Full Design Report - Southern Makkah Sanitary Landfill

 

COLLABORATIVE CONSULTATION PROJECT

 

DESIGN REPORT ON THE PROPOSED DESIGN AND TENDERING FOR THE NEW PHASE OF LANDFILL AT SOUTHERN MAKKAH DISPOSAL SITE: PHASE 1

Department of Environmental Sciences, Sciences,   King Abdulaziz University ( ‫ﻌﺯﻳ‬ ‫ﻟ‬ ‫ﻟﻣﻠﻙ ﻋﺑﺩ‬ ‫ﻣﻌﺔ‬ ‫)ﺟ‬, Kingdom of Saudi Arabia and Research Cluster on Waste Management, c/o School of Civil Engineering, Universiti Sains Malaysia, Pulau Pinang Tel: +604 599 6200 Fax: +604 594 1009 MAY 2011 

 

EXECUTIVE SUMMARY

This report provides an account of initial site investigations, proposed plans and detailed designs for Southern Makkah landfill. The project is collaborative involving teams and experts from King Abdul Aziz University (KAU), Jeddah led by Assoc. Prof. Dr. Asad Siraj Omar Abu-Rizaiza, and Research Cluster on Waste Management, Universiti Sains Malaysia (USM), led by Prof. Dr. Hamidi Abdul Aziz. A total of 3 technical visits have taken place during the study period, which were 19 - 26 June 2008, 22 January - 05 February 2010, and 21 February - 06 March 2011.

The landfill is located near Wadi Uramah and Wadi Malkan. To date, the facility has operated for about 9 years. Since 1424 Hijrah (2003), it has been receiving an estimated 2000-2500 tonne/day of solid waste from Makkah and the vicinity. Surveying works have been carried out by a Saudi Arabian surveyor to establish the exact area topography of the site. Hydrogeological data was established from the existing literature which was used in the design of the drainage system. Geophysical studies were carried out with 2 lines covering the project site. The results of resistivity analyses indicate that the subsurface is made up of low resistivity zones of below 10 ohm-m which appear to be zones fully saturated with leachate for that area. Bedrock can be divided into fractured zones with resistivity of more than 200 ohm-m and solid granites of more than 800 ohmm. This feature was further confirmed by the findings from erecting two boreholes which also provided soil profiling information and leachate or water level. Borehole 1 was drilled up to 19.2 meter below ground surface and the water level was at 18.6 m. Water sample collected from this borehole indicate a contamination by leachate. Borehole 2 was drilled inside a depression of about 7 meter lower than surrounding area and the water level was 9.3 m deep below the bed of the depression. Water sample collected from this borehole indicate that it might still be free of leachate. However, for an area as large as the site, the t he limited works have caused some important data to remain unavailable. More boreholes are in fact required in order to make a complete assessment of the soil strata within the proposed landfill. After discussing it with KAU counterpart, the design of the landfill has to be finalized based on the available information. Nevertheless, as much as possible, current technologies were considered in the design to minimize impacts on public health and the environment. environment. 2

From the field survey data, the estimated total surface area is 0.6 km   covering the section to be developed and the phase currently operates. The deepest possible i|SOUTHERN MAKKAH SANITARY LANDFILL 

 

excavation for borehole 1 will only be to a depth of about 18 meters and for borehole 2 will only be 15 meters from the surrounding high ground level or 8 meters from the floor of the depression. The constraint for the depth of excavation is mainly due to the presence of ground water. The following works are therefore proposed:

1) Two cells namely Advanced Cell 1 and Advanced Cell 2. Advanced cell 1 has a capacity of 1.2 million cu. M while Advanced Cell 2 has a capacity of 92000 cu. m. The Main Cell with with a floor area of 29 ha is located located above the two cells. cells. Based on a disposal rate of 2500 tonne/cu. m and proposed compacted density of 0.8 tonne/cu. m, the disposal rate in volume would be 3125 cu. m/day. In total, this landfill will be able to cater for slightly more than 10 years of disposal. 2) Surface runoff will be diverted diverted out of the landfill site to preve prevent nt infiltration and formation of leachate. Consequently, the perimeter drainage system is provided based on the contour levels and the direction of flow to the lowest point, incorporating a prominent separator trench. 3)

In order to prevent leachate leachate contamination, contamination, the cells will will be protected with 2.5 mm thick HDPE liner, provided with main and branch leachate collection pipes of 600 mm and 250mm diameters respectively.

4) At the downstream of the main leachate collection pipe, a leachate collection well is provided. The leachate will be pumped into a retention pond. As agreed with KAU counterpart, leachate will be collected from the retention pond and taken away for off-site treatment t reatment at suitable industrial waste water treatment plant which will be determined later. later.   5) A trench separator is proposed proposed in order to separate separate the existing active active cells and the new proposed cells. The trench also is design to cater outflow leachate from the existing active cells. A 500 meter of 4 meter wide with 4 meter depth trench is proposed. The trench should be designed sloping (inverting) towards the new proposed cells with a final end sump at the end. end.   6) Gas vents of 150 mm internal diameter will be constructed constructed accordingly and and connected to a collection system. The gas will be conveyed to the flaring facilities via vacuum system. This facility f acility will be provided towards the final closure stage.  stage.  7) In the final capping, slope slope design considerations considerations will be taken into into account while while planning for protection against infiltration and controlling gas emission. Geosynthetic Clay Liner (GCL) will be provided as final cover. The choice of GCL as the impermeable final barrier is considered as the most cost effective in comparison with the alternatives.  ii|SOUTHERN MAKKAH SANITARY LANDFILL 

 

 

TABLE OF CONTENTS EXECUTIVE SUMMARY

PAGE NO. i

TABLE OF CONTENT

iii

LIST OF FIGURES

vi

LIST OF TABLES

viii

SECTION I INTRODUCTION  1.1

BACKGROUND BACKGROUND OF PROJECT

1-2

1.2

OBJECTIVES

1-3

1.3

PROJECT TEAM

1-3

SECTION 2: INITIAL INVESTIGATION WORKS  2.0

INITIAL INVESTIGATION WORKS 

2-1

2.1

SURVEY WORKS 

2-1

2.2

GEOLOGIC SETTING 

2-2

2.2.1 Soil and rock properties 

2-3

2.2.2 Rock Mass properties

2-4

2.2.3 Rock excavate-ability excavate-ability 2.2.4 Conclusion

2-4

2.3

2-D RESISTIVITY SURVEYS

2-6

2.3.1

Field procedures 

2-6

2.3.2 2.4

2-5

Results and discussion 

2-8

SUB-SURFACE DESCRIPTION DESCRIPTI ON IN SOUTHERN MAKKAH

2-9

LANDFILL   2.4.1

Site Investigation Results 

2.4.2

Excavation Limits

2-9 2-10

CHAPTER 3: PROPOSED DEVELOPMENT PHASES 3.1

PRINCIPLES OF SANITARY SANITARY LANDFILL 

3-2

3.2

PROPOSED LOCATION 

3-2

3.3

DESIGN APPROACH AND COMPONENTS

3-3

3.3.1

DESIGN COMPONENTS COMPONENTS 

3-3

CHAPTER 4: ASPECTS OF LANDFILL OPERATION  4.1

LIFTS IN EACH CELL

4-2

4.2

EXCAVATIONS AND LIFTS IN ADVANCED CELL 1

4-2

4.3

EXCAVATIONS AND LIFTS IN ADVANCED CELL 2

4-2

4.4

EXCAVATIONS AND LIFTS IN THE CELLS FOLLOWING

4-2

THE ADVANCED CELLS

iii|SOUTHERN MAKKAH SANITARY LANDFILL

 

  4.5

MATERIAL FOR DAILY COVER

4-3

4.6

MATERIAL FOR FINAL COVER

4-3

SECTION 5: LANDFILL L ANDFILL DESIGN 5.1

LIFESPAN, CELL EXCAVATION AND LINING DESIGN

5-2

5.1.1

Lifespan

5-2

5.1.1

Order of excavation and filling

5-2

5.1.2

Lining design

5-6

5.2

PERIMETER DRAIN

5-7

5.2.1

Estimate of Flow

5-7

5.2.2

Hydrologic Losses and Rainfall Excess

5-8

a)

SCS rainfall-runoff

5-8

b)

Rational method

5-13

c)

Simplified Method used in Australia Australia

5-15

5.2.3

Design approach for southern landfill 

5-16

5.3

SEPARATOR TRENCH 

5-21

5.4

LEACHATE COLLECTION SYSTEM

5-21

5.4.1

Components of Leachate Containment, Retention, and Disposal Facility  5.4.2 Leachate Collection Pipes

5-22

i) Main Leachate Collection Pipe

5-24

ii) Branch Leachate Collection Pipe

5-25

5.4.3

Leachate retention pond

5-27

5.5

Gas Vent System

5-29

5.5.1

Gas Vent System (over main leachate pipe)

5-29

5.5.2

Gas Vent System (over branch leachate pipe)

5-29

5.6 5.6.1

LANDFILL FACILITIES Weigh bridge

5-30 5-30

5.6.2

Washing bay 

5-31

5.6.3

Administration building

5-32

5.6.4

Workshop

5-32

5.6.5

Guard house, gate and signage

5-32

5.6.6

Perimeter fencing

5-32

5.6.7

Access road and internal road

5-32

5.6.8

Service Life 

5-34

5.7

DESIGN OF COVER LAYER FOR SOUTHERN MAKKAH

5-35

5.7.1

Introduction

5-35

5-21

iv|SOUTHERN MAKKAH SANITARY LANDFILL

 

  5.7.2 Proposal for final final landfill cap for Southern Southern Makkah

5-37

5.7.3

Geo-synthetic clay liner (GCL) for cap 

5-37

5.7.4

Erosion Protection

5-38

5.7.5

Concluding remarks and final design proposal

5-38

5.8

ENVIRONMENTAL ENVIRONMENTAL MONITORING

5-40

REFERENCES

5-43

APPENDIX A1

 A-1

v|SOUTHERN MAKKAH SANITARY LANDFILL

 

List of Figures Page No. No. lines   Figure 2.1: Map showing location of survey lines 

2-6

Figure 2.2: The arrangement of electrodes for a 2-D electrical survey and the

2-7

sequence of measurement used to build up a pseudo section Figure 2.3: Resistivity 2.3: Resistivity sections of Line L1 and L2 showing leachate and depth of bedrock

2-8

Figure 2.4: Map 2.4: Map showing locations and results of resistivity survey lines and

2-9

estimated flow of leachate  leachate  Figure 2.5: Locations of BH1 and BH2 in Southern Makkah landfill

2-11

Figure 2.6: Interpreted 2.6: Interpreted profile at BH1, Southern Makkah landfill

2-12

Figure 2.7: Interpreted 2.7: Interpreted profile at BH2, Southern Makkah, inside existing depression

2-13

Figure 2.8: BH1 2.8: BH1 and BH2 put together in subsurface profile of Southern Makkah

2-14

landfill

l

Figure 3.1: Conceptual 3.1: Conceptual view of leachate collection and drainage system

3-2

Figure: 5.1: Conceptual 5.1: Conceptual order of excavation and filling for Southern Makkah in side

5-4

view Figure 5.2: Conceptual 5.2: Conceptual order of filling for Southern Makkah landfill in plan view

5-5

Figure 5.3: Liner 5.3: Liner design proposed for Southern Makkah landfill

5-6

Figure 5.4: Variables 5.4: Variables in the SCS method of rainfall abstractions: I a  = initial

5-10

   

abstractions, P e  = rainfall excess, F a = continuing abstraction, and

P =

total rainfall.

Figure 5.5: Solution 5.5: Solution of the SCS runoff equations (Mays, 2001)

5-11

Figure 5.6: Conceptual diagram covering the main collection pipe

5-22

Figure 5.7:  A photo showing showing well prepared prepared bed, ready ready for waste disposal disposal

5-23

Figure 5.8: Cross section of a leachate containment sump with surrounding items

5-24

Figure 5.9: Main 5.9: Main collection perforated pipe

5-25

Figure 5.10: Schematic connection of main leachate pipe, branch leachate pipe

5-26

and gas vent at gas vent sump  sump  Figure 5.11: Plan views of (a) retention pond and (b) air diffuser system

5-28

Figure 5.12: Example of weigh bridge in operation  operation  

5-31

Figure 5.12: An 5.12: An example of washing bay on site

5-31

Figure 5.13: Proposed cross section of access road

5-35

Figure 5.14: Proposed cross section of temporary access road

5-35

Figure 5.15: A 5.15: A recommended design for final cover (after Oweis and Khera, 1998)

5-35

vi|SOUTHERN MAKKAH SANITARY LANDFILL

 

Figure 5.16: Final 5.16: Final cap proposal for Southern Makkah landfill

5-39

vii|SOUTHERN MAKKAH SANITARY LANDFILL

 

List of Tables Page No.  No.  Table 1.1: List 1.1: List of USM researchers and their specialisations

1-4

Table 2.1 -  -  Makkah soil classes according to USCS (Abdulaziz Al Solami et

2-3

al,2006). Table 2.2: Rock 2.2: Rock types and RMR classification Table 2.3: Excavate-ability 2.3: Excavate-ability classes of various rock types

2-5 2-5

Table 2.4: Resistivity 2.4: Resistivity of some common rocks, soil minerals, and chemicals in the

2-7

area Table 5.1: The expected lifespan of the proposed landfill landfill  

5-2

Table 5.2: Runoff 5.2: Runoff Curve Numbers (Average Washed Condition, I a =0.2S )

5-12

Table 5.2: Runoff Curve Numbers (continued)

5-12

Table 5.3: Runoff 5.3: Runoff Coefficients C Recurrence Interval ≤10 years 

5-15

Table 5.4: Runoff percentage

5-16

Table 5.5: Comparisons between two methods for the perimeter drain size

5-21

determination Table 5.5: Checklist 5.5: Checklist of road design aspect

5-33

Table 5.6: Groundwater leachate and landfill monitoring program

5-42

viii|SOUTHERN MAKKAH SANITARY LANDFILL

 

SECTION I: INTRODUCTION

1-1|SOUTHERN MAKKAH SANITARY LANDFILL 

 

1.1

BACKGROUND OF PROJECT

The population of the city of Makkah has increased rapidly in the last three decades which has caused caused the large amount amount of municipal solid solid waste generated in the city. In addition, the number of pilgrims and visitors has also been on the rise, which further increased waste generatio g eneration. n.

The estimated amount of waste received at the landfills of Makkah hovers around 18002000 ton/day in normal days, to 3000 ton/day during Ramadan, and 4500 ton/day during Hajj. For the year 1426H, the per capita waste generation rate for pilgrims and local residents were 1.55 kg/day and 1.69 kg/day, respectively. The waste mainly consisted of organics, plastics, paper, and boxes.

The old landfill of Makkah was at Muassim, Mina (near Wadi Add) which operated between 1406H and 1423H. The current landfill is in Southern Makkah (Kakia), near Wadi Uramah and Wadi Malkan, which began operation in 2003. However, this new landfill in Southern Makkah has not been properly designed and therefore allows much opportunity for improvement. Hence, a proper and new sanitary landfill facility to accommodate waste generation of Makkah and surrounding areas is urgently required.

The principle reasons for the Proposed Project are to address the following issues:   To provide a facility with an average capacity of 2,000 - 2,500 ton/day to cater for

•

solid waste from whole of Makkah.   Currently, the Southern Southern Makkah landfill landfill is operated operated as a non-systematic non-systematic sanitary sanitary

•

landfill without any proper treatment of leachate, gases, and storm water.   The existing method of solid waste dumping is not environmentally environment ally conforming

•

and needs to be replaced by a system whereby environment control measures can be put in place.   The proposed landfill will need to replace the operation of the existing non-

•

sanitary landfill of Southern Makkah.   The proposed landfill will need to be more sustainable and will will prevent potential potenti al

•

pollutions to the t he surrounding environment.   The proposed landfill will need to meet current and future demand for waste

•

disposal that is estimated to grow at a rate of at least 2% per year.

1-2|SOUTHERN MAKKAH SANITARY LANDFILL 

 

1.2

OBJECTIVES

The key items of concern that are required in order to complete the designs of Southern Makkah landfill are as follows:

1.

Site study and data analysis of the existing facility. Site visits to collect and

establish meteorological, hydrological, geological and other relevant data are required.

2.

Identification of locations for boreholes and the provision of drilling supervision. supervision.

The boreholes will also function as monitoring wells.

3.

Collection of soil samples for laboratory laboratory analyses to determine soil properties

such as classification and k values of the soils.

4.

Design of the landfill including cut, fill, and trenching, and planning planning for

construction of liners, leachate pipes, gas venting systems with collection system, surface drainage drainage control, perimeter perimeter bund, access access road, on-site facilities, facilities, and leachate collection and treatment system.

5.

Preparation Preparat ion and submission of conceptual and detailed drawings.

6.

Proposal of items for tendering with Bill of Quantity and specifications. specifications.

7.

Assistance Assistanc e in the process of preparing the evaluation documents.

8.

Preparation of reports.

1.3

PROJECT TEAM

This project is a collaborative work, involving experts and teams from King Abdulaziz University (KAU), Jeddah and Universiti Sains Malaysia (USM). The main researcher from KAU is Associate Professor Dr. Asad Siraj Omar Abu-Rizaiza while the main personnel from the Malaysian side is Professor Dr. Hamidi Abdul Aziz, who is also heading the Research Cluster on Waste Management at USM. The detail list of researchers from USM is shown in Table 1.1:

1-3|SOUTHERN MAKKAH SANITARY LANDFILL 

 

Table 1.1: List of USM researchers and their specialisations

No. 

Researcher  

Specialisation 

Environmental engineer and Project

1 

Hamidi Abdul Aziz, Prof. 

2 

Mohd. Nordin Adlan, Assoc. Prof. 

Civil engineer  

3 

Ismail Abustan, Assoc. Prof. 

Civil engineer and hydrologist 

4 

Mohd. Suffian Yusoff, Dr. 

Environmental Environmen tal scientist 

5 

Mohamad Razip Selamat, Assoc. Prof. 

Geotechnical engineer  

6 

Mohd. Nawawi Mohd Nordin, Assoc. Prof.  

Geophysicist  

7 

Kamar Shah Ariffin, Assoc. Prof.  

Geologist, Geophysicist 

8

Mohamad Anuar Kamaruddin 

Civil engineer

9 

Zulkifli Hashim 

 Assistant engineer  engineer  

leader  

1-4|SOUTHERN MAKKAH SANITARY LANDFILL 

 

SECTION 2: INITIAL INVESTIGATION WORKS

2-1|SOUTHERN MAKKAH SANITARY LANDFILL

 

2.1

SURVEY WORKS

Surveying works for Southern Makkah Landfill area were carried out by a surveyor appointed by the Saudi Arabian counterpart. The objectives of surveying works were to develop topographical maps and to capture the existing features of the landfill. The topographical maps of the landfill were sent to USM via email. After validation was made using maps from “Google Earth” and topography prints of Saudi Arabia, it was found that t hat the level used by the surveyor did not follow the ordinance datum. This discrepancy has been corrected when USM team visited the site on 2nd March 2011. The team has met the surveyor and has determined on site, the control points that were used in the survey. Garmin was used to validate the elevations of control points. The elevations in related contour maps have been rectified as well.  

2.2

GEOLOGIC SETTING

Makkah, including the area of concern is located within the southern part of Hijaz region on the west-central part of the Arabian Shield, which is dominated by different types of igneous, metamorphic and sedimentary rocks of Precambrian and lower Palaeozoic era (Greenwood

et al .

1976, Abdulaziz Al Solami et al, 2006)). Generally, the area is covered

by Precambrian intrusive rocks. Intermediate rocks, ranging in composition from diorite to Tonalite, predominate the Makkah batholiths and are assigned to the Kamil suite. The dominant structural trends in the northeast to north-northeast direction and reflects three major phases of Precambrian Precambrian deformations and Tertiary faulting.

Geologic factors which are not always obvious without extensive study may hamper later landfill performance. Therefore, the geological investigation for this project was mainly carried out for identification, description, and classification with emphasis to provide information on engineering geology and characteristics of the site. The resulting information will be useful for the technical design and construction particularly for the construction of slope and excavation of Advanced Cell 1 and Advanced Cell 2.

The new proposed site is an east-west oriented zone confined in a valley, the WadiUranah. The surrounding rocky terrain is predominated by complex intrusions of igneous rock. They are mainly consisted of coarse grained, greenish-white, hornblende, granodiorite, biotite monzogranite, and sills of various size and orientation, in various places. The intrusions are normally by fine-grained dolerite and other ulramafic rocks (gabbro), as well as by less than 10cm thick milky white quartz vein. Occasional and isolated, grey, granitic schist is found exposed at the lowest part of the valley (BH-1). 2-2|SOUTHERN MAKKAH SANITARY LANDFILL

 

The site is considered as an upper part of the Wadi-Uranah-Aidiyah (SGS geological map) system. The floor of this valley, at BH-1 and BH-2, indicates a thick sequence of wadi alluvium, comprises of unconsolidated sand and gravel of about 20m thick, underlying the centre part of the wadi. This alluvium generally consists of loose, subangular to subrounded, brownish grey, sand and rock fragments, originated from surrounding hill, eroded and later transported by water during raining period. Very recent form of erosions by water can also be seen through collapsed banks surrounding the depression of partially excavated Advanced Cell 1.

2.2.1

Soil and rock properties

Table 2.1 gives the classification of typical soils around Makkah from geotechnical investigations investigation s as compiled by Abdulaziz Al Solami et al (2006 (2006). ). The associated sources sources have come from SGS of various locations and also supplied by construction companies in Makkah (Abdulaziz Al Solami et al, 2006). About 50 percent of the samples fall under Well graded (SW) category and the rest under poorly sorted (SP) category in accordance with Unified Soil Classification System (USCS).

 As observed in the field and from boreholes (BH-1 and BH-2), the unconsolidated unconsolidated wadi alluvial of the site can be categorised as SW type – well graded sands, gravely sand, little or no fine, and can be graded as loose to medium dense (SPTN-value of 4-10).

Table 2.1: Makkah soil classes according to USCS (Abdulaziz Al Solami et al, 2006). Soil Class 

Number of Samples 

Description 

Symbol  

1 

Sandy silt 

MS 

10  9 

Poorly graded sand  Silty sand 

SP  SM 

7 

Poorly graded sand with silt  

SP-SM 

4 

Well graded sand with silt 

SW-SM 

4 

Silty sand with gravel 

SM 

1 

Poorly graded sand with sand  

GP 

1 

Poorly graded sand with gravel 

SP 

1 

Well graded sand 

SW 

2-3|SOUTHERN MAKKAH SANITARY LANDFILL

 

2.2.2

Rock Mass properties

The rock mass quality of the site is variable with the types of rock, rate/degree of weathering and alteration experienced by the outcrops, including distribution pattern of  joint sets, fractures, faults, bedding planes, planes, and surface surface roughness.

There are many classifications that assign numerical values to properties of rocks.  Among them is the Rock Mass Rating (RMR) system proposed by Bieniaswski (1989) which has been extensively applied in evaluating rock mass quality for different engineering purposes.

The RMR system was the most suitable rock mass classification systems for engineering purpose in the arid environments such as of Saudi Arabia (Al-Harthi, 1993). RMR is a composite property of rock taking into account several other properties such as:

(a) Strength of intact rock mineral represented by Uniaxial Compressive Strength (UCS) and Point Load strength index, (b) Rock Quality Q uality Designation (RQD), (c) Spacing of discontinuities, discontinuities, (d) Condition of discontinuities or degree of weathering and (e) Groundwater (Bieniaswaki 1989) – dry

The rock mass (RMR) is then defined as very good rock (100-81), good rock (80-61), fair rock (60-41), poor rock (40-21) and very poor rock ( 4000 

2-7|SOUTHERN MAKKAH SANITARY LANDFILL

 

2.3.2

Results and discussion

 A total of 2 survey lines lines were conducted conducted at the site. Line L1 traversed traversed along N-S N-S direction while Line L2 traversed along E-W direction. The locations of the survey lines are shown in Figures 2.3 and 2.4. A spacing of 5 meters using the pole-dipole array of ABEM LUND SYSTEM was used on on the survey. The maximum depth of of investigations for the surveys surveys varies from 70 to 80 meters. The total length of the survey lines was 200 m. Generally, the subsurface is made up of low resistivity zones of below 10 ohm-m which appear to be zones fully saturated with leachate. Bedrock can be divided into unsaturated fractured zones with resistivity of more than 200 ohm-m and granites of more than 800 ohm-m.

Figure 2.3: Resistivity 2.3: Resistivity sections of Line L1 and L2 showing leachate and depth of bedrock

2-8|SOUTHERN MAKKAH SANITARY LANDFILL

 

Figure 2.4: Map 2.4: Map showing locations and results of resistivity survey lines and estimated flow of leachate

2.4

SUB-SURFACE DESCRIPTION DESCRIPTI ON IN SOUTHERN MAKKAH LANDFILL

2.4.1

Site Investigation Results

The aim of doing site investigation in Southern Makkah Landfill was to aid in the design of cells particularly in determining maximum depths of cell excavation. BH1, drilled and completed on March 2nd, 2011, is located within the area of future Cell 2, and not very far f ar from the existing dump. BH2 drilled and completed on March 3rd, 2011, is located within the area of future Cell 1, and further away from the existing dump as compared to the location of BH1. Figure 2.5 shows the borehole locations. Figures 2.6 and 2.7 show the interpreted profiles for BH1 and BH2 respectively. Figure 2.8 – BH1 and BH2 put together in a subsurface profile across Southern Makkah Landfill.   BH1 was drilled on original ground while BH2 was drilled inside an excavated depression of about 7 m lower than surrounding area. Both boreholes are 1 foot in diameter and were cased down to about 3 m from surface. Water samples taken from boreholes 2-9|SOUTHERN MAKKAH SANITARY LANDFILL

 

indicate that the level of contamination at BH1 is more severe than at BH2, as evidenced evidenced by relative darkness of the samples. The water sample from BH2 was clean and appeared to have not been affected by the leachate of the dump.

2.4.2

Excavation Limits

For BH1, the water level was recorded as 63 feet (19.2 m) below ground surface. In this location, the plan to prepare for Cell 2 was to excavate the area 20 m deep. However, since water level was found at 19.2 m, in order to avoid reaching ground water, the deepest possible excavation would be only to a depth of about 18 m.

For BH2, the water level was recorded as 33 feet (10 m) below ground surface. Note that since BH2 is located inside a depression, the ground surface is already 7 m below surrounding surroundin g area. In this t his location, the plan to prepare for Cell 1 was to excavate the area a further 13 m so that the total depth would be 20 m. However, since water level was found at 10 m, in order to avoid reaching ground water, the deepest possible excavation would be to a depth of about 8 m, making total depth to about 15 m instead of the planned 20 m.

Figure 2.8 also shows the limits of excavation for BH1 (Cell 1) and BH2 (Cell 2) put together in a cross sectional profile.

2-10|SOUTHERN MAKKAH SANITARY LANDFILL

 

BH2

BH1 Existing Dump

Note: BH1,

nd

drilled and completed on March 2 , 2011, is located within the area of future Cell 2, rd and not very far from the existing dump. BH2 drilled and completed on March 3 , 2011, is located within the area of future Advanced Cell 1, and further away from the existing dump as compared to the location of BH1. BH1 was drilled on original ground while BH2 was drilled inside an excavated depression of about 7 m lower than surrounding area. Both boreholes are 1 foot in diameter and were cased down to about 3 m from surface. Water samples taken from boreholes indicate that the level of contamination at BH1 is more severe than at BH2, as evidenced by relative darkness of the samples. The water sample from BH2 was clean and probably has not been affected by the leachate of the existing dump.

  Figure 2.5: Locations of BH1 and BH2 in Southern Makkah landfill

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Note:  BH1,

nd

drilled and completed on March 2 , 2011, is located within the area of proposed  Advanced Cell 2. The water level was recorded as 63 feet (19.2 m) below ground surface. Water W ater sample collected from this borehole has indicated contamination by leachate. In this location, the plan to prepare for Advanced Cell 2 was to excavate the area 20 m deep. However, since water level was found at 19.2 m, in order to avoid reaching ground water, the deepest possible excavation would be only to a depth of about 18 m.

  Figure 2.6: Interpreted 2.6: Interpreted profile at BH1, Southern Makkah landfill

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rd

drilled and completed on March 3 , 2011, is located within the area of proposed  Advanced Cell 1. The water level was recorded as 33 feet (10 m) below ground surface. Water sample collected from this borehole had indicated that it might still be free of leachate. In this location, the plan to prepare for Advanced Cell 1 was to excavate the area a further 13 m so that the total depth would be 20 m. However, since water level was found at 10 m, in order to avoid reaching ground water, the deepest possible excavation would be to a depth of about 9 m, making total depth to about 16 m instead of the planned 20 m.   Note:  BH2,

Figure 2.7: Interpreted 2.7: Interpreted profile at BH2, Southern Makkah, inside existing depression

2-13|SOUTHERN MAKKAH SANITARY LANDFILL

 

BH1 

BH2 

Limits of excavation

Figure 2.8: BH1 2.8: BH1 and BH2 put together in subsurface profile of Southern Makkah landfill

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SECTION 3: PROPOSED DEVELOPMENT PHASES

3-1|SOUTHERN MAKKAH SANITARY LANDFILL

 

3.1

PRINCIPLES OF SANITARY LANDFILL

 A sanitary landfill is one that will deposit solid waste onto or into the land in such a manner that pollution to the environment is prevented as far f ar as possible. It is designed to reduce the health and environmental risks associated with open and uncontrolled waste dumps. It has leachate management through its internal catchment drainage and treatment, external drainage and surface water management, landfill management, landfill gas management, and closure and restoration restorat ion provisions.

The design and

specifications of the sanitary landfill are based on soil investigation, topographic surveys and other detailed engineering studies. The conceptual view of leachate collection and drainage system is shown in Figure 2.9.

The proposed landfill in Southern Makkah shall be designed as a sanitary landfill with all appropriate facilities and issues described above addressed to prevent pollution.

Figure 3.1: Conceptual 3.1: Conceptual view of leachate collection and drainage system

3.2

PROPOSED LOCATION

Makkah Municipality has proposed to develop sanitary solid waste landfill within the existing facility in Southern Makkah. This is to replace the non-sanitary landfill operation currently going at the same site. The Southern Makkah facility is located about 10 km from Makkah with coordinate of 37Q-503977N, 2351377E. The location and layout plans are shown in Drawings PPKA/SM/PI/DT/01 and PPKA/SM/PI/DT/02, respectively.

3-2|SOUTHERN MAKKAH SANITARY LANDFILL

 

3.3

DESIGN APPROACH AND COMPONENTS

3.3.1

Design components

The Makkah Sanitary Landfill will be an engineered landfill, which will be designed using current technology to minimise impacts on public health and the environment. The sanitary landfill will be developed in stages by construction of consecutive cells, in order to optimize material balance and cost efficiency. The method will also minimize waste exposure to the elements.

The proposed development of the landfill will have the following basic design and operational components:

  Geomembrane bottom liner.

•

  Leachate collection system and detention pond.

•

  Leachate pumping for off-site treatment.

•

  Landfill gas management management system.

•

  Daily cover material.

•

  Stormwater drainage and separator trench.

•

•

  Internal and external access roads.

•

  Machinery for waste compaction.

•

  Closure works incorporating incorporatin g capping layer and re-vegetation. re-vegetat ion.

•

  Groundwater monitoring   Weighbridge system and IT Support.

•

  Fencing and site security.

•

  Washing bay

•

  Administration Administr ation building

•

Certain data may still be unavailable. Thus, the design of the proposed new landfill will make full use of available ones such as detailed in Section 2:

3-3|SOUTHERN MAKKAH SANITARY LANDFILL

 

SECTION 4: ASPECTS OF LANDFILL OPERATION

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4.1

LIFTS IN EACH CELL

The thickness of a lift will generally be 5.0 m. The estimated 10-year average amount of waste disposed of daily will be 2500 ton. As density of compacted waste is taken as 0.8 ton/m cu., the volume of waste land-filled each day will be about 3125 m cu. As the thickness of a lift is 5.0 m, and assuming there will be only one lift per day, the area required to cater for waste in a day will be about 25 m by 25 m. The thickness of daily cover to top every lift will be about 150 mm.

4.2

EXCAVATIONS AND LIFTS IN ADVANCED CELL 1

The limit of excavation in Advanced Cell 1 will be 9 m beyond the lowest point of existing floor, i.e. 1 m above the ground water table. Since the floor is located in a depression, and is already 7 m to 9 m below local ground surface, the total depth of Advanced Cell 1 will generally be 15 m to 17 m below original ground level. Thus Advanced Cell 1 can cater 3 lifts. As the area of Advanced Cell 1 is about 134000 m sq. the total capacity of the cell will be about 2.1 million m cu. and can cater waste disposal for 1.9 years.

4.3

EXCAVATIONS AND LIFTS IN ADVANCED CELL 2

The limit of excavation in Advanced Cell 2 will be 18 m deep from existing floor, i.e. down to 1 m above the ground water table. Since the floor is the original ground, the total depth of Advanced Cell 2 will generally be 18 m. Thus Advanced Cell 2 also will cater 3 lifts. Advanced Cell 2 will have a volume of 920000 m cu., and therefore will cater for 0.8 years of disposal. The area covered by Advanced Cell 2 is about 50000 m sq.

4.4

EXCAVATIONS AND LIFTS IN THE CELLS FOLLOWING THE ADVANCED CELLS

 Advanced Cell Cell 1 and Advanced Advanced Cell 2 will will be the only cell cell which will will go under ground ground surface. The following cells will be located above ground. Once the two advanced cells are completed and flattened, the hill sides and floors south and south east of Advanced Cell 2 will be tidied and liner will be placed, before disposal proceed.

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4.5

MATERIAL FOR DAILY COVER

The material for daily cover will be sands from excavations of Advanced Cell 1 and  Advanced Cell 2, as well as from clearings for the subsequent cells. During disposal in  Advanced Cell 1, materials for daily cover will be located in stock piles in the area designated for Advanced Cell 2. During disposal in Advanced Cell 2, materials for daily cover will be located in stock piles in the area on top of Advanced Cell 1. The subsequent operation to the south of Advanced Cell 2 will require the stockpiles to be located over Advanced Cell 1 and materials taken from clearing of the hill sides and also from external sources.

4.6

MATERIAL FOR FINAL COVER

The material for final cover will have to be taken from external sources such as from Wadi Fatimah, since local sand does not have enough fines.

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SECTION 5: LANDFILL DESIGN

5-1|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.1

LIFE SPAN, CELL EXCAVATION AND LINING DESIGN

5.1.1

LIFE SPAN

The expected lifespan of the proposed sanitary landfill is 10 years as detailed in Table 5.1. The main cell refers to cells which will be positioned above Advanced Cell 1 and  Advanced Cell 2 upon their completion. Further details are given in the following sections.

Table 5.1: The expected lifespan of the proposed landfill  landfill   Cell Name 

Estimated Volume 

Expected Life Span

(106 m3) 

(Year) 

 Advanced cell 1

1.974611

1.9

 Advanced cell 2

0.863451

0.8

Main cell

9.277442

7.3

12.115504

10.0

Total 5.1.2

Order of excavation and filling

The disposal rate is assumed 2500 ton/m cu and the density is assumed 0.8 ton/m cu. Therefore, the disposal rate in volume is 3125 m cu/day. If thickness per lift is maintained at 5 m, the area covered each day will be 625 m sq or 25 m x 25 m.

 Advanced Cell 1 will be excavated first, while Advanced Cell 2 still remains intact. Excavated material from Advanced Cell 1 will be deposited over Advanced Cell 2, into stockpiles. This stockpiled material will be used for daily cover in the disposal operation of Advanced Cell 1. Advanced Cell 1 is capable of catering 1.9 years of operation or about 2.1 million cubic meters of waste.

 As stockpiling of cover material for Advanced Cell 1 will continuously require ground areas over Advanced Cell 2, the excavation of Advanced Cell 2 will only commence when cover material running out, i.e., in the last year of operation of Advanced Cell 1 or thereabouts. Advanced Cell 1 will be excavated in accordance with the attached engineering drawings. The plan in associated with excavation and operation of  Advanced Cell Cell 1 and Advanced Advanced Cell 2 are shown shown in Figures Figures 5.1 and 5.2.

The described plan will avoid a situation where mound created by the filling of Advanced Cell 1 preventing the area from being used as stockpile area while excavating Advanced

5-2|SOUTHERN MAKKAH SANITARY LANDFILL

 

Cell 2. The filling of Advanced Cell 1 will temporarily halt when it is filled to the flat surface.

Thus the excavation of Advanced Cell 2 should begin when Advanced Cell 1 is into its 2nd year of operation, or thereabouts, i.e. when the ground over Advanced Cell 1 is more or less flat. Thus the excavated material for Advanced Cell 2 may be deposited over  Advanced Cell 1, into stockpiles. The subsequent subsequent land-filling operation will make mak e use of the newly excavated Cell 2.    And when Advanced Cell 2 is full, i.e. after 0.8 years of operation or thereabouts, the successive daily cells will be started next to the hills over the far reaches of the South Eastern edge of Advanced Cell 2, as indicated in Figures 5.1 and 5.2. Step 1: Excavate  Advanced Cell 1 and deposit material into stockpile over site of Advanced Cell 2. Step 2: Fill waste into Advanced Cell 1. Each daily cell is 25m x 25m x 5m. Lifespan is 1.9 years. Step 3: Advanced Cell 1 once full, excavate Advanced Cell 2 and deposit material into stockpile over Cell 1. Step 4: Fill waste into Advanced Cell 2. Advanced Cell 2 will be 0.8 years before full and closed.

5-3|SOUTHERN MAKKAH SANITARY LANDFILL

 

Step 5: Level up  Advanced Cell 1 and Advanced Cell 2. Prepare the coming phase by clearing hill sides to the south. Step 6: Proceed with land-filling by creating cells on the main floor. The landfill will cater for a further 7.3 years of disposal.

Figure 5.1: Conceptual 5.1: Conceptual order of excavation and filling for Southern Makkah in side view

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Filling of Advanced Cell 1 

The first daily cells will be located towards the northern edge of Advanced Cell 1 and expanding southward. At this stage, Advanced Cell 2 is still untouched. 

Stockpiles of cover material will be located over covered Advanced Cell 2.

Filling of Advanced Cell 2 

The first daily cells will be located towards the southern edge of Advanced Cell 2 and expanding northward. At this stage, Advanced Cell 1 will already full and covered.

Stockpiles of cover material will be located over covered Advanced Cell 1.  Filling of main floor area

The first daily cells will be located towards the southern edge of main floor area and expanding northward. At this stage, Advanced Cell 1 and Advanced Cell 2 will already be full and covered.

Stockpiles of cover material will be located over covered Advanced Cell 1 and Advanced Cell 2. 

Figure 5.2: Conceptual 5.2: Conceptual order of filling for Southern Makkah landfill in plan view

5-5|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.1.3

Lining design

The classification of typical soils around Makkah from geotechnical investigations as compiled by Abdulaziz Al Solami et al (2006) indicates that most materials come under the category of SW (well graded sand) and SP (poorly graded sand) in the Unified Soil Classification System (USCS). As observed in the field and from boreholes (BH-1 and BH-2), the unconsolidated wadi alluvial of the proposed site appeared to conform to the classification. Actual surface samples have been sent to King Abdulaziz University for confirmation of the soil type and results are expected to be available soon. Nevertheless, the anticipated results for the soil categories are no different than already stated. Thus the requirement for a base lining that will protect the groundwater from leachate contamination is ratified, and for the purpose, the use of 2.5 mm HDPE liner is proposed. proposed.

The liner design proposed for Southern Makkah is shown in Figure 5.3. Excavation will be carried out to a depth of about 1 m above water Table. Over the limit of excavation, a layer of cushion, 300 mm thick, will be laid and compacted, which will become the subgrade to the overlying HDPE Liner. The cushion material should be clean sands, clear of any sharp rocks that may puncture, tear, or damage the HDPE Liner. The cushion layer will need to be compacted, and the amount of compaction should cause the material to achieve at least 90 % of the maximum dry density by modified proctor compaction.

The leachate collection and removal system over the GCL will consist of a layer of mainly gravel material, 300 mm in thickness. Waste will be deposited over the gravel layer. Leachate coming out of the waste will seep through the gravel layer and into the leachate collection pipe.

Figure 5.3: Liner 5.3: Liner design proposed for Southern Makkah 

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5.2

PERIMETER DRAIN

Drainage basins, catchments and catchments are three synonymous terms that refer to the topographic area that collects and discharges surface stream flow f low through one outlet or mouth. Drainage is the term applied to systems for dealing with excess water. The three primary drainage tasks are urban storm drainage, land drainage and highway drainage. The primary distinction between drainage and flood mitigation is in the techniques employed to cope with excess water and in fact that drainage deals with water before it has reached major stream channels. Investment in drainage is substantially more than the total investment in flood mitigation or irrigation. For example for highway projects, about one-fourth of the cost of highways is spent on drainage facilities.

The design of a drainage project requires a detailed map of the area with a scale between 1:1000 and 1:5000. The contour interval should be small enough to define the divides between the various sub-drainages within the system. Final design requires even more detailed maps of those areas where construction is proposed. All existing underground facilities must be accurately located, together with other structures that might interfere with the proposed route. If rock is expected near the surface, rock profiles as determined by borings along the proposed conduit lines are necessary to that pipe layout can be selected to minimize rock excavation.

5.2.1

Estimate of Flow

The first step in the design of storm drainage works is the determination of the quantities of water that must be accommodated. accommodated. In most cases, only an estimate of the peak flow f low is required, but where storage or pumping of water is proposed the volume of flow must also be known. Drainage works are usually designed to dispose of the flow from a storm having specified return period. It is often difficult to evaluate the damage that results from urban storm water, especially when the damage is merely a nuisance. Hence the selection of the return period is often dependent on the designer’s judgement. In residential area, there may be little harm in filling gutters and flooding intersections several times each year if the flooding lasts only a short time. Return periods of 1 or 2 year in residential districts and 5 to 10 year in commercial districts are all that can be  justified for the average average city.

Drainage projects almost always deal with flows from ungaged areas, so that design flows must be synthesized from rainfall data. For urban drainage the most widely used method has been the rational formula using rainfall of the desired frequency. 5-7|SOUTHERN MAKKAH SANITARY LANDFILL

 

The most satisfactory method for estimating urban runoff is by simulation using a computer program or software. In this approach, flows are simulated throughout the system from available rainfall data. For adequate definition of the 10 yr event, at least 30 yr of flow should be simulated. Output is the simulated flow at all key points in the system. From this output annual flow peaks can be selected and subjected to frequency analysis to define the design flow at each point. Calibration of the simulation model should be made against the nearest gaged stream having soil characteristics similar to those of the areas under study.

5.2.2

Hydrologic Losses and Rainfall Excess

Rainfall excess or effective rainfall is that rainfall that is neither retained on the land surface nor infiltrated into the soil. After flowing across the watershed surface, rainfall excess becomes direct runoff at the watershed outlet. The graph of rainfall excess versus time is the rainfall excess hyetograph. The difference between the total observed rainfall hyetograph and the rainfall excess hyetograph is called the abstractions or losses. Losses are primarily water absorbed by infiltration with some allowance for inception and surface storage.

The objective of many hydrologic design and analysis problems is to determine the surface runoff from a watershed due to a particular storm. The process is commonly referred to as rainfall-runoff rainfall-runoff analysis with the objective to develop the runoff hydrograph. hydrograph. Where the system is a watershed or river catchment, the input is rainfall hyetograph, hyetograph, and the output is the t he runoff or discharge hydrograph.

a)

SCS rainfall-runoff

The depth of excess precipitation or direct runoff P e , is always less than or equal to depth of precipitation P , likewise, after runoff begins, the additional depth of water retained in the watershed F a , is less than or equal to some potential maximum retention S (Figure 5.4). There is some amount of rainfall I a , (initial abstraction before ponding) for

which no runoff will occur, so the potential runoff is P-I a . The SCS method assumes that the ratios of the two actual potential quantities are equal, that is,    

=

  − 

 

(5.1 5.1)) 

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From continuity,

(5.2) 

 =   +  +   

so combining equations 5.1 and 5.2 and solving for P e gives    =

( −  )2  −    +  

(5.3) 

Which is the basic equation for computing the depth of excess rainfall or direct runoff from a storm by the SCS method.

From the study by many small experimental catchments, an empirical relation was developed develope d for I a:   

 = 0.2 

(5.4) 

So that equation (5.2) is now expressed as

 =

( − 0.2)2  + 0.8 

(5.5) 

Empirical studies by the SCS indicate that the potential maximum retention can be estimated as

100  =    −  10

(5.6) 

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Figure 5.4: Variables 5.4: Variables in the SCS method of rainfall abstractions: I a  = initial abstractions, abstractions, P e  = rainfall excess, F a = continuing abstraction, and P  =  = total rainfall.  

Where CN is a runoff curve number that is a function of land use, antecedent soil moisture, and other factors affecting runoff and retention in a watershed. The curve number is a dimensionless number defined such that≤ 0 CN ≤100. ≤100. For impervious and water surfaces, CN  =   = 100; for natural surfaces CN Qpeak

16

Suitable size will be 1.5 X1.5 m considering medium flow rate

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b) Rational method Calculation A) Design of the runoff

Method

=

Rational

Reference Wanielista, 1997

1

a)

State/town of development

=

Kakkia

2

a)

Main landfill area

=

640999

m

2

b)

Total catchment area

=

m

2

c)

Hilly catchment area

131000 0 669001

d)

Balance area divided by 2

334501

m

83625

m

=

* From our study * From our study

m

(assume some of the run off will flow into middle portion of the landfill area) e)

The balance area was divided into 1/4 portion,  A1

=

m 2

f)

Hilly catchment area, assume the hilly catchment is equivalent to both side of the landfill, where

=

278750

m m

2

the runoff will flow directly to the proposed surface drain g)

Therefore, net total area will be

=

362376

m

0.7 0.1 362376

m/h m

= 3

From rational formula, Q= CiA Q C i Total A Q

= = = = =

25366

=

3.52

m3/2 h 3 m /s

   

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Rational method U-drain precast design Calculation

Reference

B) Drainage design

Manning formula, Qpeak

Q= =

3.52 0.015 0.006667

= = =

1.5 0.9 w*h

m m

=

1.35

m 

= =

w + 2h 3.3

m

= =

 A/P 0.41

m

Q capacity

=

4.05

m /s

OK

velocity, V = Q/A (V should larger than 0.6 and less than 4 m/s)

=

3.00

m/s

OK

n S

1

Let

2

Area, A

3

4

5

3

= = =

w h

Wetted perimeter, P

Hydraulic radius, R

m /s

 

2

3

6

Therefore, Qcapacity>Qpeak

7

Suitable size will be 1.5 X 0.9 m considering high flow rate contributed from large area

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Table 5.5: Comparison between the two methods  methods  Method  SCS 

Q (m3 /s)  6.19 

Drain size  1.5 x 1.5 

Rational 

3.52 

1.5 x 0.9 

Remarks  Selected size for perimeter drain

The general layout of perimeter drain is shown in Drawing No. PPKA/SM/P1/DT/02. The detail cross section of box culvert is given in Appendix A1.  A1.  

5.3

SEPARATOR TRENCH

In order to separate the existing active depositing areas and the new proposed cells, a trench separator is proposed. Further, the trench also is design to cater outflow leachate from the existing active cells. A 500 meter of 4 meter wide with 4 meter depth trench is proposed. The trench should be designed sloping (inverting) towards the new proposed cells with a final end sump at the end. It is proposed that the facing slope of the active cell will be placed by rock gabion system so that the lechate from the active cell could seep through and will be collected along the trench. L-shape pre-cast concrete will be placed on the other side of the trench and also act as retaining wall. Periodically, the collected leachate in the sump should be be   transported to water treatment plant for final disposal.

The

general

layout

of

separator

trench

is

shown

Drawing

No.

PPKA/SM/P1/DT/02.

5.4

LEACHATE COLLECTION SYSTEM

5.4.1

Components of Leachate Leachate Containment, Retention, and Disposal Disposal Facility  Facility 

Leachate collection facility, in general, consists of collection pipes, leachate retention ponds or pits, leachate control valves, etc. Generally following three types of collection pipes are to be considered: • Bottom pipe • Inclined Pipe • Vertical Pipe

The bottom pipe to be laid over the landfill basement and inclined pipe to be laid over the slopes can again be categorized in main leachate pipe and branch leachate pipe

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according to the designed layout plan. Ultimately the selected leachate collection pipe system shall be able to collect and discharge leachate effectively.

5.4.2

Leachate Collection Pipes

The general function of leachate collection facility is to quickly collect and channel the leachate generated from the landfilled waste layers to t o the leachate treatment facility. For the proposed site, the system for proper and quick leachate collection at the landfill basement consist of main leachate pipes and branch leachate pipes, which are to be hydraulically full-size enough to allow the maximum leachate flow and structurally strong enough against maximum static and dynamic loads coming over from ultimate height of waste filling and equipment in operation. Besides, they are also to be big enough to maintain permanent semi-aerobic condition within the waste layers for the proposed landfill system (Fukuoka method of semi-aerobic system).

Leachate from waste will trickle to the t he bottom of landfill, pass through a layer of drainage filter, and into collection pipes. The conceptual diagram of covering the main collection pipe is shown in Figure 5.6. A photo showing well prepared bed, ready for waste disposal, is shown in Figure 5.7. In this photo, the gravel drainage appears to cover the entire floor of the t he landfill.

Figure 5.6: Conceptual diagram covering the main collection pipe

In Advanced Cells 1 and Advanced Cell 2, one for each cell, the leachate collection pipes lead to a segmental cylindrical sump which extends upwards as the thickness of waste is increasing. Each pre-cast segment that makes up the sump is 3.0 m in diameter and 2.0 m in thickness. The cross sectional diagram of each sump with surrounding items is shown in Figure 5.8. 5.8.   5-22|SOUTHERN MAKKAH SANITARY LANDFILL

 

The bases for design are as follows. Assume daily rate of waste deposited in landfill as 3125 m cu/day. Assume leachate amounts to 16% of waste volume, therefore 500 m cu/day. Assume the rate of pumping, from sump into aerated retention pond, to amount 50% of leachate production rate, therefore 250 m cu./day. For each sump, leachate will be pumped out on regular basis and deposited into an aerated retention pond, located nearby, measuring 36 m x 36 m x 3 m, or about 3750 m cu in capacity. From the pond, leachate will be carted away for treatment using tanker trucks.

Figure 5.7:  5.7:  A A photo showing showing well prepared prepared bed, ready ready for waste disposal disposal

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Figure 5.8: Cross 5.8: Cross section of a leachate containment sump with surrounding items

i) Main Leachate Collection Pipe With due consideration of design calculations (hydraulic and structural design as well) and adequate size for the very important fresh air circulation to maintain the permanent semi-aerobic condition within the waste layers, perforated HDPE pipe of internal diameter 600 mm shall be selected for the main leachate pipe. The pipe shall be perforated in upper 2/3 part with circular holes of 25mm diameter and in distance interval and pattern as shown in Figure 5.9. The lower 1/3 part shall be non-perforated (full section) to allow smooth flow of the leachate collected without leaking out from the pipe.

The laying of main leachate collection pipes longitudinally over the prepared top layer of compacted clay liner and along the gutter of basement prepared (sloped at 3%) as shown in the typical cross-section, deserves special attention for technical perfection, i.e. for being in line, level and position It is to be noted that laying of the main leachate pipe over the jute mat (underlined additionally with a sheet of 350 micron-HDPE sheet extended to the full width at the base of the filter material to be placed over the pipe) shall be such that the top of its lower 1/3 part (i.e. the part without perforation) shall be in level with the finished level of the top clay liner. This shall happen only when the curved surface of contact of the pipe with the underlying jute mat, plastic sheet and top layer of compacted clay liner are accordingly concavely shaped beforehand.

The leachate pipe is then covered longitudinally with well-compacted filter material of riverbed shingles/ pebbles (grain size: 50 – 150mm) packed in shape and size as shown in the drawing. The proposed width (more than 3d at the top and bottom) and thickness

5-24|SOUTHERN MAKKAH SANITARY LANDFILL

 

of the packed filter material shall not only facilitate the filtration of leachate entering into the pipe perforation, but also increase the bearing capacity of the pipe under static and dynamic loading coming over it during operation at critical conditions.

Figure 5.9: Main 5.9: Main collection perforated pipe pipe  

ii) Branch Leachate Collection Pipe However, with due consideration of design calculations (i.e. hydraulic and structural design as well) and adequate sizing for the very important circulation of fresh air coming from main leachate pipe through the connected manholes to maintain the permanent semi-aerobic condition within the waste layers, branch leachate pipe of diameter 250 mm 2

HDPE (strength 10 kgf/cm ) shall be selected.   The pipe shall be perforated in upper 2/3 part with circular holes of 10mm diameter and in distance interval and pattern. The lower 1/3 part shall be non-perforated (full section) to allow smooth flow of the leachate collected without leaking out from the pipe.

The laying of branch leachate collection pipes over the prepared top layer of compacted clay liner and cross to the main leachate pipe deserves special attention for technical perfection, i.e. for being in line, level and position. They shall be laid laterally (at intervals of 20m) inclined on both sides of the main leachate pipe over the prepared top layer of clay liner (sloped at 4% cross to the longitudinal direction of the valley). It is to be noted that laying of the branch leachate pipe over the jute mat shall be such that the top of its 5-25|SOUTHERN MAKKAH SANITARY LANDFILL

 

lower 1/3 part (i.e. the part without perforation) shall be in level with the finished level of the top clay liner. This shall happen only when the curved surface of contact of the pipe with the underlying jute mat over top layer of compacted clay liner is accordingly concavely shaped beforehand.

The leachate pipe is then covered longitudinally with well-compacted filter material of riverbed shingles/ pebbles (grain size: 50 – 150mm) packed in shape and size as shown in the drawing. The proposed width (more than 3d at the top and bottom) and thickness of the packed filter material shall not only facilitate the filtration of leachate entering into the pipe perforation, but also increase the bearing capacity of the pipe under static and dynamic loading coming over it during operation at critical conditions. Figure 5.10 shows the schematic drawing for main and branch leachate pipe to gas vent sump.

Figure 5.10: Schematic connection of main leachate pipe, branch leachate pipe and gas vent at gas vent sump

5-26|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.4.3

Leachate retention pond

 A leachate retention pond of ~3750 cu. m capacity is provided at the designated location shown in drawing. The retention pond will have a surface area of ~1500 sq. m and a maximum depth of 3.0 m. The slope walls will be inclined at 1:1.75. The well-compacted bottom and slopes will be lined with 2 layers of 350 micron HDPE sheet covering all surfaces. The pond will be bordered at the top of its embankment along all sides with stone masonry work. The aeration facility will have an air diffuser with a capacity of 50 cu. m/min. The estimated power requirement for the blower house is ~21 kW. The aeration is expected to be running 6 to 8 hours daily. Figure 5.11 shows plan views of the retention pond and a conceptual feature for the diffuser.

Leachate will generally be trucked away for further treatment in waste water treatment facility to be identified later. Nevertheless, a recirculation procedure where leachate is taken back to the landfill can also be considered as an option for disposal.

Either way, as pre-treatment in the retention pond, supplying oxygen to leachate by aeration process will accelerate the decomposition process by micro-organisms, and it will also be effective in reducing the offensive odor from the landfill site. The general layout of retention pond is shown in Drawing No. PPKA/SM/P1/DT/02.

5-27|SOUTHERN MAKKAH SANITARY LANDFILL

 

(a)

(b) Figure 5.11: Plan views of (a) retention pond and (b) air diffuser system

5-28|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.5

Gas Vent System

Various types of gases (such as CH 4 , H 2 S and CO 2 ) are generated by decomposition of organic materials in the landfill sites, which may cause fire disasters or affect the surrounding environment and human health. Therefore, it is necessary to carry out gas venting facility at landfill sites in order to prevent the adverse impacts of these gases. Besides, the gas venting facility also has an effect on accelerating the decomposition process of organic materials and promoting the stabilization of waste mass within the sanitary landfill site.   Collection and utilization of landfill gas is usually not cost-effective under normal condition. But however, it is necessary to carry out gas venting facility at landfill sites in order to prevent the adverse impacts caused by the accumulation of these gases within the waste mass. Besides, the gas venting facility also has an effect on accelerating the decomposition process of organic materials and promoting the stabilization of waste mass of the sanitary landfill site. The proposed simple but effective system for quick and effective gas venting system is to t o be described as follows.

5.5.1

Gas Vent System (over main leachate pipe)

The main gas vent system shall be built over each and every main manhole that connects the main leachate pipe with the two lateral branch leachate pipes. Perforated HDPE vent pipe of diameter 150mm shall be vertically fixed at the centre of the reinforced cement concrete (RCC) manhole cover. This vent pipe shall be surrounded by gravel/boulder filled in cylindrical gabions (size 750 mm diameter and height 2.5m) of strong mesh wire. Five number of MS rods (diameter 12 mm) fixed vertically on the side of the mesh wire shall help not only held the gabion in vertical position but also ease the further extension for every 5m of waste filling. For installation of the first gabion over the manhole, fixing of the 5 MS rods in the manhole slab while concreting is highly recommended. During operation, on top of every 5m of compacted waste layer, placing of a 30 cm thick horizontal gas drain of length 3m around each and every gas vent is recommended, which shall facilitate better venting and aeration through several waste layers inside the waste mass.

5.5.2

Gas Vent System (over branch leachate pipe)

The gas vent system over branch leachate pipe that ends at the foot of steep slope shall be built by using perforated used gas vent sump. The branch leachate pipe (HDPE pipe of 250mm diameter) at the bottom shall be connected to the perforated HDPE vent pipe 5-29|SOUTHERN MAKKAH SANITARY LANDFILL

 

of 150mm diameter and 6 kgf/cm2 strength. The perforated vent pipe is surrounded by packed gravels/ boulders. Four number of 12 mm dia. MS rods, welded on the interior side of oil drum, shall ease further extension of the gas vent system for every 5m of waste filling.   However, the gas vent system to be built over branch leachate pipe, that has to be extended laterally at the bottom, shall have a manhole similar to that to be built over main leachate pipe as described above. Figure

5.6

LANDFILL FACILITIES

5.6.1

Weigh bridge

 All trucks entering the facility should be logged to properly account for the volume of waste received. Weigh bridges improve billing, enable performance monitoring and route rationalization of collection vehicles, and provide a good record of waste quantities and landfill use history for load load tracking and forward planning.

Ideally, weigh data should be recorded electronically, which allows for better management oversight of waste management operations. Additionally, incoming and out-bound traffic should be weighed weighed..

The weight bridge is the heart of the solid waste system’s management information system. Computerized weighbridge systems installed will be connected directly to municipal managers for purposes of oversight and data analysis. Figure 5.12 shows an example of weighbridge. A detail of weighbridge specification is shown in Volume 2: Specification

5-30|SOUTHERN MAKKAH SANITARY LANDFILL

 

Figure 5.12: Example of weigh bridge in operation

5.6.2

Washing bay  bay 

 A washing bay facility will be constructed at the entrance of the existing landfill landfill entrance. This will allow for the cleaning of Council collection vehicles before leaving the landfill site. To ensure maximum cleanliness of the vehicles after moving out from landfill site, all vehicles entering the landfill is required to pass through the washing bay. An example of washing bay is shown in Figure 5.13. The technical specifications of washing bay are given in Volume 2- Specification.

Figure 5.13: An 5.13: An example of washing bay on site

5-31|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.6.3

Administration building

 An administration building building will be constructed to house the personnel for the operation of the sanitary landfill. It also consists of meeting room, staff area, lobby area, toilet and store. Apart from the necessary furniture the office will be occupied with communications equipment, sanitary facilities, first-aid kits and fire extinguisher.

5.6.4

Workshop

Next to the administration building is a service station and maintenance facility. The planned area of around 250 square meters is sufficient to accommodate several units of heavy equipment for repair and maintenance. maintenance. Only the service and maintenance portion shall be covered. A storeroom for supplies and tools with an area of 30 sq. m. will be constructed.

5.6.5

Guard house, gate and signage

 At the entrance of the sanitary landfill, a 5  meters wide steel gate will be constructed, to allow the passing of heavy equipment. Beside the gate is guard house for controlling and recording of incoming waste. A signage shall be posted on top painted on a steel plate. Shown below is a representation of an entrance gate. The general layout is shown in Drawing No. PPKA/SM/P1/DT/02.

5.6.6

Perimeter fencing

 Around the landfill area, chain-link fence will be constructed to prevent unauthorized unauthorized entry of waste pickers and stray animals. Natural materials such as thorny shrubs may be used to support the fence integrating live fencing. The general layout of perimeter fence is shown in Drawing No. PPKA/SM/P1/DT/02. The total length of the wire fence is 4950 m. m.   5.6.7

Access road and temporary access road

The internal road will will be proposed for the general operation operation of the landfill. There are permanent operational road and temporary access roads. A loop system is proposed as the permanent access road so that the landfill traffic congestion will be minimized. Good design means matching the road to the application. Consider the type of vehicles that will use the road. It shall handle 40-ton solid waste transfer trucks with periodical traffic. Developing a checklist can help you not miss some important aspect of the road design.  A basic example is shown in Table 5.5. The general layout of access road is shown in Drawing No. PPKA/SM/P1/DT/02. Table 5.5: Checklist 5.5: Checklist of road design aspect 5-32|SOUTHERN MAKKAH SANITARY LANDFILL

 

Road Design Checklist Checklist   Item   Item

Purpose   Purpose

Criteria   Criteria

Typical Choices  Choices 

Cross-Slope   Cross-slope Cross-Slope Too little cross-slope will allow 1-2% helps direct water ponding, erosion, and off the road. increased maintenance and can ultimately lead to road failure. Too much cross-slope can make the road unsafe. Longitudinal Longitudinal Slope   Slope slope refers to the slope of the road either uphill or downhill.

Width   Width

While steeper roads can Up to 8% reduce travel distance, roads that are too steep can cause vehicles to move too slow (uphill) or too fast (downhill). The risks can increase during periods of rain, snow, or ice.

Road width Roads should be wide enough Varies, but typical includes the to allow for safe two-way values range from driving lanes and traffic. Also, roads should have 5 to 10 metes. shoulder.

regular shoulder turnouts width to or get enough stalled vehicles off the roadway. roadway.

Underlying Base   Base

The underlying base, be it waste or soil, provides a certain amount of strength. Any additional strength required must be met by the base/subbase.

The underlying base is typically Varies native soil or waste. A road built on native soil is preferred to a road built on waste. Roads built on garbage will usually have settlement problems.

Base/SubBase   Base

Base/sub-base refers to the prepared layer(s) of base above the waste or native soil. Subbase is intended to provide strength to the road.

The type and quantity of subbase varies depending on the underlying material. On native soil, 6-12 in. of gravel may suffice; however, roads built on top of waste might require 2-3 ft. of compacted prior to placement of gravel. Geotextiles or discarded asphalt/concrete rubble may also be used to replace and/or supplement a soil or gravel sub-base.

Surface   Surface

To provide good traction and low maintenance at a minimum cost.

While the criteria can vary from f rom Compacted soil, one landfill to another, the goal gravel, asphalt, is to find the most economical rubble, etc. road surface that provides

Soil, pit-run, gravel, geotextiles, asphalt/ concrete rubble, etc.

5-33|SOUTHERN MAKKAH SANITARY LANDFILL

 

good traction and durability. It’s also important to take into consideration such things as tire wear, windshield damage, and dust. Drainage   Drainage

5.6.8

To remove water quickly and safely from the roadway while minimizing erosion or sedimentation problems.

It’s important to consider traffic Ditches, culverts, downdrains, ns, etc. volume, rainfall, and even the downdrai cost of road failure when designing roadway drainage systems.

Service Life  Life 

There are two type of internal road, permanent and temporary access. The permanent internal road will be used as the main access road for the whole life span of the land fill including for the maintenance purposed after safety closured. Meanwhile, the temporary access will provide short-term access to a remote corner of the landfill. The service life of the road will impact not only the cost of the road but also the type of road you want to build. It is proposed a paved access road. This will further reduce maintenance cost offered by a paved road. Meanwhile, the temporary access road that construct on top of waste, this road will not hold up very well because of waste settlement. The proposed cross-section of an temporary and permanent access road is shown in Figure 5.14 and 5.15.

5-34|SOUTHERN MAKKAH SANITARY LANDFILL

 

Figure 5.14: Proposed cross section of access road

Figure 5.15: Proposed cross section of temporary access road

5.7

DESIGN OF COVER LAYER FOR SOUTHERN MAKKAH

5.7.1

Introduction

 A landf la ndfill ill cover c over design desig n for fo r Southe So uthern rn Makkah, Makka h, such as recomm r ecommended ended in Figur Fi gure e 5.15, 5. 15, should attempt to achieve the following five goals (Oweis and Khera, 1998).

1.

Minimize infiltration from precipitation, and hence minimize leachate

generation. 2.

Develop a cap that is not more permeable than the bottom liner system.

3.

Promote drainage from the surface with minimal erosion.

4.

 Accommodate  Accommoda te settlements and subsidence. subsidence.

5. Operate with minimum maintenance. maintenance. 5-35|SOUTHERN MAKKAH SANITARY LANDFILL

 

Figure 5.15:  A recommended recommended design for final cover (after Oweis Oweis and Khera, 1998) 1998)

 A cover design for Southern Southern Makkah Makkah should further further consider the following following matters. matters.

1. The vegetation cover is needed to minimize erosion and bring about naturalization. 2. Plants for vegetation should should not have a deep root system that damages the barrier. 3. The recommended top soil layer should accommodate non-woody cover plants. 4. Top slope s betwee n 3 and 5% are recom mende d to avoid pooling pooling and erosion. 5. A surface drainage system must accommodate runoff to avoid rills and gullies. The drainage layer functions as the leachate collection and removal system (LCRS); a minimum thickness of 12 in. (30.5 cm) and 2% grades are recommended. To avoid clogging, a separation filter is recommended between the drainage layer and the vegetative support layer. The 20-mil (minimum thickness) geomembrane geomembrane must be protected by a bedding of sand (SP) free of stone or sharp objects 6 in. (15 cm) above and below the barrier unless the clay below- and the drainage layer above serves as bedding.  

5-36|SOUTHERN MAKKAH SANITARY LANDFILL

 

Landfill cover is applied when a landfill reaches maximum volume capacity in order to minimize

rainfall

infiltration,

reduce

leachate

generation,

and

avoid

possible

environmental contamination. Designing a sufficient final cover is crucial in ensuring a proper landfill closure.

 At the current stage, the study investigates the effectiveness of using a single geosynthetic clay liner (GCL), put together with 400 mm of topsoil on top of it. The GCL must be protected by a bedding of sand (SP) free of stone or sharp objects 6 in. (15 cm) above and below the barrier, barrie r, wherever whereve r required. required . The complete complete study will also look into the t he possibility of improving the cover by applying appropriate concepts and aspects associated with a properly designed facility.

5.7.2 Proposal for final final landfill cap for Southern Southern Makkah Settlement will still be progressing in Southern Makkah landfill at the time of closure. Thus, it is assumed that a geo-membrane or geo-synthetic clay liner can be used for the impermeable sheet but with a fear of possible tearing due to differential settlement. In selecting between the two types of material, the GCL will probably perform better judging from the fact that water will be applied continuously, thus the use of GCL for the impermeable layer will avoid the potential problem of tearing due to the settlement. GCL will automatically seal itself with consistent supply of moisture. Therefore, the watering will serve two purposes, to provide water to the plants and to continuously wet the clay liner if such is to be used.

5.7.3

Geo-synthetic clay liner (GCL) for cap  cap 

Settlements could cause cracking of a clay cap. Other causes of cracking are dehydration and build up of gas pressure beneath the cap. Differential settlements or presence of voids cause tensile-bending stresses. Because of the low tensile resistance of clays, a crack can easily developed, which reduces the effective thickness of the cap and decreases the effectiveness of the cap in limiting percolation.

For Southern Makkah, after considering the weaknesses described above, the use of synthetic clay liner (GCL) has been preferred for use. The clay liner, in this case, is reinforced on both sides by strong fibres and fabrics. The top fibres are unwoven and although very thin in dimension, can act as drainage layer. The bottom geotextile is woven and act as reinforcement. The geo-synthetic clay liner 5-37|SOUTHERN MAKKAH SANITARY LANDFILL

 

comes in ready-made sheets and can be conveniently installed at site over a prepared ground.

 A geo-synthetic clay liner (GCL) is a thin layer (6 mm) of bentonite sandwiched sandwiched between two geo-textiles or glued to a geo-membrane. At placement time, the bentonite will be dry and permeable to gas. After exposure to water and hydration, the bentonite barrier in intact position, is virtually impermeable to gas and water. Because of the reinforcing effect of the attaching geo-textile, and the moderate tensile strength of bentonite, the GCL is expected to be more resistant to cap settlement. GCL requires lesser quality control or maintenance than a clay liner or geo-membrane would need.

5.7.4

Erosion Protection

In the case of Southern Makkah, Makkah, it is important to keep the cover layer slope to less than 5 % in order to control erosion. Any damage usually is severe and cost of repair will be substantial. Vegetation can control erosion but in order to establish vegetation, erosion free setting must first be established. Vegetation will control erosion and like wise, erosion control will bring about growth and vegetation.

5.7.5

Concluding remarks and final design proposal

In this chapter, design considerations for cap have been described which should be taken into account when planning the cover at Mina. The reason for having a good cover is to protect against infiltration and to control gas emission. A fact known for many years is that cracks that develop as a result of settlement will make failure of clay cap almost certain. The GCL however is reinforced on both side and therefore protected against cracking. Furthermore, if the site in Southern Makkah is slotted for conversion into a recreation park, the watering of plants will help maintain the moisture content that is required for maintenance of GCL. The choice of GCL as the impermeable barrier in Southern Makkah is considered cost effective.

Top soils which were reportedly available in Wadi Fatimah can be used for landscaping purpose in Southern Makkah. Watering using local ground water, pumped from local wells can also be tested on the plants. Local plant species which require least maintenance may be tried at the landfill. Bazromia is another plant variety popular with the area but it is an imported imported species. Judging from the height height of grown Bazromia Bazromia trees along the streets of Makkah, the roots can be very deep and therefore will be damaging to the impermeable membrane intended to protect the waste against infiltration. The use of shallow rooted grass therefore is recommended. 5-38|SOUTHERN MAKKAH SANITARY LANDFILL

 

Scoria is a rock-mineral available in Saudi Arabia which can be used to boost plant growth and which has high water retention capacity. Compost soil and imported peat moss can also be used to promote growth and this material is also reportedly available in the country.

Landscaping should be attempted stage by stage to see the performance of various plants and growth media. For erosion control, the most suitable gradient of finished ground is between 3 % and 5 %. Further aspects of landscaping and general maintenance may be referred to in manuals.

The final design proposal for the cap of Southern Makkah is shown in Figure 5.16, while detail drawings are given separately in attachments. The construction will involve giving the final disposal of waste a final f inal cover amounting to 300 mm thick followed by a layer of sand of about 300 mm to act as cushion to the GCL. Connections of gas pipes will also be concealed within this sand cushion. The sand will be graded and moderately compacted. GCL will be placed on top of the sand and finally a layer of topsoil will be placed on top of it. The thickness of topsoil will be 600 mm.

Figure 5.16: Final 5.16: Final cap proposal for Southern Makkah landfill

5-39|SOUTHERN MAKKAH SANITARY LANDFILL

 

5.8

ENVIRONMENTAL ENVIRONMENTAL MONITORING

The objective of an environmental monitoring monitoring system is (a) to find out whether a landfill is performing as designed; and (b) to ensure that the landfill is conforming to the environmental standards set. Monitoring at a landfill site is carried out in three zones: (a) on and within the landfill; (b) in the groundwater (saturated) zone around the landfill and (c) in the atmosphere/local air above and around the landfill.

The parameters to be monitored regularly are: (a) leachate and gas quality within the landfill; (b) long-term movements of the landfill cover; (c) quality of groundwater in the saturated zones and (d) air quality above the landfill, at buildings on or near the landfill and along any preferential migration paths.

The indicators of leachate quality and landfill gas quality must be decided after conducting a study relating to the type of the waste, the age of the waste, the composition of leachate and gas likely to be generated and the geotechnical as well as hydro-geological hydro-geolo gical features of the area. All monitoring programmes must first establish the baseline/background conditions prior to landfill monitoring.

The monitoring should be carried out on a bimonthly basis so as to be capable of detecting unusual events and risks in the initial phases of their appearance and to give time to diagnose and localise the cause and enable early steps to be taken for containment or remediation.

The monitoring frequency may have to be increased if higher concentrations than expected are detected, if control systems are changed or if drainage systems become clogged/non-functional. clogged/nonfunctional. The frequency of monitoring may also be increased during those periods in which gas generation or leachate generation is higher, such as during the wetter winter periods.  A monitoring programme programme must specify specify • a properly selected offsite testing laboratory capable of measuring the constituents at correct detection levels, • a methodology for acquiring and storing data; and • a statistical procedure for analyses of the data.

5-40|SOUTHERN MAKKAH SANITARY LANDFILL

5 40|SOUTHERN MAKKAH SANITARY LANDFILL

 

The following instruments/equipment instruments/equipment will be used for monitoring: • Groundwater samplers for groundwater monitoring wells • Leachate samplers for leachate monitoring within the landfill and at the leachate tank • Surface water samplers for collection of sample from any surface water systems. • Water quality sensors for measuring conductivity, pH, DO, ORP, temperature in groundwater wells. • Landfill gas monitors (portable) for onsite monitoring of landfill gases. • Active and Passive air samplers for monitoring ambient air quality.

It is recommended recommended that the location of each type t ype of instrument/equipment be finalised on the basis of the topography of the area and the layout of the landfill. A minimum of 4 sets of ground water monitoring wells (one up-gradient and three down gradient) for sampling in groundwater conditions are considered desirable at the Southern Makkah landfill site. Table 5.5 shows parameter require for the proposed monitoring program

5 41|SOUTHERN MAKKAH SANITARY LANDFILL

 

Table : Groundwater, leachate and landfill monitoring program  program  Item

parameter 1.  CH 4  2.  CO 2  3.

Landfill Gas

Leachate / Groundwater

O 2S   H 2 CO   5.  CO 4.  

1.

BOD5 (mg/L)

2.

COD (mg/L)

3.

pH

4.

Turbidity (FAU)

5.

Color (Pt Co)

6.

Total solids (mg/L)

7.

Suspended solids (mg/L)

8.

Total iron (mg/L Fe)

9.

Zinc (mg/L Zn)

10.

Total coliform

11. 12.

E. Coli Phenols (mg/L)

13.

Total nitrogen (mg/L N-TN)

14.

Ammonia-N (mg/L NH3-N)

15.

Copper ( mg/L Cu)

16.

Nickel (mg/L Ni)

17.

Cadmium (mg/L Cd)

Frequency

Equipment/measurement

4 times/year @

Handheld GA2000 or

every 3 month

equivalent

4 times/year @ every 3 month

Send to accredited lab

Once /Month

YSI Handheld Multiparameter or equivalent

18. Lead (mg/L Pb) 1. Temperature ⁰C   3 2. Conductivity mS/m and µS/cm 3.

TDS

4.

Salinity

5. 6.

DO pH

7.

ORP

%

% and mg/L

5 42|SOUTHERN MAKKAH SANITARY LANDFILL

 

REFERENCES

1. Abdulaziz al solami, Gabel Al Barakati, Shabbir A. S. Sayed, Sultan Al Bahloul & Bandar al Tunsi (2006) Engineering geological mapping of the holy city of Makkah Al Mukarramah, Saudi, IAEG 2006 Paper number 552 , 10pp.

2. Al-Harithi, A. A. 1993. Application of CSIR and NGI classification systems along tunnel No.3 at Al-Dela descent, Asir Province, Saudi Arabia. In: The Engineering Geology of Weak Rock, 26th Annual Confernce of the Engineering Group of the Geological Society. Special Puplication No.8., 323-328.

3. Bieniawski, ZT 1989. Engineering Rock Mass Classifications. Wiley-Interscience Wiley-Interscience,, New York.

4. Bieniawski, Z.T., (1974). Geomechanics classification of rock masses and its application in tunneling. Proceedings of the Third International Congress on Rock Mechanics, vol.11A. International Society of Rock Mechanics, Mechanics, Denver, pp. 27–32.

5. Greenwood, W. R., Hadley, D. G., Anderson, R. E., Fleck, R. J. & Schmidt, D. L. (1976) Late Proterozoic Cratonization In Southwestern Saudi Arabia. Philosophical Transactions Of The Royal Society Of London. Series A, Mathematical And Physical Sciences, 280, 517-527.

6. Mays, L.W. (2001). Water Resources Engineering, Engineering, Second Edition, Hamilton Printing Company, Danver, MA.

7. Nelson, K. D. (1985) Design & Construction Of Small Earth Dams, Elsevier Science & Technology.

8. Oweis I S. and Khera R. P. (1998). Geotechnology of Waste Manageme Management, nt, 2nd Ed., PWS Publishing, Boston, MA .

5 43|SOUTHERN MAKKAH SANITARY LANDFILL

 

Appendix A1 STANDARD SIZE BOX CULVERTS TABLE 1 * tc=tb for b=600, 900, 1500 and 1800, tc=50 for b=1200

NOMINAL SIZE  b

600

750

DIMENSIONS 

WEIGHT (tonnes) 

h

B

H

tb

G

J

M

LID

INVERT

300

740

370

70

140

128

-

0.25

0.25

450

740

520

70

140

128

-

0.25

0.29

600

740

670

70

140

128

-

0.25

0.34

450

910

530

80

140

128

-

0.31

0.38

600

910

680

80

140

128

-

0.31

0.44

750

910

830

80

140

128

-

0.31

0.50

450

1060

530

80

140

100

225

0.33

0.41

600

1060

680

80

140

100

225

0.33

0.47

750

1060

830

80

140

100

225

0.33

0.52

900

1060

980

80

140

100

225

0.33

0.58

600

1390

695

95

150

110

225

0.48

0.62

750

1390

845

95

150

110

225

0.48

0.69

900

1390

995

95

150

110

225

0.48

0.76

1050

1390

1145

95

150

110

225

0.48

0.83

1200

1390

1295

95

150

110

225

0.48

0.90

750

1700

850

100

175

125

300

0.66

0.84

900

1700

1000

100

175

125

300

0.66

0.91

1050

1700

1150

100

175

125

300

0.66

0.98

1200

1700

1300

100

175

125

300

0.66

1.05

1350

1700

1450

100

175

125

300

0.66

1.13

900

1200

1500

A 1|SOUTHERN MAKKAH SANITARY LANDFILL

 

1800

1500

1700

1600

100

175

125

300

0.66

1.21

900

2030

1015

115

175

125

300

0.79

1.14

1050

2030

1165

115

175

125

300

0.79

1.22

1200

2030

1315

115

175

125

300

0.79

1.31

1350

2030

1465

115

175

125

300

0.79

1.39

1500

2030

1615

115

175

125

300

0.79

1.48

1650

2030

1765

115

175

125

300

0.79

1.57

1800

2030

1915

115

175

125

300

0.79

1.65

A 2|SOUTHERN MAKKAH SANITARY LANDFILL

 

TABLE 2  NOMINAL SIZE  b

600

750

DIMENSIONS 

WEIGHT (tonnes) 

h

B

H

tb

c

tc

e

LID

INVERT

300

740

440

70

300

70

70

0.25

0.33

450

740

590

70

300

70

70

0.25

0.39

600

740

740

70

300

70

70

0.25

0.44

450

910

610

80

450

80

80

0.31

0.50

600

910

760

80

450

80

80

0.31

0.56

750

910

910

80

450

80

80

0.31

0.62

450

1060

610

80

450

80

80

0.33

0.55

600

1060

760

80

450

80

80

0.33

0.61

750

1060

910

80

450

80

80

0.33

0.66

900

1060

1060

80

450

80

80

0.33

0.72

600

1390

920

95

1075

50

225

0.48

0.97

750

1390

1070

95

1075

50

225

0.48

1.05

900

1390

1220

95

1075

50

225

0.48

1.11

1050

1390

1370

95

1075

50

225

0.48

1.19

1200

1390

1520

95

1075

50

225

0.48

1.25

750

1700

1075

100

1075

100

225

0.66

1.35

900

1700

1225

100

1075

100

225

0.66

1.42

1050

1700

1375

100

1075

100

225

0.66

1.50

1200

1700

1525

100

1075

100

225

0.66

1.58

1350

1700

1675

100

1075

100

225

0.66

1.65

1500

1700

1825

100

1075

100

225

0.66

1.72

900

1200

1500

A 3|SOUTHERN MAKKAH SANITARY LANDFILL

 

1800

900

2030

1240

115

1075

115

225

0.79

1.83

1050

2030

1390

115

1075

115

225

0.79

1.92

1200

2030

1540

115

1075

115

225

0.79

2.00

1350

2030

1690

115

1075

115

225

0.79

2.09

1500

2030

1840

115

1075

115

225

0.79

2.17

1650

2030

1990

115

1075

115

225

0.79

2.26

1800

2030

2140

115

1075

115

225

0.79

2.34

STANDARD SIZE BOX CULVERT WITHOUT DRY STANDARD SIZE BOX CULVERT COMPLETE WITH WEATHER FLOW

DRY WEATHER FLOW