Technical Design Savina Stena_final

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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:



DESIGN OF SAVINA STENA SANITARY LANDFILL

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




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




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




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


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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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


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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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


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

http://en.wikipedia.org/wiki/Pristina

http://en.wikipedia.org/wiki/Pe%C4%87



http://en.wikipedia.org/wiki/Uro%C5%A1evac


http://en.wikipedia.org/wiki/Prizren

http://en.wikipedia.org/wiki/Prizren



http://en.wikipedia.org/wiki/Pristina




11| P a g e

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




18| P a g e

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




23| P a g e

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




24| P a g e

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.




28| P a g e

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


break

1 nos. per

5,000 m2

Less than 10%

negative

deviation on

shear

Less than 25%

negative

deviation on

peel

properties

(cut sample)


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




34| P a g e

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.







37| P a g e

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.




38| P a g e

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.




39| P a g e

)(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)


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


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)


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)


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.




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.


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.




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.




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


Vertical collection wells (boreholes)




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Horizontal piping network

Biogas Collection Stations


Blower and flare unit

4.7.3 Biogas management system – Technical specifications


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




70| P a g e

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.


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




78| P a g e

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




79| P a g e

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




80| P a g e

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




81| P a g e

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




82| P a g e

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




83| P a g e

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




84| P a g e

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:




85| P a g e

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




86| P a g e

• 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.




87| P a g e

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.




88| P a g e

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.




89| P a g e

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




90| P a g e

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 geomembrane, 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


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


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


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


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


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:




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.

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