181 0,181 0,50 0,90 0,90 0,17 50 88,00 30,99 0,001 0,002
585,00
R2 130,07 130,07 594,80 1,310 1,310 0,000 0,000 0,679 0,679 0,50 0,90 0,90 0,17 50 88,00 30,99 0,011 0,016
580,80
R3 109,41 109,41 584,09 4,518 4,518 0,000 0,000 2,258 2,258 0,50 0,90 0,90 0,17 50 88,00 30,99 0,037 0,055
577,50
R4 34,10 34,10 579,75 0,000 0,000 0,000 0,000 0,446 0,446 0,50 0,90 0,90 0,17 50 88,00 30,99 0,003 0,005
568,90
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Cross-ection
f ditch
Length
(m)
Distancefrom
start (m)
Elevati
on (m)
Area of
external
basin
(1000m2)
Total area
of external
basin
(1000m2)
Area of
landfillbasin
(1000m2)
Total area
of landfill
basin
(1000m2)
Area ofroads
(1000m2)
Total
area ofroads
(1000m2)
Runoff
coeffici
ent c1
(extern
albasin)
Runoff
coefficient c2
(internalbasin)
Runoffcoefficient
c3 (roads)
Conc
entration
timet (h)
Returnperiod
Τ (yr)
Rainfallmax 24h
(mm)
Criticalrainfall i
(mm/h)
Discharge Q
(m3/sec)
1,5 Χ
discharge
50years Q
(m3/sec)
R5 190,52 190,52 580,80 18,769 18,769 0,000 0,000 0,353 0,353 0,50 0,90 0,90 0,17 50 88,00 30,99 0,084 0,125
568,88
R6 51,42 51,42 572,20 0,000 0,000 0,000 0,000 0,705 0,705 0,50 0,90 0,90 0,17 50 88,00 30,99 0,005 0,008
568,40
R7 9,50 9,50 568,88 27,876 27,876 0,000 0,000 1,993 1,993 0,50 0,90 0,90 0,17 50 88,00 30,99 0,135 0,203
562,00
R8 79,56 79,56 568,40 1,219 1,219 0,000 0,000 0,220 0,220 0,50 0,90 0,90 0,17 50 88,00 30,99 0,007 0,010
585,00
C 20,19 20,19 585,14 0,000 0,000 0,000 0,000 0,399 0,399 0,50 0,90 0,90 0,17 50 88,00 30,99 0,003 0,005
584,09
D 105,89 105,89 585,14 0,000 0,000 0,000 0,000 0,799 0,799 0,50 0,90 0,90 0,17 50 88,00 30,99 0,006 0,009
572,20
E 68,78 68,78 577,50 0,000 0,000 0,000 0,000 0,543 0,543 0,50 0,90 0,90 0,17 50 88,00 30,99 0,004 0,006
568,88
F 90,77 90,77 569,35 9,107 9,107 0,000 0,000 0,899 0,899 0,50 0,90 0,90 0,17 50 88,00 30,99 0,046 0,069
561,66
G 67,80 67,80 562,00 3,527 3,527 0,000 0,000 0,220 0,220 0,50 0,90 0,90 0,17 50 88,00 30,99 0,017 0,025
584,09
Pipe 1 12,37 12,37 585,00 1,310 1,310 0,000 0,000 1,078 1,078 0,50 0,90 0,90 0,17 50 88,00 30,99 0,014 0,021
580,80
Pipe 2 5,69 5,69 580,85 271,149 271,149 29,096 29,096 0,000 0,000 0,50 0,90 0,90 0,17 50 88,00 30,99 1,393 2,089
580,70
Pipe 3 4,85 4,85 580,80 275,667 275,667 29,096 29,096 2,258 2,258 0,50 0,90 0,90 0,17 50 88,00 30,99 1,429 2,144
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Cross-ection
f ditch
Length
(m)
Distancefrom
start (m)
Elevati
on (m)
Area of
external
basin
(1000m2)
Total area
of external
basin
(1000m2)
Area of
landfillbasin
(1000m2)
Total area
of landfill
basin
(1000m2)
Area ofroads
(1000m2)
Total
area ofroads
(1000m2)
Runoff
coeffici
ent c1
(extern
albasin)
Runoff
coefficient c2
(internalbasin)
Runoffcoefficient
c3 (roads)
Conc
entration
timet (h)
Returnperiod
Τ (yr)
Rainfallmax 24h
(mm)
Criticalrainfall i
(mm/h)
Discharge Q
(m3/sec)
1,5 Χ
discharge
50years Q
(m3/sec)
568,88
Pipe 4 4,02 4,02 568,90 27,876 27,876 0,000 0,000 1,252 1,252 0,50 0,90 0,90 0,17 50 88,00 30,99 0,130 0,195
568,38
Pipe 5 5,01 5,01 568,40 27,876 27,876 0,000 0,000 1,993 1,993 0,50 0,90 0,90 0,17 50 88,00 30,99 0,135 0,203
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HYDRAULIC CALCULATIONS OF DITCHES, GUTTERS, CULVERTS
Cross-section
ofditch
Length
(m)
Distancefrom start
(m)
Elevation
(m)
Slopeof
ground
Design
slope
Discharge
Q (m3/sec)
1,5 Χ discharge
50years Q(m3/sec)
Distance ofditches
(m*m)
Flowdepth y
(m)
Velocity
(m/sec)y/h
Maximumcapacity
(m3/sec)
Safety factor(max
capacity/1,5*Q)
A1 0,00 580,85
perpendicular
b=0,50mh=0,60m
A2 55,08 55,08 585,10 0,0772 0,0772 0,577 0,866
perpendicular
b=0,50mh=0,60m
0,26 4,41 0,433 1,639 1,89
A3 102,88 157,96 598,50 0,1302 0,1302 0,567 0,850perpendicular
b=0,50m
h=0,60m
0,21 5,33 0,350 2,129 2,50
A4 89,55 247,51 605,60 0,0793 0,0793 0,528 0,792
perpendicular
b=0,50mh=0,60m
0,24 4,36 0,400 1,661 2,10
A5 97,40 344,91 607,80 0,0226 0,0226 0,490 0,735perpendicular
b=0,50m
h=0,60m
0,37 2,64 0,617 0,887 1,21
B1 0,00 0,00 580,85
perpendicular
b=0,50m
h=0,50m
0,000
B2 41,90 41,90 585,90 0,1205 0,1205 0,815 1,223
perpendicular
b=0,50mh=0,50m
0,59 5,67 1,180 1,643 1,34
B3 101,73 143,64 598,50 0,1239 0,1239 0,808 1,211
perpendicular
b=0,50m
h=0,50m
0,28 5,72 0,560 1,666 1,38
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Cross-
sectionof
ditch
Length(m)
Distance
from start
(m)
Elevation(m)
Slope
of
ground
Designslope
DischargeQ (m3/sec)
1,5 Χ
discharge50years Q
(m3/sec)
Distance of
ditches
(m*m)
Flow
depth y
(m)
Velocity(m/sec)
y/h
Maximum
capacity
(m3/sec)
Safety factor
(max
capacity/1,5*Q)
B4 100,62 244,26 606,00 0,0745 0,0745 0,573 0,860perpendicular
b=0,50m
h=0,50m
0,26 4,34 0,520 1,292 1,50
B5 86,72 330,98 607,80 0,0208 0,0208 0,382 0,573
perpendicular
b=0,50mh=0,50m
0,32 2,42 0,640 0,682 1,19
0,00 590,80
R1 60,82 60,82 595,20 0,0723 0,0723 0,001 0,002
triangular
Η:V=1:3,Η:V=1:1,
h=0,30m
0,04 0,85 0,133 0,188 89,66
0,00 585,00
R2 130,07 130,07 594,80 0,0753 0,0753 0,011 0,016
triangular
Η:V=1:3,
Η:V=1:1,h=0,30m
0,10 1,57 0,333 0,192 11,74
0,00 580,80
R3 109,41 109,41 584,09 0,0301 0,0301 0,037 0,055
triangular
Η:V=1:3,Η:V=1:1,
h=0,40m
0,19 1,55 0,475 0,261 4,72
0,00 577,50
R4 34,10 34,10 579,75 0,0660 0,0660 0,003 0,005
triangular
Η:V=1:3,
Η:V=1:1,h=0,30m
0,06 1,08 0,200 0,180 34,67
0,00 568,90
R5 190,52 190,52 580,80 0,0624 0,0624 0,084 0,125
triangular
Η:V=1:3,Η:V=1:1,
h=0,50m
0,23 2,43 0,460 0,682 5,45
0,00 568,88
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Cross-section
of
ditch
Length
(m)
Distance
from start(m)
Elevation
(m)
Slope
ofground
Design
slope
Discharge
Q (m3/sec)
1,5 Χ discharge
50years Q
(m3/sec)
Distance of
ditches(m*m)
Flow
depth y(m)
Velocity
(m/sec)y/h
Maximum
capacity(m3/sec)
Safety factor
(maxcapacity/1,5*Q)
R6 51,42 51,42 572,20 0,0646 0,0646 0,005 0,008
triangular
Η:V=1:3,
Η:V=1:1,h=0,30m
0,08 1,22 0,267 0,178 21,71
0,00 568,40
R7 9,50 9,50 568,88 0,0505 0,0505 0,135 0,203
triangular
Η:V=1:3,
Η:V=1:1,
h=0,50m
0,28 2,53 0,560 0,614 3,02
0,00 562,00
R8 79,56 79,56 568,40 0,0804 0,0804 0,007 0,010
triangular
Η:V=1:3,
Η:V=1:1,h=0,30m
0,09 1,44 0,300 0,198 19,03
0,00 585,00
C 20,19 20,19 585,14 0,0070 0,0070 0,003 0,005
trapezoid
Η:V=1:1,h=0,30m,
b=0,30m
0,03 0,30 0,100 0,175 37,73
0,00 584,09
D 105,89 105,89 585,14 0,0100 0,0100 0,006 0,009
trapezoid
Η:V=1:1,h=0,30m,b=0,30m
0,04 0,42 0,133 0,209 22,55
0,00 572,20
E 68,78 68,78 577,50 0,0771 0,0771 0,004 0,006
trapezoidΗ:V=1:1,h=0,30m,
b=0,30m
0,02 0,71 0,067 0,581 92,09
0,00 568,88
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Cross-section
of
ditch
Length
(m)
Distance
from start(m)
Elevation
(m)
Slope
ofground
Design
slope
Discharge
Q (m3/sec)
1,5 Χ discharge
50years Q
(m3/sec)
Distance of
ditches(m*m)
Flow
depth y(m)
Velocity
(m/sec)y/h
Maximum
capacity(m3/sec)
Safety factor
(maxcapacity/1,5*Q)
F 90,77 90,77 569,35 0,0052 0,0052 0,046 0,069
trapezoid
Η:V=1:1,
h=0,30m,b=0,50m
0,16 0,62 0,320 0,219 3,16
0,00 561,66
G 67,80 67,80 562,00 0,0050 0,0050 0,017 0,025
trapezoid
Η:V=1:1,h=0,30m,
b=0,30m
0,09 0,46 0,300 0,148 5,84
Cross-
section
ofditch
Length
(m)
Distancefrom start
(m)
Elevation
(m)
Slopeof
ground
Design
slope
Discharge
Q (m3/sec)
1,5 Χ
discharge
50years Q(m3/sec)
Pipe
diameter
Flowdepth y
(m)
Percent
full
Velocity
(m/sec)
Velocity 10%
(m/sec)
0,00 584,09
Pipe 1 12,37 12,37 585,00 0,0738 0,0738 0,014 0,021 D400 0,05 0,12 1,64 2,39
0,00 580,80
Pipe 2 5,69 5,69 580,85 0,0093 0,0093 1,393 2,089 D1200 0,57 0,47 2,64 1,76
0,00 580,70
Pipe 3 4,85 4,85 580,80 0,0200 0,0200 1,429 2,144 D1200 0,47 0,39 3,52 2,59
0,00 568,88
Pipe 4 4,02 4,02 568,90 0,0050 0,0050 0,130 0,195 D500 0,28 0,56 1,15 0,72
0,00 568,38
Pipe 5 5,01 5,01 568,40 0,0050 0,0050 0,135 0,203 D500 0,29 0,57 1,16 0,72
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4.9 LANDFILL MONITORING
4.9.1 Introduction
Environmental monitoring refers to periodic inspections and testing performed to assess the
impacts of the landfill on its surrounding environment.
The overall monitoring system of the landfill will consist of the following parts:
Leachate monitoring system
Groundwater monitoring system
Surface water monitoring system
Biogas monitoring system
Settlements monitoring system.
Part of the overall monitoring system is also a series of parameters, which have a significant
role in organizing and monitoring the various processes and operations of the landfill. These
parameters are the following:
Meteorological data
Volume and composition of the incoming waste
Volume and composition of the incoming soil material
Monitoring of all the supportive works and registering of all their problems that affect the
proper operation of the total plant.
All the data collected from the monitoring systems should be kept on-site in appropriately
organized records.
4.9.2 Leachate monitoring system
Since the landfill is equipped with a leachate treatment plant, leachate sampling and testing is
considered to be of vital importance. Slight changes in Total Dissolved Solids (TDS), Chemical
Oxygen Demand (COD) or heavy metals concentration, can affect the efficiency of the treatment
system used. The operator of the treatment plant should also be able to have an estimation of
the produced quantities of leachate, while he must be able to check the effectiveness of the
leachate treatment plant.
The parameters measured as well as the frequency of sampling are shown in the following
table:
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Table 4-20: Parameters and Frequency for Leachate Monitoring
PARAMETERS FREQUENCY Operational
Period
Aftercare
period Leachate volume Monthly Every 6
months Leachate composition Every 3
Months Every 6
months Treated leachate
composition Monthly Monthly
The volume of the produced leachate can be estimated from the operational hours of the pump
installed in the landfill feeding the equalization tank. If you multiply the operational hours of
the pump, which can be registered from the automation system of the plant, with its known
capacity, then you can get a close estimation of the produced quantities of leachate.
Leachate samples will be taken from the discharge pipe of the leachate pump and from the
equalization tank of the leachate treatment plant, while treated leachate samples will be taken
from the effluent tank of the leachate treatment plant.
The parameters to be measured are:
• pH
• Conductivity
• Odours
• Temperature
• BOD5
• COD
• TOC
• SO-4
• Ammonium (NH4-N)
• Organic N
• Cl
• Zn
•
As
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• Cd
• Cu
• Ni
• Phenoles
• Phosphate
• Total Solids (TS)
• Volatile Solids (VS)
•
Suspended solids (SS)
• Disolved Solids (DS)
The sampling must be done according to the ISO 5667-11 while the chemical analysis should be
according to the “Standard methods for the examination of water and wastewater” by AWW A,
APHA, WEF, as shown in the following table:
Table 4-21: Standard methods for the examination of water and wastewater
No PARAMETER Standard Method 1 pH 4500 – H B. 2 Conductivity 2520 B. 3 Odours 2150 B. 4 B.O.D. 5210 D. 5 C.O.D. 5220 B. 6 T.O.C 5310 C. 7 SO-4 4500 – SO4 – E. 8 Ammonium (NH4-N) 4500 – NH3 C. 9 Organic N 4500 – Norg. B.
10 Cl 4500 – Cl B. 11 Zn 3111 Β. 12 As 3111 Β. 13 Cd 3111 Β. 14 Cu 3111 Β. 15 Ni 3111 Β. 16 Phenols 5530 D. 17 Phosphate 4500 – P D. 18 Total Solids (TS) 2540 B. 19 Volatile Solids (VS) 2540 E. 20 Suspended solids (SS) 2540 D. 21 Dissolved Solids (DS) 2540 C.
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4.9.3 Groundwater monitoring system
The groundwater monitoring system serves two purposes:
to demonstrate that the landfill is not causing significant degradation of groundwater
if groundwater composition has been degraded, to evaluate the character, magnitude and
extent of contamination of the groundwater resource.
There will be two types of groundwater monitoring wells:
down-gradient wells
up-gradient wells
Up-gradient wells will show the pre-existing condition of the groundwater prior to any effect of
the landfill. Down-gradient wells will be located downstream in order to detect any sign of
leachate leaking out of the landfill. The up-gradient wells will be sampled along with the down-
gradient wells. This will provide information on seasonal or long-term trends in the
groundwater. Even though the condition of the groundwater may change over time as a result
of natural or other (not related to the landfill) affects, however by monitoring both the up-
gradient and down-gradient wells, any landfill related change can be identified.
The parameters measured as well as the frequency of sampling are shown in the following
table:
Table 4-22: Parameters and frequency of measurements for groundwater monitoring
PARAMETERS FREQUENCY Operational
Period Aftercare
period Level of groundwater Every 3 Months Every 6 months Groundwater composition Every 3 Months Every 6 months
A system of monitoring boreholes will be installed (one (1) up-gradient and two (2) down-
gradient) as shown in the relevant drawing.
The sampling must be done according to the ISO 5667-11 while the chemical analysis should be
according to the “Standard methods for the examination of water and wastewater” by AWWA,
APHA, WEF, as shown in the following table:
Table 4-23:Standard methods for the examination of water and wastewater
No PARAMETER Standard Method 1 pH 4500 – H B. 2 Conductivity 2520 B. 3 Odours 2150 B. 4 B.O.D. 5210 D.
5 C.O.D. 5220 B.
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No PARAMETER Standard Method 6 T.O.C 5310 C. 7 SO-4 4500 – SO4 – E. 8 Ammonium (NH4-N) 4500 – NH3 C.
9 Organic N 4500 – Norg. B. 10 Cl 4500 – Cl B. 11 Zn 3111 Β. 12 As 3111 Β. 13 Cd 3111 Β. 14 Cu 3111 Β. 15 Ni 3111 Β. 16 Phenols 5530 D. 17 Phosphate 4500 – P D. 18 Total Solids (TS) 2540 B. 19 Volatile Solids (VS) 2540 E.
20 Suspended solids (SS) 2540 D. 21 Dissolved Solids (DS) 2540 C.
Technical specifications for the Groundwater monitoring wells
Groundwater monitoring wells will be constructed via drilling. The drilling diameter will be no
less than 8.5 inches.
After drilling the borehole will be broadened and be equipped with a pipe of hot dip galvanized
steel. This pipe will bear holes from the borehole bottom up until 2m before the surface. The
last 2m will have no holes.
Inside the galvanized steel pipe, a stainless steel pipe (piezometric pipe) will be placed.
The piezometric pipe shall consist of a sedimentation pipe, a filter, over filter full pipe with
protective cap and a protective concrete block.
The sedimentation pipe is part of the piezometric pipe that is placed to collect all tiny fractions
coming into the construction. It is a full pipe, plugged from underside and located at the bottom
of the piezometric construction.
The filter is the perforated part of the piezometric construction, with holes of at least 10 mm of
diameter.
The part of the construction above the filter to the ground surface is a full pipe closed on the
top with a standard metal cap and secured with a protective cover. In order to make
piezometers visible, so as not be damaged at the ground planning and the deposits compaction
processes, the piezometric constructions stick out at least 1.0 m from the ground, and are
painted in vivid colours. In order to protect piezometric constructions from damages, a
concrete block is founded around them.
The interspaces between the drilling walls and the galvanized steel pipe are filled with gravel.
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The interspaces between the galvanized steel pipe and the piezometric pipe, in the zone of the
sedimentation pipe, the filter and the pipe above the filter, are filled with quartz granular
material, while the other part towards the ground surface is buffered with fragmented, dusty
and clay material.
4.9.4 Surface water monitoring system
Frequent visual inspections will be made in the site and in the river. Evidence of degradation
may include obvious signs, such as dead or unhealthy flora and fauna, visible leachate pools or
streams, unnatural water clarity or colour and unusual odours.
Besides the visual inspections, surface water should be checked quarterly in the operating
phase and every six months in the aftercare phase. During those sampling rounds, field
measurements at representative surface water locations should be taken, measuring the
parameters.
The suggested sampling points are two for the ditch of the drainage collection system of the cell
The first sampling point will be in the higher point of the ditch while the second one will be at
its discharge point. This way it will be easy to monitor possible leachate leakages.
Morover in accordance with the monitoring programme of the Ibar river it is suggested to
monitor the river below the landfill. In order to do this the operator has to identify the existing
parameters within the river.
4.9.5 Biogas monitoring system
Monitoring of biogas is a twofold procedure that involves:
Knowledge of the produced biogas volume and composition
Monitoring of possible biogas migration
The first goal of biogas monitoring will be achieved via a portable landfill gas measurement
device (landfill gas analyser). This device shall be equipped with gas probes and a data logger
(for data storage and uploading to a PC). Measurements will take place at landfill gas wells and
will at least include: pressure, methane content, carbon dioxide content and oxygen content.
The amount of produced biogas can be recorded via the flare. Other constituents of biogas may
also be monitored by adding probes to the analyser such as hydrogen sulphide (indicative also
of odors), hydrogen, nitrate, etc.
For further analysis of compounds such as hydrocarbons, non methane organics, etc., sampling
and use of air chromatography is required.
The second goal regarding landfill gas migration requires specific procedures to be established
for its assessment. The need for gas migration monitoring comes from its flammability and
explosive potential. The purpose of gas migration monitoring is to ensure that the biogas does
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not migrate and accumulates in on-site structures or to off-site locations, in concentrations that
could be hazard for humans or property.
The concentration of methane gas should not exceed 25% of the Lower Explosive Limit (LEL) in
the landfill structures and 100% of the LEL at the property boundary. The LEL for methane is
5% (methane/air)
For inspection of possible migration, boreholes of small depth (not exceeding 6 m) are drilled
around the landfill basin. The distance between boreholes is about 150m. Each borehole will
have a diameter of 6’’ and will be piped with a hot dip galvanised steel perforated pipe of 2’’
diameter. A drawing shows the detailed construction and installation of the biogas monitoring
wells.
Samples will also be taken with the use of the gas analyser from these monitoring wells to
assure that landfill gas does not migrate from the sides of the landfill basin.
There will be constructed 10 biogas-monitoring wells around cell.
Flare unit
To protect the operative personnel and the equipment related to the gas flare unit, warning
systems regarding gas presence have to be placed. The warning system will command the
shutdown of the gas feeding system, which will shut off the exhaustion, in case critical values of
the methane and/or oxygen content are reached, as presented below.
Methane (%) Oxygen (%) Gas critical value < 30 > 3 Shut down value < 25 > 6
Maximum gas concentration at work place
Before and during the operation of the degasification system, in closed spaces (manholes,
collection stations), the concentration of methane, oxygen and carbon dioxide have to be
measured. All closed spaces have to be equipped with natural ventilation devices and the
enforced legislation regarding the operation procedures in this type of working spaces has to
be strictly respected.
Precaution measures for personnel
The concentration of methane gas should not exceed 25% of the Lower Explosive Limit (LEL) in
the landfill structures and 100% of the LEL at the property boundary. The LEL for methane is
5% (methane/air).
For that reason, gas control units for inspecting explosive methane concentrations will be
installed in buildings where personnel work. Such a unit is equipped with detectors -
transmitters connected to a system of alarm signaling that is activated, when the methane
concentration exceeds the LEL.
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4.9.6 Settlements monitoring system
The behaviour of the waste body is a critical parameter for the restoration/rehabilitation of the
landfill areas that have reached their final height.
Therefore, the amount of settlements (waste “pile” height reduction, due to decomposition) is
an important parameter and record keeping regarding this phenomenon is essential, especially
if light constructions are to be placed on the site after rehabilitation.
In order to measure settlements, the so-called “settlement plates” are installed on the waste
surface (in the areas where final waste height has been reached). These plates include a steel
plate (4 mm thickness) where a steel pipe (2’’ diameter) is welded. The base of the settlement
plates is installed 0.5 m underneath the final surface of the cell, secured in its position by a
layer of concrete (thickness 20 cm).
The iron pipe is used to measure height reduction. The elevation of the pipes is measured and
compared with the elevation of stable points of the plant (reperes). The measurements should
be done every month at the beginning of the rehabilitation works and till their completion,
every 3 months the next year and every 6 months till the expiration of the aftercare period of
the landfill.
4.9.7 Monitoring of water conditions – Recording of data
The meteorological parameters, will be based on the data from the nearest meteorological
station.
The parameters to be recorded during the operation lifetime of the SL are:
Volume of Precipitation: daily
Temperature (min, max, 14.00 h CET): daily
Direction and force of prevailing wind: daily
Evaporation daily
Atmospheric Humidity (14.00 h CET) daily
At the aftercare stage, the frequency of the above mentioned recordings could be reduced for all
the parameters, according to the following:
Volume of Precipitation: daily (added to monthly values)
Temperature (min, max, 14.00 h CET): monthly average
Direction and force of prevailing wind: not required
Evaporation: daily (added to monthly values)
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Atmospheric Humidity (14.00 h CET): monthly average
4.9.8 Volume and composition of incoming waste and soil material
The operator of the plant must keep records for a series of information collected during the
weighing of the collection vehicles in the entrance of the landfill.
This information is:
Title and address of the owner of the vehicle, full name and telephone number of the
responsible.
Title and address of the producer of the waste, full name and telephone number of the
responsible.
Source of waste
Type of waste
Weight of waste
That means that statistical records will be kept for the volume and the type of the incoming
waste according to their source for the whole period of operation of the landfill.
In order to avoid the reception in the landfill of non-acceptable waste and for statistical reasons
as well, two sampling inspections of incoming waste must be executed every day.
In every inspection the following information will be registered:
Date and time of inspection
Source of incoming waste
Vehicle and driver’s necessary data.
Observations of the inspector
The above-mentioned inspections will give information for the composition of the incoming
waste and its variation through the year and according their source.
Finally, during the entrance of the transportation vehicles, the volume the composition and the
source of the incoming soil material will be registered as well.
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4.10 GENERAL INFRASTRUCTURES - UTILITIES
4.10.1 Introduction
The proper operation of the SL depends on the right installation of utilities and structures. All
the necessary infrastructure for the appropriate operation of the SL have been included,
namely:
• Main entrance - fencing
• Weighbridge building
• Weighbridge
• Sampling area
• Administration building
• Maintenance building
• Open parking for personnel and visitors
• Tire washing system
• Internal Roads
• Fire Protection zone in the perimeter of the landfill
• Fire fighting system
• Electrical system
• Green area
4.10.2 Main entrance - fencing
The fence will cover the whole perimeter of the facility. It will be made of steel net (the length
of the net rings > 40x40 mm) or similar. The height of the fence will be at least of 2,5 m above
the ground. As long as the conditions of soil allow, the fence will be dug in approximately 20 cm
in the ground in order to restrict animals from trespassing.
The entrance gate will be of the same height as the fence, equipped with closing system, the
length of the door will be 7 m. The entrance gate will be consisting of two doors. At the gate a
sign with the main information of the site will be placed (operator, type of facility, working
hours, phone, etc.).
The fence will be supplemented with a green zone of at least the same height.
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4.10.3 Weighbridge building
The weighing building is located next to the weighbridge of the facility. Weighbridge Building
has dimensions 5x2,45 m and a surface of 11.62 m2. The building will have office premises and
WC.
The structure is one fabricated container which is fixed above the ground where as main
support are metal columns.
Concrete elements should be made with concrete class C30/37 or as per structural analysis
which will be made.
Also the concrete slab should have the thickness not less than 20 cm. Quality of rebar should be
S 400/500.
Doors and windows are made with PVC materials
The building shall be equipped with a desk where the necessary equipment (for weighing of the
incoming vehicles and recording of data) is to be installed.
4.10.4 Weighbridge
It will be installed at the entrance gate. The indicative capacity will be 60 tn and its size
approximately 55 m2. It will be equipped with external weighing terminal for registration of all
necessary data and information.
The supply must include a fully operational weigh bridge with equipment and registrationsystem, installed and calibrated. The supply must also include all necessary signal and power
supply cables between the weighbridge and the operator's office.
4.10.5 Sampling area
It is located after the weighbridge and is used for taking waste samples in order to identify
whether they should enter the central waste management facility. Its surface is approximately
80 m2.The sampling area will be fenced and covered by shed. The floor of the area will be made
of asphalt.
4.10.6 Administration building
Administrative building has a surface of 51.94 m2. The building indicatively will consist of the
following areas:
Control Room
Utilities area-Generator
Reservoir area
Warehouse
WC
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The structure is one floor building where the structure is build using concrete columns as main
structure supporter.
Inner walls are constructed using gypsum plates with thermo insulation.
Outer walls are made with metal sheet sandwiches so called polyurethane side panels. Also the
roof is covered with the same materials. Internal walls will be painted after rendering with two
layers of colour.
Foundations are made with reinforced concrete slab with thickness more that 15cm with
concrete class of C25/30. The columns are with dimensions 150 x 10mm and concrete class
C30/37 or as per structural analysis which will take place. Qwualitry of rebar should be S
400/500.
Doors and windows are made with aluminium material.
4.10.7 Maintenance building
The facility is planned for regular functioning of the landfill it is located close to the
administrative building. The maintenance building covers surface of approximately 105
m2916,010x6,52 m). The building will include facilities such as workspace, garage, warehouse,
cart washing plateau, etc.
The structure is one floor building where the structure is build using steel structure. The main
colums are SHS 250 x 6,5mm and the beams are square steel profiles with dimensions RHS 250
x 150 x6,3 mm. free height is 6,5m.
Outer walls are made with reinforced concrete strips with concrete class C25/30 with
dimensions 110x50cm. Above the foundation strips and compacted gravel layer an reinforced
concrete slab will be fixed with thickness 20cm of C25/30. Quality of rebar should be S
400/500. The structure will also have a ramp for easy access.
4.10.8 Water tank
Water tank has dimensions 8.15x6,75 m and a surface of 55.01 m 2. The water reservoir has two
chambers:
Fire Water Tank with capacity of 51.45 m3 and
Water irrigation chamber with volume 31.55 m3.
At one side of building a space with dimensions 2.52x6,75 cm designed for installations of the
equipment.
The structure is one floor building from concrete walls. Bottom slab is 30cm thick, side walls of
25cm and top slab of 20cm thick. Inner walls will be constructed using high quality concrete
and high waterproof component. Outer walls should be plastered and painted. Also top slab
need to be waterproofed with all the necessary layers. Doors and windows are mad with metal
materials.
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4.10.9 Parking for personnel and visitors
The vehicles of the visitors and works of the landfill area (including the administration building
and the maintenance building) will be parked in an open parking next to the administration
building. The capacity of the parking should be at least 10 vehicles.
4.10.10 Tire washing system
The purpose of the tire washing system is to wash out the tires of the waste collection vehicles
from the mud of the landfill. It is located in a widening of the internal road, just before the
entrance area in the exit direction, and consists of two subsystems:
washing subsystem equipped with:
o movement monitoring system which starts the operation of the system
o washing water nozzles
o heavy duty grating for the collection of wastewater
o feeding pump for the washing water
o filter
o piping with necessary valves
water recycling and sludge removal subsystem equipped with:
o separation of solids – clean water tank. The separation is accelerated through a PVC
pipe, which leads the wastewater to the bottom of the separation tank.
o weir of clean water overflowing into the clean water tank
o excess sludge removal piping with isolation valve and hydraulic equipment
The tire washing system is equipped with water nozzles, which create water pressure jets with
appropriate pressure for the washing of the tires.
The wastewater generated from the tire washing will collected in a tank (which is part of the
equipment) and it will be regularly transferred to the wastewater collection tank in order to be
treated in the leachate treatment plant.
The structure itself is concrete made with concrete clas C30/37 and rebar S400/500. Concrete
thickness for slabs and walls is 20 cm.
4.10.11 Fire Protection zone:
It will be located in the perimeter of the landfill having a width of 8 meters. In this zone no
vegetation or infrastructure is allowed in order to avoid the expansion of a possible fire insidethe landfill.
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4.10.12 Green areas
Inside the fencing and perimetric to the facility tree plantation is foreseen for the visual
isolation of the site (average width of the plantation 3 m). An appropriate irrigation system will
be developed, which if allowed will utilize the treated water exiting from the wastewater
treatment plant.
4.10.13 Fire fighting system
A fire fighting network will be developed, which shall cover the whole area of the facility. The
system will be connected with appropriate water tank, of sufficient volume, which will be
monitored in order to always be full of water
4.10.14 General formulation of the area
For the communication among the infrastructure and their protection from corrosion of the soil
from the rainfall the area will be formulated and a corridor of at least 1 m wide will be
constructed perimetrically to the buildings. The corridor is made of concrete armoured with
wire grid with no coating.
Moreover the run off of the rainwater from inclined green areas from the buildings is foreseen.
The general formulation include also footpath connecting the buildings and the infrastructure..
The paths are constructed according to the ground slopes and the rainwater is drained. Steps
are also constructed according to the height differences.
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4.11 ROAD WORKS
4.11.1 Introduction
Road design is important for the vehicles access to the cells and all the landfill site’s facilities.
The internal roadways circulation is used mostly from heavy vehicles so the roadway must be
built in a way that can ensure the easy movement.
4.11.2 Temporary roads
No traffic is allowed directly on top of drainage layer in the landfill cells or on the intermediate
dikes. The landfill staff shall establish and maintain access ramps and temporary roads over the
dikes and the drainage layer with a min. thickness of 0.5 m ensuring a min. distance from
wheelbase to the polymer liner of min. 1.0 m
The landfill staff shall establish and maintain access ramps and temporary roads over the
already deposited waste inside the landfill cells, securing the safe access of waste delivery
trucks for unloading in the cells. The roads can be established using gravel and/or stone,
crushed mineral debris from construction and demolition waste or moveable plates of concrete
or steel. The thickness of compacted waste below the temporary roads shall be at between 2-
2.5 m
Temporary access ramp over linedareas,
Leachate Drainage layer Polymer Liner
Geological Barrier (Clay liner)
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4.11.3 Internal road
Internal road is the road beginning from the entrance of the central waste management facility,
and is built at first to reach the landfill’s cells and at the same time to provide access to the main
facilities areas.
The road will be constructed with 6m, one lane in each direction.
The road can be extended to provide access to the waste treatment facilities that will be
developed on site .
The design speed of the road is 30km/h.
4.11.3.1 Horizontal and Vertical Alignment – Typical Cross-Section
The proposed cross slope at straight sections of roads is 2.5% and for curved sections 5.0%.
The maximum radius of horizontal curves, used on the internal road, is 40.0 meters and the
minimum radius is 30.0 meters which are acceptable due to low travelling speeds.
The maximum vertical slope that is proposed is 8% and both sag and crest vertical curves have
a proposed radius of 800m.
4.11.3.2 Road layers
Pavement of roads and other areas of heavy traffic are proposed to be constructed by laying
and compacting of the following layers:
ballast foundation (30 cm)
crush stone foundation (15 cm)
asphalt concrete BA16 – wear layer (4cm)
asphalt mixture AB2 – base layer (6cm)
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4.11.3.3 Internal Road Layers
The road construction includes the following works according to standards:
Sub-base construction: Technical Specification Ο150
Base construction: Technical Specification Ο155
Shoulders construction: Technical Specification Ο155
Asphalt greasing: Technical Specification A-201
Asphalt base layer: Technical Specification Α-260
High-density asphalt layer: Technical Specification Α265
4.11.3.4 Embankments construction
The material to be used for the construction of the road embankments should meet the
requirements for excellent to good soil material, according to AASHTO. In order to achieve the
shear strength parameters of c = 5KPa and φ = 35 o, the granular material should follow in the
A-1-a (materials consisting predominantly of stone fragments or gravel, either with or without
a well graded soil binder) or A-1-b (materials consisting predominantly of coarse sand either
with or without a of well- graded soil binder) classification.
The material should be well graded with maximum size fragment of 15cm.
4.11.4 Access Road
The road connecting the main road and new designed Landfill passes through open hill terrain
which limits us the possibility to have the shortest path.
Due to this the length of the road is increased in order to maintain the minimum slope possible.
The length of the road is 2+180.00 m. The width of the road is 3.5 m and the road will be used
only in one direction alternatively. At every app. 200 m we have designed a wider road which
will allow the tract to move alternatively.
On both sides of the road shoulders are 1 m wide for safety reasons. Steel barriers are foreseen
on most dangerous part which will protect trucks during winter season.
The road dimensions are designed as this due to budget limitation and cost construction due to
stone area.
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Technical elements taken into consideration during design:
Moving Speed V=10-35 km/h
Width of the road B=1x1.75=3.50 m
Longitudinal minimum road slope 7.48 %
Longitudinal maximum road slope 0.22 %
Cross section slope 2.5 %
Cross section slope crossing curves 2.0-8 %
Minimal passing curve 10 m
Minimal radius 15 m
Maximum radius 200 m
Road cross section is 1+3.5+1+widening
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Since the terrain is mostly rock material, this material can be crushed and used for
construction.
The road construction will be made as per layer bellow:
Filling of sub-base with selected material from excavation with thickness as per design and
compaction of layers at each 30 cm. Compaction module should be 80MN/m2
After cut and fill is finished the terrain should be compacted. Compaction of sub-base with
compactor until module of compaction achieves the 80 MN/m2.
When compaction module is achieved than the first layer with crushed stones with grain
fraction 0-64 mm thickness should be fixed. The thickness of this layer after compaction should
be not less than 200 mm.Compaction has to be done with 12tones compacter to reach the
compaction of the layer up to 100 Mpa.
Above first layer with crushed stones with grain fraction 0-64 mm thickness than a new layer of
crushed stone should be fixed with dimensions 0-31.5 mm. The thickness of this layer after
compaction should be not less than 150 mm. Compaction has to be done with 12tones
compacter to reach the compaction of the layer up to 120 Mpa.
Material to be used for the road layers cannot consist organic subjects, soil or sufficient
quantity of slime. Quantity of particles smaller than 0.02mm in the mixture max 0.8%. If
particles smaller than 0.02mm are up to the mentioned percentage they can be tolerated
because it does not influent on caring capacity of the road base which is going to be influenced
by frost, underground water, humidity change of climate. Crushed stone can consist max 7% of
the grains which are produced from soft stones. Size of the grains should not be reduced with
the compaction. Humidity of material should be regulated in that way to reach the maximum
compaction. All parts of the base, i.e. up to 0.50 m from the edge of the shoulder must have at
least 102% proctor density. The surface of the base is to be specially compacted. Weather
conditions are to be taken into consideration when testing the load bearing capacity of the
gravelled surface. The compulsory values must be attained within one or two days of drying,
depending on the air temperature.
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Road side slopes towards the open ditches should be 1:1.5 in all cases. In cases when we have
fill the slope remains the same. At terrain cutting the slope ratio should be 1:1 if not other slope
ratio will be required by supervisor during construction.
At station where are shown in design the concrete tube should be fixed with diameter d=500
mm. The required concrete class should be C-25/30. The pipes should be laid over compacted
terrain which is laid with gravel 0-31.5 and thickness 20 cm. Compaction of this layer should be
Mn=40 Mpa. Outlet and inlet should be done with reinforced concrete.
Bitumengravel layer should be laid above bituminous layer as per technical specification.
Thickness of base course should be 8 cm.
Final layer of asphalt should be minimum 4 cm after compaction. All specifics of construction
should be done according to Technical Specifications.
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5 LANDFILL CLOSURE AND AFTERCARE
5.1 INTRODUCTION
The closure of a solid waste landfill has a significant impact on the county's solid waste
management plan. Alternative disposal facilities must be in place and operational when a
landfill is closed. This requires close cooperation between the landfill owner and the region.
The development of alternative disposal facilities can require a long-term effort, and requires
that closure of existing facilities be foreseen and planned several years in advance.
This section includes the description of the closure, capping and aftercare of the new landfill in
Savina Stena, according to the specifications of the Kosovar legislation. Moreover the section
addresses also the issues of future land use.
5.2 LANDFILL CLOSURE
The date of closure is based on an estimate of the waste stream volume and remaining available
capacity in the landfill. However, the uncertain nature of the waste stream and remaining
capacity make closure date estimates very approximate until the landfill approaches the end of
its active life. Then the closure date can be estimated accurately enough to allow the owner to
estimate the date of closure several months in advance.
At closure, the owner should post a sign that indicates the site is closed and list alternative
disposal facilities. Records and plans specifying solid waste quantities, location and periods of
operation will be submitted to the local land use/zoning authority and be made available forinspection.
According to Administrative Instruction no.10/2007 (Article 18):
Landfill will be considered as closed, when the Ministry think that accomplished all
obligations and requests of this instruction by the landfill operator, and the ministry will
issue the writing decision to close this landfill;
Landfill operator, even after the closing procedure, he is responsible for maintain,
supervising and controlling the landfill according to the determinate period on article 21,
ofthis instruction
5.2.1 Landfill capping
Objectives of capping
The main objectives in designing a capping system are to:
Minimize infiltration of water into the waste;
Promote surface drainage and maximize run off;
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Control gas migration; and
Provide a physical separation between waste and plant and animal life.
The capping system normally includes a number of components which are selected to meet the
above objectives. The principal function of the capping system is to minimize infiltration into
the waste and consequently reduce the amount of leachate being generated.
According to Administrative Instruction no.10/2007 (Article 19):
Last cover of landfill involve the following levels:
1. First level, mean soil level with minimal layer thicknessl0 cm, which is using for covering,
flatting and landfill form;
2. Second level is content from geo- membrane, minimal layer thickness 2.5 mm;
3. Third level is content from two sub levels of compacted clay, minimal layer thickness from
25 cm (both levels 50 cm) and;
4. Fourth level and the last one content adequate soil (it is preferred humus soil) for re-
cultivation which can have the minimal layer thickness 40 cm.
At the same Article it is mentioned that “Landfill operator during the closing process must
demount all equipment and objects which will not be in function of landfill ”
In Article 20 it is mentioned that:
1) Re-cultivation process starts after the last soil level over the landfill wastes.
2) Re-cultivation should be in harmonization with spatial landscape where is located the
landfill, and its adaptation in order of using it for recreation, foresting and agriculture.
3) On the closed landfill its not allowed the constructions of the inhabitation objects
Finally in Article 21 it is mentioned that:
1) The period of monitoring, after closing andre-cultivationof landfill,mustcarryout until it is
considering that the negative impact on environment will be the less
2) The period of monitoring must carry out in duration from 30 years after the landfill close;
Components of the capping
The surface sealing of the Savina Stena SL, will consist of the following layers (from bottom to
top):
• Support layer (Levelling layer)
• Gas drainage layer (Collecting the landfill gas)
• Mineral lining layer
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• Protection Geotextile
• Rainwater Drainage layer (The lining layer for the drainage water)
• Separation Geotextiles as protective layers
• Top soil cover (vegetal and subsoil)
The proposed specifications regarding the capping layers have been modified slightly, but on
the side of safety. The above-mentioned layers are described in the following paragraphs.
5.2.1.1 Support layer
A support layer shall be constructed in top of the final waste terrain, in order to flatten the top
layer of the landfill and prepare the terrain for the installation of the following surface sealinglayers. The support layer thickness will be 0.3m. The temporary cover of the landfill will be
used as the lower part of the support layer. The soil allows the gas to move and takes over the
static and dynamic charges that appear with the lining system. The support layer must not
contain organic components (wood), plastic materials and concrete with tar content, iron/steel
and metals. The support layer must be homogenous and have endurance at constant efforts. At
the top of the layer the surface must be flat and levelled. Attention should be paid at the content
of calcium carbonate which must not exceed 10% of the mass as well as at the mass of the
maximum length particles, which must not exceed 10%.
Table 5-1:Technical Specifications of support layer
CHARACTERICS REQUIREMENT Type of material Soil Thickness 0.3 m Elasticity Module 40 MN/m2 Permeability
coefficient 1x10-4 m/s
Restrictions
Calcium Carbonate
<10 % of mass
particles with
maximum length
<10% (mass)
5.2.1.2 Gas drainage layer (collecting the landfill Gas)
Above the support layer, a gas drainage layer with thickness of 0.30m shall be applied. The
draining material shall be granular with permeability coefficient (hydraulic conductivity) of
1x10-4m/s. The length of the granules must not be more than 32 mm; the optimal domain of the
diameter of the granules is between 8 and 32 mm. The percentage of superior and inferior
granules must not exceed 5%. The content of calcium carbonate must be lower than 10%
(mass).The safety at diffusion towards the support layer must be assured.
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Table 5-2:Technical Specifications of gas drainage layer
CHARACTERICS REQUIREMENT
Type of material Granular material (e.g.
gravel) Thickness 0.3 m Permeability coefficient 1x10-4 m/s
Diameter of granules Less than 32 mm ( optimal
domain between 8 and 32
mm)
Restrictions
Calcium Carbonate <10
% of mass
Percentage of superior
and inferior granules<5%
5.2.1.3 Mineral lining layer
Above the gas drainage layer, the mineral lining layer will be applied. The layer consists of a
HDPE polymer membrane, which has high chemical resistance and physical properties that can
generally withstand most pressures related to landfill. The thickness of the polymer membrane
will be 2,5 mm.
The HDPE membrane has a permeability coefficient <5x10-9 m/s.
Table 5-3:Technical Specifications of HDPE
CHARACTERICS REQUIREMENT
Type of material HDPE membrane
Permeability <5x10-9 m/s
5.2.1.4 Protection geotextile
The HDPE geomembranes will be protected against mechanic penetration of the
neighboorhooding layers using geotextile.
Geotextiles will be confectioned from HPDE with mass unit on surface ≥ 1,000 gr/m2.
The geotextile shall be delivered at the site with a datasheet from the producer certifying the
characteristics of the material according to the above specifications. Further the delivery shall
be accompanied by a protocol with the results of the producers quality check for the specific
batch delivered to the site.
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The geotextile shall be protected against physical damages and soiling during transport to the
site and during storage at the site.
5.2.1.5 Rainwater Drainage Layer
The rainwater drainage layer will be realized with thickness of 0.30m and it will consist
ofgranular material. The permeability coefficient (hydraulic conductivity) shall be 1x10 -3m/s
and the proportion of calcium carbonate must not exceed 10% (mass). The draining material
must be applied evenly on the entire surface of the landfill. The length of the granules of the
draining material must be between 4mm and 32mm.
Table 5-4:Technical Specifications of rainwater drainage layer
CHARACTERICS REQUIREMENT
Type of material Granular
Thickness 0.30 m
Permeability
coefficient1x10-3 m/s
Diameter of granules Between 4mm and 32 mm
Restrictions Calcium Carbonate must not exceed 10%
(mass)
5.2.1.6 Separation Geotextile
On the top of the rain water drainage layer a separating layer should be applied, to prevent the
components from the recultivation layer to enter the drainage layer. The geotextiles shall
consist of high density polyethylene (HDPE), with mass unit on surface equal to 400gr/m 2.
Geotextiles must allow the water to enter and to follow the quality requests according to the
provisions of the standards into force.
5.2.1.7 Top soil cover
The primary function of the topsoil is to enable the planned after use to be achieved. Thetopsoil should be uniform and have a minimum slope of 1 to 30 to prevent surface water
ponding and to promote surface water runoff. The maximum slope will depend on the after use
but it is recommended that the slope be no greater than 1 in 3.
The topsoil should be thick enough to:
• Accommodate root systems;
• Provide water holding capacity to attenuate moisture from rainfall and to sustain
vegetation through dry periods;
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• Allow for long term erosion losses; and
• Prevent desiccation and freezing of the barrier layer.
The combined thickness of the topsoil and the subsoil shall be realised with thickness of 0,5m,
from which the upper 0.15m should be enriched topsoil (vegetal). Planting of bushes is allowed
only after 2 years from the planting of the grass. It can be planted only bush species with short
roots. The material for the sub soil (retaining water layer) is made of lightly cohesive sand and
gravel.
Table 5-5:Technical Specifications of top soil
CHARACTERICS REQUIREMENT
Thickness
0,5 m: from which the upper
0.15m should be enrichedtopsoil
Restrictions
Planting of bushes only
after 2 years from the
planting of grass
Minimum slope 1:30
Maximum slope 1:3.
5.2.2 Cap stability
It may be necessary to carry out an analysis of the cap stability. This may be especially the case
for:
Steep restoration slopes (steeper than 1:6); and
Components that may have a low friction interface (e.g. Interface between a geomembrane
and a wet compacted clay).
Stability will depend on the shear strength properties of the soils, waste, and geosynthetic
components used in the cap system. Additionally, the presence of water acts as a destabilising
agent in reducing the strength and increasing the destabilising force. Stability is usually
expressed in terms of ‘factor of safety’ which can be defined as the shear strength required tomaintain a condition of limiting equilibrium compared with the available shear strength of the
material in question. If the factor of safety is less than one, the system is obviously unstable. A
number of methods are available for analyzing slope stability. Slope stability should be
analysed using conventional limit state analysis. These include Fellenius method and Bishops
method. Computer programs (e.g. slope) are usually used to analyse the data. To improve slope
stability geogrids or geotextile reinforcement layers may be incorporated into the cap.
5.2.3 Settlement
Settlement of the completed waste mass will occur as a result of the decomposition of
biodegradable waste within the landfill. Settlement values of between 10 and 25% can be
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expected for municipal waste landfills. The majority of settlement occurs over the first five
years. Settlement continues, gradually reducing with time, until the waste is stabilised.
The degree and rate of waste settlement are difficult to estimate. Estimates of settlement can beobtained through conventional consolidation methods. Total settlement should be estimated in
order to predict surcharge contours.
To compensate for differential settlement the capping system may be designed with greater
thickness and/or slope. If geomembranes are used they should be able to withstand high tensile
strains induced by differential settlement, LLDPE (linear low density polyethylene) is
particularly suitable. Even if precautions are taken, post closure maintenance may still require
regrading of the final capping due to total and differential settlement.
To avoid damage to the final cap system, it may be necessary to wait a number of years,
particularly if large scale and uneven settlement is expected. A temporary cap may have to be
installed between completion of filling and installation of the final cap. The temporary cap
should be at least 0.5m thick.
5.2.4 Land Use Options
A final end use for a landfill operates under a conditional use permit and is subject to local
zoning ordinances in effect for that area. There are a wide variety of development options. Most
would involve the construction of some kind of permanent structure. Major land use categories
include:
Active recreation areas (athletic fields and golf courses)
Passive recreation areas or open space (parks and green belts)
A closed landfill often represents valuable property, especially in urban areas. In such cases, it
is better to develop the property more intensively than recreational open space. However, this
kind of construction presents the greatest problems. Experience has shown, however, that such
development is subject to serious problems from differential settlement and the explosive
hazard associated with methane collecting in enclosed spaces. Other important considerations
include the viability of certain types of development on landfills because of the unique
problems the landfill environment presents.
The nature of a solid waste landfill limits certain development options. The following aspects of
a closed landfill influence final end use plans:
low bearing capacity of the fill cover
Differential settlement
Production of methane that can collect in confined spaces to explosive concentrations
Production of combustible, explosive and malodorous gases
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Public opinion/acceptance
End uses that do not require the construction of buildings are simpler, and avoid many of the
potential problems associated with using covered landfills. Such land uses include recreationalopen space, parks and golf courses. These uses are relatively unaffected by differential
settlement and methane cannot be contained in buildings. Although Landfill gas may not
present a hazard to public health, it can stress vegetation growing over the landfill. Plants
resistant to Landfill gas should be considered if these types of uses are planned. Recreational
land uses that require irrigation, such as golf courses, have the potential for increasing leachate
generation, and should be given careful consideration where leachate management is a
problem. Ideally, the final land use should minimize the potential for leachate generation.
Among the more important of the constraints are those that arise from the effects of settlement
of the waste. Special design methods can be employed to reduce the effects of settlement of the
waste. The most reliable method is to drive pilings through the waste into solid geologic
material beneath the waste. However, piling materials like steel and concrete are subject to
degradation from chemicals in the refuse. If the degradation is severe enough, the support
capabilities of the pilings may be reduced. If the landfill is equipped with a liner and leachate
collection system, this method is not viable since it will rupture the liner.
Differential settlement can cause other problems besides foundation difficulties. Underground
utility services can be affected when differential settlement causes large stresses in pipelines or
structures which can lead to their malfunction or failure.
Actual construction in a landfill environment can also be very difficult and require specialprecautions to ensure the health and safety of the construction crew. Because of the nature of
the waste, excavation in a landfill produces large, irregularly shaped holes. This may lead to a
much greater excavation size than would normally be required for foundation piers and similar
structures. Pile driving can become difficult if large obstructions are encountered. Such
obstructions can stop the penetration and force the contractor to abandon the foundation and
move to try to avoid the obstruction. Also, any excavation through the surface of the landfill will
disrupt the final cover system.
Excavation also releases confined, odorous gases, some of which can be toxic and can make
workers in the immediate vicinity ill. The odour problem must be carefully evaluated if thelandfill has businesses or residences nearby.
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6 LANDFILL OPERATION
6.1 ESTIMATION OF THE QUANTITY OF PRODUCED WASTE
According to the waste quantity that will be disposed in the landfill, the landfill capacity is
sufficient for more than 10 years. For the design, year 2015 has been selected as the starting
year and year 2024 as the final year of the cells’ A operation.
The following assumptions have been used:
Average compaction rate in the landfill: 0.6 tn/m3
Percentage of the cover material in the waste volume: 15%
Assuming that the annual waste deposition was 13.140 tn for the year 2016.
From the waste quantities deposited it is obvious that the landfill’s maximum capacity for the
first 10 years must be at least 290.000 m3.
6.2 FILL SEQUENCE PLAN
Subsequent to their entry in the landfill, trucks are weighted at the weight bridge, where the
truck’s weight and plate number are recorded. Following there is a space for sampling, where
the waste category is determined. Subsequently, the trucks via the access road are directed to
the waste disposal area.
All incoming and outgoing trucks carrying waste shall pass over the weighbridge and beweighed and registered. Data from the weighing procedure (including data for rejected waste
and waste transported from the landfill) shall be recorded in the data system. Persons
specifically trained in its use shall operate the systems. A special instruction manual for
operating the data recording system will be prepared for the staff by the supplier of the
weighing system.
Each weighing procedure shall as a minimum comprise:
Truck registration number
Owner of the truck
Waste origin/producer
Waste type
Weight of the waste.
Acceptance/non-acceptance of the waste at the landfill
The place - Cell no - of disposal of each load
The trucks after the discharge of solid waste will be guided to the space for cleansing of
vehicles, prior to their exit of the landfill.
The total surface of the waste disposal area will be built in separately cells. Cell A will bedivided in two subcells A1 & A2.
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The surface of cell A will be about 3 ha and it will have a total capacity of around
290,000m3 without the volumes of sealing and final cap layers.
Subcell A1 will be about 1,8ha and Subcell A2 1,2ha, each Subcell will have 5 years
lifetime.
Therefore, the cell A will receive waste for approximately 10 years of operation.
6.3 DESCRIPTION OF THE SANITARY LANDFILLING PROCESS
The basic parameters of the sanitary landfilling are:
Daily cell: it consist the basic structural unit of the landfill. The shape of the cell is usually
slanted cube. The dimensions of the cell may differ from day to day. The main objective is to
construct a cell which can handle the day’s volume of solid waste and which will require the
minimum amount of daily cover soil.
Lift : a set of cells with the same altitude consist a lift. Lift is the ground where the movement of
the trucks takes place.
Cell: is a specific area where the lifts are built according to the fill sequence plan of the landfill.
Next to the access road in the basin there must be an emergency working face.
The solid waste discharge must be as close as possible at the working face.
The top and side surfaces of a completed cell, that is not to be covered by another cell, should
be covered with a layer of 50 cm of compacted soil. This intermediate cover should be thick
enough to prevent erosion of the cover by wind, water, and traffic. If wastes become exposed,
water can enter, and odours and gases may escape from the cells.
6.3.1 Cell geometrical Characteristics
The shape of the cells in a landfill is usually slanted cube. The dimensions the cell may differ
from day to day. The main objective is to construct a cell which can handle the day’s volume of
garbage and which will require the minimum amount of daily cover soil i.e. the cell will have
the minimum amount of surface area.
The first step of the cell design is to determine the cell width. In general, the width of a cell must
be kept in a minimum size. A narrow cell will help reduce litter and cover soil use. At the same
time, the cell must be wide enough to allow the day’s maximum number of trucks to unload as
well as to allow the compactor to operate efficiently.
6.3.2 Direction and schedule of fulfilling the landfill
The schedule of fulfilling of landfill space aims at:
Maximizing the value for money of the construction
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Maximizing the life time of the landfill
Reduction of the amount of the produced leachate by closing temporarily every cell
after the end of its operation, so the rain fall cannot enter the waste body
The total surface of the subcell A1 will be app. 3 ha.
The rest of the area will be used in order to install all the necessary utilities and infrastructures
for the proper operation of the landfill.
According to the preliminary study, the subcell A1 is located at the south part of the basin,
while the other subcell will be developed consecutively at the north part of the subcell A2.
According to the fulfilling schedule, subcell A1 will be fulfilled first, followed by subcell A2. The
filling of subcell A1 will start from the lower place of the bottom, south-north. The direction of
fulfilling is from south-east to north-west. After the disposal of the first layer of waste, a flat
area that will cover the bottom of the subcell will be formed. In this area the waste lifts will be
placed.
Operation of subcell A1 will continue until the complete development of the waste relief. Then,
prior to fulfilling of subcell A2, subcell A1 will be closed temporarily. According to the fulfilling
schedule, the operation of landfill has been designed in a way that the waste anaglyph will be
developed rapidly so it will reach the final altitude as soon as possible. The above will result in
the temporarily close of waste slopes as long as possible, and consequently in the acceleration
of the biodegradation of waste
6.3.3 Daily Cover – Intermediate Cover
Daily cover: All waste must be covered at the end of the dayto protect against vectors, orders
and debris leaving the landfill. This requirement may be fulfilled by the use of tarps and/or soil.
When using tarps for daily cover of the current waste slope ensure all waste is covered and the
tarps have been overlapped.
When using soil as daily cover, 15-20 cm of compacted soil must cover the slopes and the top
deck by the close of business each day, a function which in some cases is difficult because of
lack of soil. For this reason, proper compaction is essential to minimize the amount of daily
cover soil required.
For the calculation of daily soil cover, the areas of the top surface, of the bottom surface and of
the side surface, are required. According to the above, and taking into account that the daily soil
cover depth is 0.2 m, the minimum daily soil cover is approximately 13,8 m3, namely about
15%.
Intermediate Cover: Intermediate cover is used when filled surfaces are likely to be left for a
period of weeks or months before additional lifts of waste are to be added. The cover
significantly reduces rainfall infiltration, whilst it effectively reduces the risks for windblown
litter. Intermediate cover materials shall be materials as used for daily cover.
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The thickness of the intermediate cover shall be 30-50 cm. The area covered by an intermediate
cover shall be inspected regularly and as minimum after any heavy rainstorms in order to
detect and repair any defects in the cover caused by e.g. erosion.
When resuming operations in the area subject to intermediate cover, the daily cover is, to theextent possible, scraped off for subsequent reuse
6.3.4 Compaction of the Waste
The first layer is very crucial for the landfill operation. During the placement of the first layer,
the following problems may occur:
Damage to the lining system of the landfill
Disruption of the leachate collection system of the landfill
Neither the compactor nor any other vehicles are under any circumstances allowed to drive
directly on the drainage layer at the bottom or inner slopes of the landfill cells, as this may
cause damage to the drainage pipes or the polymer liner. Therefore an initial layer of mainly
fine grained waste without large objects (longer than 2 m), hard or sharp objects, which could
perforate the plastic membrane shall be placed before any compaction of the waste takes place.
Nor may the initial layer contain sludge or liquid waste. The initial layer is installed using a
bulldozer or the compactor to position the waste by "over-rolling" - not pushing -in to a single
layer of approx. 1,5-2.0 m height before compaction.
The initial layer shall be covered using a daily or intermediate coversee the description below.
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Face tipping:
The waste is tipped out and compacted into a bench. The bench continues level across the cellfor a period of days or weeks until the cell is filled in its full width. The height of the bench is 2-
3 m, and the compactor is working down the face of the bench as well as along the surface of
the bench.
Onion Skin Tipping:
The gradient of the face slope is considerably shallower than for the Face Tipping method, and
the compactor operates solely on the face. This method generally results in higher compactiondegree of the waste and reduces the risks for litter being blown of the face by the wind
6.3.5 Truck movement and unloading
The calculation of the truck traffic is crucial for the proper operation of the landfill. The
maximum number of trucks, namely the maximum solid waste quantity is fundamental for the
determination of the working face.
The average annual solid waste is 15.064 tones / year.
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The landfill site will be open six days per week (Monday to Saturday). So, the average daily
solid waste disposed will be 42,28 tones / day or 80,5m3/day.
For safety reason the above quantity is increased by a factor 1.3 in order to cover the peak of
the incoming solid waste load (i.e. Mondays, holidays). So the daily volume of disposed solidwaste is about 54,96tones or 91,6m3.
Drivers should wait for instructions before discharging their waste at the sorting plant and
there must be safety distance between their trucks. After depositing, municipal trucks leave the
site while the sorting plant separates and processes the wastes. After the process, a loader fills
with residues the landfill’s trucks, which lead the waste for final disposal. The trucks should
stop at least 2-3 m away from the working face. The driver has to secure his truck and unload
the waste. Drivers should be encouraged to spend as little time as possible at the working face.
6.3.6 Disposal of difficult waste
Certain wastes may not fall within the criteria of a hazardous waste. However, they may fall
into the category of being a “difficult waste” for the reason that their properties require special
arrangements for disposal to landfill. Usually, this means that they cannot be placed with other
materials on the working face and compacted alongside other refuse.
Wastes consisting wholly or mainly of animal or fish waste, condemned food, sewage sludge
and other obnoxious materials all fall within this category. Other examples of difficult waste
include light materials such as polystyrene and dusty wastes. Liquid wastes may arise which
can be disposed of to landfill, provided that the quantities deposited are small and that they are
of a low hazard.
Examples of low hazard liquids include cement bearing liquids from concrete production
facilities and out of specification foodstuffs such as fruit juice
Whether a site should take difficult wastes is mainly a matter for the operator, but will need to
take in account the suitability of both the waste and the site and also be in compliance with any
conditions of the waste licence.
Difficult wastes should not normally be deposited directly with other wastes in the working
area. Instead they should be placed in front of the working face and immediately covered with
other waste. Any obnoxious material should not be located within one metre of the surface or
two metres from the flanks or face. Alternatively, disposal in an area of already filled material
may need to be considered.
In the case of the disposal of smelly, pumpable liquid wastes, a trench excavated in old refuse
can be backfilled with coarse rubble and covered
Dusty waste may need to be delivered in sealed bags. Alternatively, this waste should be
sprayed with water
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6.3.7 Keep area Well-Drained
A crucial condition for the proper landfill operation is the slope of free surfaces so as prevent
the retention of water in hollows.
Water can impede working face activity by slowing truck movement in muddy conditions and
can cause traction problems for landfill equipment. It can promote mud-tracking problems and
will attract vectors. A general rule is to avoid flat areas on a landfill, promoting drainage away
from the working face at all times.
6.4 CONTROL MEASURES
6.4.1 Incoming Waste Control
The control for incoming waste can be at different levels. It is of great importance to be able to
control the waste through setting up one controlled entrance and stopping every other possibleaccess.
All waste delivered to the facility shall be controlled by the responsible person. The control
comprises:
Registration of the waste transportation truck and the waste producer.
Weighing and registration of the waste.
Control of delivery documents (i.e. declaration and registration card).
Direct visual control of the waste for type and composition for compliance of waste
type with documentation.
Waste delivered in open trucks shall be inspected visually at the reception area in
connection with the weighing procedure and after unloading at the unloading
platform. Waste delivered in closed trucks shall be visually inspected at the landfill cell
after unloading and before the waste is compacted and covered.
All information is recorded in the data system, stored and secured
6.4.2 Odours Control
Odours in a sanitary landfill occur due to the biodegradation of wastes and may be present inleachate and landfill gas (LFG). The sources of odours are chemical compounds, present in
trace levels (less than 1 percent). Leachate odours may result from uncontrolled leachate seeps
from the waste mass, or from leachate holding ponds or lagoons present on site. LFG is
primarily comprised of methane and carbon dioxide, odourless gases. However, the trace
constituents present in LFG are offensive to the human nose and become noticeable when
excess LFG escapes from the surface of the landfill, or flows from passive vents or leaks from
piping of active LFG collection systems. Control of odours from a sanitary landfill is important
for community relations and worker comfort. Through several operational and design
elements, landfill odours can be controlled effectively.
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6.4.3 Odours from Incoming Waste
The problem of odours from incoming waste is probably the hardest to prevent. If those types
of odours become a problem it may be necessary to place these loads into a portion of the cell
where they can be covered immediately. Sometimes this type of loads results from an ongoingcommercial process. In this situation, communication with the waste producers is needed in
order to eliminate the odours from part of incoming waste that includes dead animals, food
processing by-products restaurant waste etc.
6.4.4 Odours from In-Place Waste
Odours from in-place waste usually result from the biodegradation of older waste disposals.
Decomposition odours can effectively be prevented by maintaining the integrity of cover soil
material over everything but the currently active face.
6.4.5 Odours from a Leachate evaporation pond
In this case, the chemical and/or biological treatment of the leachate is the best way to control
the odours. The type of treatment for the leachate should be determined on a site-specific basis,
taking into account the characteristics of the leachate.
6.4.6 Odours from Landfill Gas
Because the trace constituents of landfill gas are the odour causing agents, proper control of
landfill gas emissions can effectively control odours. Passive LFG systems simply vent LFG to
the atmosphere. Attention should be given to the direction of prevailing winds in the design
and location of vents in order to minimize odour nuisance to property neighbouring the landfill.
The most effective method to control odours from landfill gas is to design and install an active
LFG collection system, with comprehensive coverage of the waste mass, and subsequently flare.
Typically, such systems include vertical wells or horizontal trenches with connective piping
with an applied vacuum from industrial blowers. Collected LFG is treated either through
combustion in flares, engines or kilns (for utilization purposes), or through gas clean-up
applications. These treatment options all reduce or destroy the LFG odours.
6.4.7 Dust Control
In most of the landfills important amount of dust is generated, usually from the site’s access
road, excavation areas and fill areas. In most cases dust must be controlled especially if the
landfill is located close to homes, businesses or major highways. The most effective way for in-
site control of dust is by use of water truck. Attention should be paid to the water use in the
areas where potential exists for creating leachate i.e. fill face.
In general, all the unpaved roads of a landfill must be sprayed, with water, periodically
throughout the day in order to prevent the dust generation. Water must also be sprayed at the
fill face, dumping pad and lunch wagon pad whenever dust occurs.
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Recycled water is the primary water source for this activity. However, operational or
maintenance requirements may occasionally preclude the use of this water source. In these
cases the use of potable water to maintain low levels of dust is authorized.
6.4.8 Vector Control
By definition, a vector is an insect, or animal, which can carry disease. The main concern for the
control of vectors in a landfill is that if they are allowed to enter the site, diseases could pose a
threat to human health and/or environment. A list of disease vectors commonly includes flies,
rats, mice and birds.
Vectors are generally not present at a properly operated and maintained sanitary landfill. The
provision of daily cover is the primary safeguard against vector problems. Well-compacted
wastes and cover material effectively prevent vectors from emerging or burrowing into waste
materials.
6.4.9 Litter Control
The term litter describes any waste, which is blown away from the active face of the landfill.
The majority of litter consists of paper and plastic.
Litter is common to most landfills. The presence of uncontrolled litter can cause major
problems with aesthetics as well as the public’s perception of whether or not the landfill is safe.
Every landfill should work towards minimising litter. There are many ways to minimise litter at
landfills. Some litter control methods are simple and economically viable such as requiring all
incoming loads of waste to be covered.
A very common tool for minimising litter is the use of specific fences. Litter fences exist in many
shapes and sizes and some of them are removable. The litter fences are placed downwind and
as close as possible to the working face.
6.4.10 Working Hours
Working hours at the landfill will be related to the hours that the site is open to the public. The
opening hours of a landfill will be formulated according to the timetable of the municipalities’
waste collection and transfer station services. Usually, a landfill site is open six days per week(Monday to Saturday) from 7:00 am – 14:00 pm, for operation in one shift per day, or until
21:00 pm for two shifts operation per day.
Any deviation from regular site operating hours must be notified and approved by the Director
of the landfill management authority. The approval must be directed to the Senior Engineer
who will allocate the necessary staff according the specific needs of the landfill.
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6.5 EMPLOYEE ASSIGNMENTS AND RESPONSIBILITIES
Each employee at the landfill has certain responsibilities and obligations associated with their
job. Employees also have certain assignments that must be understood as part of their position
description. The following indicative list of assignments and responsibilities of the variousemployees who work at a disposal site are described below but are not necessarily inclusive of
all duties that may require to safely and successfully operate a solid waste landfill.
6.5.1 Senior Engineer
The Senior Engineer, under the general supervision of the Director, is responsible for landfill
design improvements, maintenance, and construction work at the Landfill and is in charge of
the overall operation of the disposal site. Specifically, the Senior Engineer shall:
i. Meet, as required, with the Director to brief the status of routine operations and any
special issues,
ii. Accurately prepare and oversee the design of in-house engineering projects, including
plans specifications and construction estimates,
iii. Coordinate and oversee engineering inspection during construction work performed by
city crews or private contractors at the landfill.
iv. Plan and coordinate the most efficient use of landfill areas to conserve landfill space and
mitigate traffic control problems,
v. Organize, oversee and administer the engineering section and functions to ensure the
City maintains its active landfill sites in accordance with current permits, regulations
and all appropriate policies,
vi. Help develop, implement and enforce Division safety regulations,
vii. Meet routinely with the Disposal Site Supervisors to maintain proper control of the site
and to determine what, if any, problems exist or may be anticipated. Consider the
following:
o Operational issues,
o Regulatory Requirements,
o Stakeholder Issues including; City Council, Mayor, Community and other interested
parties,
o Equipment issues,
o Special employee requests,
o Special operating instructions; e.g., inclement weather, special waste, emergencies.
viii. Schedule routine work as required, e.g., drainage channel cleaning, landfill surface
repairs and litter control, etc,
ix. Ensure that the need for any special operating conditions have been planned for in
advance; e.g., wet weather areas should be prepared in advance of the rainy season,
x. Professionally and positively represent the City, Department and Division,
xi. Handle user complaints or problems that the Disposal Site Supervisors cannot handle
and maintain a record of all such complaints,
xii. Perform other duties that may be required as determined by the Director
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6.5.2 Disposal Site Supervisor
The Disposal Site Supervisor, under the general supervision of the Senior Engineer and is
responsible for supervising refuse disposal and associated activities at the Landfill in
accordance with appropriate rules, regulations and policies. Specifically, the Disposal SiteSupervisors shall:
i. Regularly brief the Senior Engineer on the status of routine operations and any special
problems,
ii. Implement and enforce Department safety regulations,
iii. Ensure that the landfill is properly staffed at the beginning of each day. There are
several contingency plans, which can be used if a full crew is not available to work at
the landfill. For example:
Reassign duties of available personnel as required; e.g., shift a person stockpiling
soil cover to a dozer for spreading and compacting refuse, Recall additional personnel on overtime,
A Disposal Site Supervisor may fill-in for an equipment operator if the situation
warrants,
iv. Meet with employees periodically to maintain proper control of the site and to
determine what, if any, problems exist or may be anticipated. Consider the following:
Operational Constraints,
Regulatory Requirements,
Equipment Problems,
Special Employee Requests,
Special operating instructions; e.g., inclement weather, special waste, emergencies,etc,
v. Communicate and train staff on routine work requirements as required; e.g. refuse
handling, equipment operations, proper compactions, dirt operations, safety issues,
landfill surface repairs, litter control, etc.,
vi. Meet with engineering personnel, as required, to review planned operations or special
requirements,
vii. Plan and coordinate the most efficient use of the landfill disposal areas to reduce traffic
flow issues and conserve landfill space,
viii. h. Periodically review landfill plan as an aid in scheduling employees and equipment
needs and making assignments,ix. Check grades and contours to ensure that refuse placement and compaction conforms
to engineered specifications and designs,
x. Periodically check with the Equipment Service Writer to ensure overhaul and
maintenance schedules are being followed,
xi. Ensure that employees perform routine maintenance obligations through periodic
inspection of equipment, daily monitoring of employee’s reports and completion of
supervisor’s periodic reports,
xii. l. Investigate and immediately report all equipment malfunctions and breakdowns,
presenting facts in a clear manner, to all appropriate persons so that equipment is
repaired and made available with minimum interruptions to landfill operations.
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xiii. Maintain thorough, accurate and detailed records of landfill operations, personnel,
equipment usage and other related matters,
xiv. Ensure there is sufficient inventory of office and field supplies (sanitary supplies, first
aid, maintenance tools, construction materials, etc.) to avoid operational impacts,
xv. Professionally and positively represent the City, Department and Division. Be sensitiveto issues and people and give only the information that is within his authority and can
be officially released,
xvi. Respond to complaints and inquiries promptly and tactfully as indicated by being even
tempered and calm, discussing the issue, not the person, listening to and clarifying the
problem, telling the person what action will be taken and offering information
necessary to resolve the situation,
xvii. Perform other duties that may be required as determined by the Senior Engineer.
6.5.3 Utility worker
Utility Worker, under the general supervision of a Disposal Site Supervisor, is responsible for
general site maintenance improvement projects, litter control, contracted crew coordination
and keeping the disposal site conditions in compliance with regulatory requirements.
Specifically, Utility Worker shall:
a) Work in conjunction with the Disposal Site Supervisor on maintenance issues,
b) Ensure that services are performed on equipment.
c) Maintain equipment usage records that are accurate and understandable,
d) Perform daily equipment tool checks,
e) Ensure stockroom and tool room are adequately supplied. Order materials and supplies
in a timely fashion to avoid impacts to operations,
f) Instruct all contracted crews on areas of concern and monitor progress, keeping
records daily, weekly, and monthly as required by Operating and Environmental
Permits.
6.5.4 Landfill Equipment Operator
The Landfill Equipment Operator, under the general supervision of a Disposal Site Supervisor,
is directly responsible for the safe and proper operation of complex motorized construction
and repair equipment, as well as the proper handling and compaction of solid waste.Specifically, Landfill Equipment Operators shall:
a. Perform daily equipment checks, complete pre-check and post-check of
equipment, immediately report all equipment defects to the supervisor, verbally
and in writing on vehicle check-out sheets,
b. Operate assigned equipment in a safe, proper and efficient manner following
manufacturer rules, regulations, permits and procedures,
c. Cut, maintain and finish grades as indicated on grade stakes or as directed by
Disposal Site Supervisor or engineering staff,
d. Excavate landfill cells according to engineering plans while keeping the
excavated area in good working order,
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e. Spread and compact refuse according to appropriate procedures. Push and
compact refuse efficiently, taking the dozer past the hinge point, then half-
tracking when backing down the lift,
f. Obtain, spread and compact daily cover according to appropriate procedures,
g. Cover refuse efficiently, have area covered walked in tight and surface smooth.Leave surface area smooth with no refuse exposed,
h. Assist in site maintenance work as required; e.g. grade roads, drive water
trucks, resurface roads, construct refuse lifts, and other duties as assigned,
i. Complete daily report forms for all equipment used, include mileage and service
requests,
j. Know how to respond appropriately to all emergencies utilizing proper
emergency procedures.
6.5.5 Equipment Mechanic
The Equipment Mechanic, under the general supervision of the Disposal Site Supervisor, is
directly responsible for maintenance, repair and overhaul schedules of all equipment assigned
to the disposal site. The Equipment Mechanic works in conjunction with the Equipment Service
Writer, ordering parts, tools, and essential products. Specifically, Equipment Mechanics shall:
a. Perform daily equipment checks,
b. Perform preventive maintenance, repairs and modifications on vehicles,
equipment and machinery,
c. Provide mechanical support to other landfill operations as needed,
d. Fuel landfill equipment and other mechanical equipment by mobile fuel truck or
fuel stations as needed,
e. Maintain thorough and accurate detailed records/logs on fuel usage, equipment
usage, parts requisitions and related matters; prepare reports and summary
sheets as required,
f. Process invoices for suppliers and vendors who provide equipment, supplies
and services for landfill operations,
g. Know how to respond appropriately to all emergencies utilizing proper
emergency procedures.
6.5.6 Labourer
The labourer, under the general supervision of the Disposal Site Supervisor, has responsibility
for enforcement of user regulations, traffic control at the tip of the face, inspection of waste, and
general maintenance of the disposal site. Specifically, labourers shall:
a. Courteously answer questions regarding information, rules and regulations for
use of the site,
b. Respond to complaints and inquiries from the public and other agencies
promptly and tactfully,
c. Enforce all site user regulations of the safety plan of the site
d. Direct site users to proper disposal areas according to waste type,
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e. Set up and remove proper traffic patterns to allow maximum traffic flow and
safe working conditions.
f. Effectively direct and control traffic to ensure smooth operations including;
1. Direct trucks with inoperative unloading mechanisms to a separate area
so they do not interfere with operations,2. Work closely with equipment operators to ensure minimal interference
with waste delivery vehicles,
g. Operate assigned equipment in a safe, correct and efficient manner following
relevant rules, regulations, policies and procedures,
h. Perform various maintenance operations at landfill and on buildings, e.g. road
repairs, fence repairs, painting, erect and repair warning signs, etc.
i. Relocate portable litter fences as necessitated by operational requirements and
wind conditions,
j. Assist in litter control activities as required,
k. Maintain landscaped areas of site including proper watering, cultivation, andlitter control,
l. Know how to respond appropriately to all emergencies utilizing proper
emergency procedures.
6.5.7 Senior Management Analyst/Fee Booth Supervisor
The Senior Management Analyst, under the general supervision of the Director, is responsible
for the overall performance of the fee booth operation and its personnel. In addition the Senior
Management Analyst is responsible for completing budgetary, fiscal, organizational, and
administrative studies and assignments. Specifically, Senior Management Analysts shall:
a. Ensure the overall operational efficiency of the fee booth staff,
b. Make recommendations for policy, procedural, and fee changes, which result in
operational efficiency,
c. Conduct complex budgetary and administrative studies and assignments and
prepares detailed reports of conducted studies,
d. Perform special assignments/ projects relating to legislative policy,
e. Perform cost effectiveness and productivity studies,
f. Evaluate and determine work unit time standards, output measures, staffing
requirements, and material and equipment usage level,
g. Administer Franchise Agreements and serve as point of contact with private
haulers.
h. Courteously explain disposal site policies and fee schedules to the public, help
all customers to understand and use City disposal site services by determining
their entire need, answering questions and volunteering necessary information,
i. Take care of the maintenance of the computerized system; suggest changes as
needed; assist in implementing new programs,
j. Schedule fee booth personnel to provide adequate staffing and coverage for all
shifts,
k. Ensure appropriate fees are collected in accordance with the fee schedule,
correct change is given, charge tickets and receipts are given when appropriate,
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division procedures are accurately followed and fees/weights are entered
correctly into the system
l. Supervise, monitor and direct traffic flow to ensure customer safety, as well as
smooth and efficient traffic movement,
m. Monitor loads to ensure that no improper, hazardous or illegal materials enterthe landfill. Redirect vehicles with unacceptable loads to proper disposal sites,
n. Follow established procedures for disposal of special handling items, working
cooperatively with other personnel and customers as needed.
o. Ensure the change fund contains appropriate cash, recap sheet is completely
and accurately filled out, all monies, coupons and receipts are accurately
accounted for, bank deposit slips are complete and accurate, receipt and money
total on recap sheet balances against the register record, all voids, errors, etc.
are completely reported on recap sheet.
6.5.8 Fee Booth Operator
Fee Booth Operators, under the general supervision of the Fee Booth Supervisor
Operators are responsible for processing vehicles entering the landfill by inspecting loads,
determining and collecting the appropriate disposal fees in accordance with an established fee
schedule, and recording vehicle weights.
Specifically, Fee Booth Operators shall:
a. Operate and maintain a computerized scale and register system,
b. Monitor and direct traffic flow, to ensure safety to customers, as well as toensure smooth and efficient traffic movement,
c. Monitor loads to ensure that no improper, hazardous or illegal materials are
disposed at landfill and direct vehicles with unacceptable loads to proper
disposal facility or agency,
d. Follow procedures for disposal of special handling items and work
cooperatively with customers to ensure appropriate disposal,
e. Maintain a clean and safe fee booth area and ensure traffic entrance lanes are
clean and properly delineated,
f. Collect appropriate fees in accordance with the fee schedule, ensure change
fund currency is sufficient to make change, correct change is given, chargetickets and receipts are given to all customers, Division procedures are
accurately followed and fees and weights are entered correctly in register,
g. Courteously explain disposal site policies and fee schedules to the public, help
all customers to understand and use disposal site services by determining their
entire need, answering questions and volunteering necessary information,
h. Process and report voids, errors, or unusual charges in accordance with
Division procedures,
i. Count and balance receipts, checks, and currency at the end of each day,
ensuring that change fund contains appropriate cash, recap sheet is filled out
completely, all money, coupons, receipts are accounted for, bank deposit slips
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are complete and accurate, receipt and money totals on recap sheet balances
against register tape and all voids, errors, etc., are completely reported on recap
sheet.
6.5.9 Security Personnel
The security personnel are responsible for landfill guard. The personnel will be present at the
landfill throughout the day (24 hours / 7 days) in three shifts per day.
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7 MOBILE EQUIPMENT
The tender procedures includes also the provision of the necessary mobile equipment for the
operation of the landfill, namely:
Front end loader
Compactor
7.1 MAIN TECHNICAL SPECIFICATIONS OF MOBILE EQUIPMENT
7.1.1 Front end loader
Α. Weight and dimensions
The loaders operating weight should be at least 10.000 kg
The overall length of the loader should be 5.500 – 6.500 mm
The height of cabin should not be more than 3.500 mm
The dimensions of the loader should be provided
B. Engine
Should have a turbine, be 4 or 6-cylinder, four-stroke with the higher possible cubism
Net horsepower of not less than 140 HP under ΕΕC 80/1269.
Fuel tank should have capacity for at least 250 lt of diesel.
C. Transmission system
The gearbox handling should be made by joystick that sets the direction
Selection between operating speed and trip speed
Max speed at least 10 km/h
D. Braking systems
The operating brakes should be hydrostatic
The operating brakes should be oil cooled disc break of multiple discs and they should
be activated by spring and deactivated hydraulically. For safety reasons the brakes should be automatically activated in cases of hydraulic oil
pressure drop in the transmission system.
The whole braking system should be in compliance with the specifications under ISO
10265:1998.
F. Rolling system
Should be oscillating for the best stability
Should be equipped with 2 independent motors
Each track should have the freedom to move independently from the other
The chain should be self lubricated and the track shoe width should be approx. 500 mm.
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The overall machine width without the buckets should be less than 2,3 m
G. Steering system
Steering system should be hydrostatic and operating via two pedals or via Joystick
Steering controls and driver’s seat mounted centrally in Front end loader.
H. Frame
Should be of solid construction
I. Bucket
Should be for general purpose and its capacity should be at least 1,85 m³
Should be of solid construction from steel and resistant to wear
Multi-purpose (3 in 1) with hydraulic jaws and bolt-on teeth/wearing segments
Width: 2.400 – 2.600 mm
J. Lift arms
Minimum lift height of bucket hinge pin 3.5 m.
K. Cabin
Should be ROPS / FOPS, heated and air conditioned
The following instruments should be included: engine temperature, fuel level indicator,
tachometer, temperature of gear box pump oil, operating hours meter, temperature of
loading transmission system oil temperature and electronic system of warning andprevention of failure
M. Doors
Drivers cabin to be fitted with at least one main access door plus another emergency exit door
or window on another face of the driver’s cabin
N. Additional equipment
Guard of insulation seal: free wheels, central axle
System of restricting the waste entrance in the engine, the transmission system and the
cabin
Waste diversion in the guards
Prefilter of entrance air of cyclonic type
Rotary, heavy type refrigerator grid
Heavy type guards at the bottom of the machine
Heavy type guards of hydraulic oil tank
Operating lights with heavy type guards
Bucket grid
Free wheel guards Guards of hydraulic lines of the cylinders of the bucket lift
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7.1.2 Landfill compactor
A. General
The compactor should be suitable for activities of compaction, propulsion and spreading ofwaste
B. Specifics
The frame (chassis) should be hinged (2 united frames), of solid construction, with big
rigidity between the 2 frames for the achievement of the maximum possible power for
the compaction of the waste. The operating weight should be at least 23.000 kg
The length will be between 7.500 – 8.800 mm (including blade length)
The maximum height should be 4.500 mm
The engine should be DIESEL, liquid cooled of max horse power of at least 250 ΗΡ(equipped with dry type air filter and pre-filter). The fuel tank should have a capacity of
at least 375 lt
Transmission system: the motion should be made via hydrostatic system with gears for
moving forward and reverse. The system should be simple with as few parts as possible
and with the minimum requirements for maintenance and repair. The transmission
system and its parts should be fully described
Steering system: should be hydraulic with adjusting steering wheel or joystick for
better movement in the landfill. The internal turning radius should be up to 4,5 m.
Compaction cylinders: the compactor should have two or four unitary compaction
cylinders one or two in front and one or two in back with waste compaction ability ofuniform width in one pass and width of at least 1.100 mm, constructed of powerful
metal of heavy type. The cylinders will have conical teeth or blades for better waste
shredding and compaction. There will be a system for self cleaning of the teeth.
Brakes: hydraulic brakes completely water tight type and hand brake
Cabin: the cabin will possess insulation for the noise and the odours as well as air
condition. It will be built with safety provisions for turn over and object fall. It will be
constantly under slight superpressure in order to restrict the entrance of polluted air
inside the cabin. It will be equipped with full, well design control panel, with indicators
for the control of the engine, the hydraulic parts, and all other basic operations and
equipped with system for the damage diagnosis and alarms for informing the handlersfor malfunction or damages. The driver’s sheet should be adjustable. Fitted with at least
one main access door and another door on the opposite side of the compactor
The machine will be equipped with working lights for night shift and mirrors for
reverse motion
Dozer blade: the blade will operate with one or two hydraulic cylinders and two arms.
The blade width will be between 3.400 – 3.900 mm. The Minimum height including
trash guard should be 1.500mm
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C. Other characteristics:
The compactors will be equipped with special construction to protect the mechanical –
operational parts from the bulky material but it will also ensure the quick and easy
maintenance inspection
It will possess special guards for the mechanical parts that may be damaged from earth
or waste
It will possess hitch for the hauling of other vehicles
It will possess beeper during reverse motion
It will be in full compliance with EC protection and safety directives and will bear CE
label.
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8 AFTERCARE PROCEDURES
After closing a landfill the operator is still responsible to maintain the site in terms of drainage,
erosion, seeding, access and monitoring of gas and groundwater.
Once an area of the landfill is closed and receives final cover, it is fairly well protected from
infiltration. The drainage systems and cap should be able to get most of the surface runoff away
from the landfill quickly and without erosion.
The site will be closed in numerous small phases according to the fill sequence plan. This
technique has many benefits:
It gets the individual phases up to final grade as soon as possible to allow placement of
final cover. Once a phase is filled to final grade and capped with final cover, it is much
more protected from moisture infiltration.
Smaller phases help to contain the entire waste disposal operation in a small area,
thereby minimizing the potential problems of litter, vectors, access, etc.
By working in small phases, developmental costs of the site will be lower which will
allow the landfill to provide reasonable rates while still offering secure solid waste
containment.
8.1 POST CLOSURE-MAINTENANCE PLAN
When the site is closed, a post – closure plan has to be prepared. The post – closure plan
addresses:
Maintenance of surface drainage systems
Maintenance of leachate control systems
Maintenance of gas control / recovery facilities
Maintenance of final cover including revegetation, restoration of eroded areas and
regarding of areas experiencing settlement
Surface water monitoring program
Groundwater monitoring program
Landfill gas monitoring program
Cost estimates for post – closure procedures
Deed clause changes and land use and zoning restrictions
The length of the post – closure care period is 30 years after closing and may be:
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Decreased, if the owner or the operator demonstrates that the reduced period is
sufficient to protect human health and the environment.
Increased, if the lengthened period is necessary to protect human health and the
environment.