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ROCK MASS QUALITY AND STABILITY
ANALYSIS OF ROCK CUTS AT MAKKAH CITY,
SAUDI ARABIA
By
HASSAN M. BASAHEL
(M.Sc.)
A Thesis Submitted in Partial Fulfillment of the
Requirement for the Degree of Master of Science in
Applied Geology
(Engineering Geology)
Faculty of Earth Sciences
King Abdulaziz University
Jeddah
Rabie I 1429 A.H.
April 2008 A.G.
RMR-system
1
DIPS
SLIDE
SLIDE
(SMR-system)
SMR
DSMR-system
SMR DSMR
2
ABSTRACT
The main purpose of this study is to investigate both the quality and the
stability of rock cuts of different locations at Makkah City. The effect of cut height is
taken in consideration during the evaluation of cut stability and support.
The geological setting of Makkah City is very complex. The area consists of
igneous and metamorphic rocks, introduced by combined structures. The igneous
rocks include diorite, quartz diorite, granodiorite, tonalite and gabbro. While, the
metamorphic rocks consist of amphibolite and schist. Andesitic and basaltic dykes are
present. Faulting and shear zone systems were countered with the presence of joints
and minor fractures of different directions and magnitudes.
Ninteen locations were selected and studied in the area. Seven locations were
presented in the western part from Al Haram area, eight locations at the east and four
locations were located in the southern part from Al Haram area.
The description of the rock mass was used to categorize the studied area. The
results show that the studied area was subdivided into fourteen zones.
The classification of the rock mass using RMR-system was used to classify the
rock mass for engineering purposes. The results of rock mass classification using
RMR-system indicated that the rock cuts were classified from very poor quality
(class V) to Fair rock quality (class III). The best rock mass quality was observed at
the southern site, whereas the lower rock mass quality was indicated at the east and
west sites.
The stability of isolated blocks was evaluated using DIPS software. It was
used to determine the possibility of slope failures and the types of failure. The safety
factor under both dry and saturation conditions can be obtained using numerical
modeling with SLIDE software. Results of the stability analysis indicate that most of
the studied stations are unstable except station No. (5), at which the analysis gave no
potential failure. Results of using SLIDE software indicate that the slope cuts at the
western part are in stable conditions for both dry and saturated conditions. For both
the eastern and southern parts the unstable condition were observed. Rock bolts of
isolated unstable blocks are recommended.
The stability of the rock cuts to determine the permanent support system for
the whole faces was assessed using the Slope Mass Rating (system) SMR-system by.
The results of stability analysis indicated that the majority of the rock cuts in the
studied area are critical and/or unstable slopes due to the hight.Therefore; Modified
Slope Mass Rating DSMR-system was used. It is the same techniques as the original
SMR-system with including the effect of slope height. The modified system was
implemented and used for same area and same studied locations.
A comparison was made between the results obtained for the SMR-system and
DSMR-system. The influence of the slope height on the stability condition and
support system was predicted.
Rock bolting with wiremesh and shotcrete are the required support systems for
unstable locations after including the effect of slope height.
i
iii
Page No.
ABSTRACT …………………………………………………………… i
ACKNOWLEDGMENT………………………………………………. ii
LIST OF FIGURES ……………………………………….…………... viii
LIST OF TABLES …………………………………………………….. xii
CHAPTER I: INTRODUCTION 1
1.1 General …………………………………………………………….. 1
1.2 Purpose ……………………………………………….…………… 2
1.3 Method of Investigation ………………………………………….. 2
1.3.1 Field work …………………………………………………… 3
1.3.2 Laboratory work …………………………………………….. 3
1.3.3 Methods ……………………………………………………... 3
1.4 Previous Work …………………………………………………….. 4
1.5 Location of the Study Area ……………………………………….. 6
CHAPTER II: GEOLOGICAL SETTING 9
2.1 Regional Geology of Makkah Area ……………………………….. 9
2.2 Geology of Makkah City ………………………………………… 9
2.2.1 Metamorphic rocks ………………………………………… 11
2.2.2 Plutonic rocks ………………………………………………. 11
2.2.3 Precambrian dikes …………………………………………… 12
2.2.4 Quaternary deposits ………………………………………… 12
TABLE OF CONTENTS
iv
Page No.
2.3 Rock Units in the Studied Area ……………………….…………… 12
2.3.1 Quartz diorite ……………………………………………… 12
2.3.2 Filsite ……………………………………... ………………… 14
2.3.3 Granodiorite …………………………………………………. 15
2.3.4 Amphibolite …………………………………………………. 16
2.3.5 Tonalite ………………………………………….………….. 17
2.3.6 Quartzo Feldspathic schist ………………………………….. 19
2.4 Structure Geology of Makkah city ………………………………… 22
2.4.1 Jointing system ………………………………………………. 22
2.4.2 Faulting ……………………………………………………… 27
CHAPTER III ROCK MASS DESCRIPTION
AND ZONING 29
3.1 General …………………………………………………………….. 29
3.2 Field Testing and Measurement …………………………………… 30
3.3 Rock Mass Parameters ……………………………………………. 31
3.3.1 Rock type …………………………………………………… 32
3.3.2 State of weathering ………………………………………….. 32
3.3.3 Unit weight of rocks ………………………………………… 35
3.3.4 Compressive strength ……………………………………….. 37
3.3.4.1 Point load test ………………………………………. 37
v
Page No.
3.3.5 Rock quality designation (RQD) ……………………………. 42
3.3.6 Characteristics of discontinuity surfaces ……………………. 45
3.3.6.1 Joint spacing ………………………………………... 45
3.3.6.2 Aperture (separation) ………………………………. 49
3.3.6.3 Infilling material …………………………………… 51
3.4 Zoning of Rock Mass at the Studied Area ………………………… 51
CHAPTER IV QUALITY OF ROCK MASS FOR SLOPE CUT
PURPOSE 58
4.1 General …………………………………………………………….. 58
4.2 Classification Procedures ………………………………………….. 58
CHAPTER V STABILITY ANALYSIS OF ROCK SLOPES 67
5.1 Introduction ………………………………………………………... 67
5.2 Major Types of rock Failures ……………………………………… 70
5.2.1 Plane failure ………………………………………………… 70
5.2.2 Wedge failure ……………………………………………….. 71
5.2.3 Toppling failure …………………………………………….. 73
5.3 Analytical Methods ……………………………………………… 74
5.3.1 Analysis using DIPS software ………………………………. 74
5.3.2 Modeling using SLIDE software …………………………… 79
5.3.2.1 Hoek-Brown failure criteria parameters …………….. 80
vi
Page No.
3.3.5 Rock quality designation (RQD) ……………………………. 42
3.3.6 Characteristics of discontinuity surfaces ……………………. 45
3.3.6.1 Joint spacing ………………………………………... 45
3.3.6.2 Aperture (separation) ………………………………. 49
3.3.6.3 Infilling material …………………………………… 51
3.4 Zoning of Rock Mass at the Studied Area ………………………… 51
CHAPTER IV QUALITY OF ROCK MASS FOR SLOPE CUT
PURPOSE 58
4.1 General …………………………………………………………….. 58
4.2 Classification Procedures ………………………………………….. 58
CHAPTER V STABILITY ANALYSIS OF ROCK SLOPES 67
5.1 Introduction ………………………………………………………... 67
5.2 Major Types of rock Failures ……………………………………… 70
5.2.1 Plane failure ………………………………………………… 70
5.2.2 Wedge failure ……………………………………………….. 71
5.2.3 Toppling failure …………………………………………….. 73
5.3 Analytical Methods ……………………………………………… 74
5.3.1 Analysis using DIPS software ………………………………. 74
5.3.2 Modeling using SLIDE software …………………………… 79
5.3.2.1 Hoek-Brown failure criteria parameters …………….. 80
vii
Page No.
5.4 Analysis Using Slope Mass Rating (SMR) Method ………………. 87
5.4.1General ………………………………………………………. 87
5.4.2 Stability Classes …………………………………………….. 90
5.4.3 Support Measures …………………………………………… 93
5.4.3.1 General ……………………………………………… 93
5.4.3.2 Protection measures ………………………………… 94
5.4.3.2.1 Toe ditch ………………………………….. 94
5.4.3.2.2 Nets ………………………………………. 95
5.4.3.3 Reinforcement ……………………………………… 96
5.4.3.3.1 Bolting …………………………………….. 96
5.4.3.3.2 Anchoring …………………………………. 96
5.4.3.4 Concreting ……………………………………………………. 98
5.4.3.4.1 Shotcrete …………………………………. 98
5.4.3.4.2 Dental concrete …………………………... 98
5.4.3.4.3 Ribs, beams and wall …………………….. 98
5.4.3.5 Drainage …………………………………………... 99
5.4.3.5.1 Surface drainage ………………………….. 99
5.4.3.5.2 Deep drainage ……………………………. 99
5.5 Modified Slope Mass rating (DSMR system) ……………………. 110
5.6 Comparison Between Results of SMR and DSMR Systems ……… 117
viii
Page No.
CHAPTER VI SUMMARY AND RECOMMENDATIONS … 119
REFERENCES ………………………………………………………… 123
APPENDICES ………………………………………………………… 127
APPENDIX I ……………………………………………………….. 128
APPENDIX II ………………………………………………………. 154
APPENDIX III ……………………………………………………… 165
ix
Figure No. Title
Page No.
1.1 Location Map of Makkah City …………………………….. 7
1.2
Selected Locations in the studied area. ……………………. 8
2.1 Geological map of the studied area. (after Ministry of
Petroleum and Mineral Resources, 1986) …………………. 10
2.2
Photomicrograph for Quartz Diorite showing, plagioclase
(gray), biotite (reddish brown), hornblende (Green) and
quartz (yellowish gray). ) Transmitted light, XP, 20x)……... 13
2.3
Photomicrograph for Filsite showing, quartz (Grey and
yellowish gray), plagioclase (gray), biotite (reddish brown),
)Transmitted light, XP, 80x). ……………………………… 14
2.4
Photomicrograph for Granodiorite showing, quartz (light
gray), k-feldspar (slightly altered), plagioclase (gray and
lamellar twining), hornblende (two sets of cleavage), biotite
(reddish brown),) Transmitted light, XP, 20x). ……………. 16
2.5
Photomicrograph for Amphibolite showing, hornblende
(different interference color), plagioclase (gray and lamellar
twining), )Transmitted light, XP, 80x). …………………... 17
2.6
Photomicrograph for Tonalite showing, quartz (yellowish
gray), zoned plagioclase (gray), biotite (reddish brown),
and hornblende (Green). ) Transmitted light, XP, 20x)…….. 18
2.7
Photomicrograph for Quartzo Feldspathic Schist showing,
quartz (yellowish gray), altered plagioclase (gray), biotite
(reddish brown), and.)Transmitted light, XP, 80x)………… 20
2.8
Attitude of the prevailing joint sets for all stations at west
area of Al-Haram area……………………………………… 23
2.9
Attitude of the prevailing joint sets for all stations at east
area of Al-Haram area ……………………………………... 24
2.10
Attitude of the prevailing joint sets for all stations at south
area of Al-Haram area ……………………………………... 25
2.11
Topographic map of the studied area. …………………….. 28
3.1
Photographs show the field data collection ………………... 31
LIST OF FIGURES
x
Figure No. Title
Page No.
1.1 Location Map of Makkah City …………………………….. 7
1.2
Selected Locations in the studied area. ……………………. 8
2.1 Geological map of the studied area. (after Ministry of
Petroleum and Mineral Resources, 1986) …………………. 10
2.2
Photomicrograph for Quartz Diorite showing, plagioclase
(gray), biotite (reddish brown), hornblende (Green) and
quartz (yellowish gray). ) Transmitted light, XP, 20x)……... 13
2.3
Photomicrograph for Filsite showing, quartz (Grey and
yellowish gray), plagioclase (gray), biotite (reddish brown),
)Transmitted light, XP, 80x). ……………………………… 14
2.4
Photomicrograph for Granodiorite showing, quartz (light
gray), k-feldspar (slightly altered), plagioclase (gray and
lamellar twining), hornblende (two sets of cleavage), biotite
(reddish brown),) Transmitted light, XP, 20x). ……………. 16
2.5
Photomicrograph for Amphibolite showing, hornblende
(different interference color), plagioclase (gray and lamellar
twining), )Transmitted light, XP, 80x). …………………... 17
2.6
Photomicrograph for Tonalite showing, quartz (yellowish
gray), zoned plagioclase (gray), biotite (reddish brown),
and hornblende (Green). ) Transmitted light, XP, 20x)…….. 18
2.7
Photomicrograph for Quartzo Feldspathic Schist showing,
quartz (yellowish gray), altered plagioclase (gray), biotite
(reddish brown), and.)Transmitted light, XP, 80x)………… 20
2.8
Attitude of the prevailing joint sets for all stations at west
area of Al-Haram area……………………………………… 23
2.9
Attitude of the prevailing joint sets for all stations at east
area of Al-Haram area ……………………………………... 24
2.10
Attitude of the prevailing joint sets for all stations at south
area of Al-Haram area ……………………………………... 25
2.11
Topographic map of the studied area. …………………….. 28
3.1
Photographs show the field data collection ………………... 31
xi
Figure No. Title
Page No.
5.10
Determine friction angle using ROCLAB software of
location No.4 in west studied area…………………………. 82
5.11
Modeling using SLIDE software to determine factor of
safety in dry condition for station No.1……………………. 83
5.12
Modeling using SLIDE software to determine factor of
safety in saturated condition for station No.1……………… 83
5.13
Comparison between Factor of safety (dry condition) and
the elevation of all stations in the studied area and the red
line is the critical height where the factor of safety is change
at worst……………………………………………... 86
5.14
Picture shows execution process of systematic bolting on
the slope face in the one of rock cuts at south of Al Haram
area………………………………………………………….. 97
5.15
Correction methods according to SMR range. (Romana,
1993)……………………………………………………….. 103
5.16
Comparison between SMR values (Blue points) and DSMR
values (Red points) withvariation of the elevation in the
studied area……………………………………………... 118
xii
Table No. Title
Page No.
2.1 The rock types in the studied area …………………………. 21
2.2
Results of main joints sets in the three areas (west, east, and
south) around Al- Haram area ……………………………. 26
3.1
Descriptive terms of the state of weathering (After the
Geological Society of London, 1977)……………………… 33
3.2
State of weathering in each location in the studied area
(After Geological society o London, 1977) ……………….. 34
3.3
Results of average dry unit weight values of different rocks
types in each location at studied area………………………. 35
3.4
Descriptive terms for rock strength (After Geological
society o London, 1977) …………………………………… 37
3.5
Results of average point load strength index correction
values Is (50) and Uniaxial Compressive Strength (UCS) in
each location in the studied area…………………………… 40
3.6
Uniaxial Compressive Strength (UCS) in each location in
the studied area classified according to the Geological
society of London, 1977…………………………………… 41
3.7
Descriptive terms for Rock Quality Designation (RQD)
(After Geological society o London, 1977) ……………… 43
3.8
Rock Quality Designation (RQD) in each location in the
studied area classified according to the Geological society
of London, 1977…………………………………………… 44
3.9
Descriptive terms for joint spacing (After the Geological
Society of London (1977)………………………………….. 46
3.10
Joint spacing in each location in the studied area classified
according to the Geological society of London, 1977……... 47
3.11
Aperture of discontinuity surfaces (After the geological
Society of London, 1977)………………………………….. 49
3.12
Aperture of discontinuity surfaces for the studied area
classified according to the geological Society of London,
1977………………………………………………………… 50
LIST OF TABLES
xiii
Table No. Title
Page No.
3.13
Summary of rock mass parameters and zoning of rock cut
for each station in the west location of Al Haram area…….. 54
3.14
Summary of rock mass parameters and zoning of rock cut
for each station in the east location of Al Haram area……... 55
3.15
Summary of rock mass parameters and zoning of rock cut
for each station in the south location of Al Haram area…… 56
4.1
The Rock Mass Rating System (Geomechanics
Classification of Rock Massess). (Bieniawski, 1989)……… 60
4.2
The effect of joint strike and dip orientations ……………... 60
4.3
Summary of geotechnical classification of Rock Mass
Rating (RMR-system) in the west of the studied area
according to Beiniwiski, 1989……………………………… 64
4.4
Summary of geotechnical classification of Rock Mass
Rating (RMR-system) in the east of the studied area
according to Bieniawski, 1989……………………………... 65
4.5
Summary of geotechnical classification of Rock Mass
Rating (RMR-system) in the south of the studied area
according to Beiniwiski, 1989. ……………………………. 67
5.1
Potential types of failure that might take place at each
station in the studied area…………………………………. 78
5.2
Determination of safety factors, under dry and saturated
conditions at each station in the studied area……………… 84
5.3
Adjustment Rating for F1, F2 and F3…………………….. 88
5.4
Adjustment Rating for F4 ………………………………… 89
5.5
Tentative Description of SMR Classes (Romana, 1993)…. 90
5.6
Results of adjustment factor score depending on joint-slope
relationship (F1, F2, F3) and adding a factor depending on
the method of excavation (F4). ……………………………. 91
xiv
Table No. Title
Page No.
5.7
Geomechanical classification slope stability conditions
using Slope Mass Rating (SMR) for each station in the
studied area…………………………………………………. 92
5.8
Ditch Dimensions according to Ritchie (1963) ……………. 95
5.9
Indicative Conditions for Use of Nets (Romana, 1993) …… 95
5.10
Recommended support measures for each stability class.
(Romana, 1993) ……………………………………………. 102
5.11
Range of SMR for Support Measure Classes. (Romana,
1993) ………………………………………………………. 104
5.12
Description of block sizes according to Jv. (Romana, 1993). 104
5.13
Results description of size of blocks in each station at the
studied area classified according to the Romana, 1993……. 105
5.14
Results of SMR values and required of Support Measure
Classes of each station at the studied area classified
according to the Romana, 1993…………………………….. 106
5.15
Results of SMR values and details required of Support
Measure of each station in the west area from the studied
area classified according to the Romana, 1993…………….. 107
5.16
Results of SMR values and details required of Support
Measure of each station in the east area from the studied
area classified according to the Romana, 1993…………….. 108
5.17
Results of SMR values and details required of Support
Measure of each station in south area from the studied area
classified according to the Romana, 1993………………….. 109
5.18
The factor of rock cut height (F5) depend on the
relationship between the rock cut height and No. Of
benching……………………………………………………. 111
5.19
Results of DSMR values and required of Support Measure
Classes of each station at the studied area classified
according to the Romana, 1993…………………………….. 113
xv
Table No. Title
Page No.
5.20
Results of DSMR values and details required of Support
Measure of each station in the west area from the studied
area classified according to the Romana, 1993…………….. 114
5.21
Results of DSMR values and details required of Support
Measure of each station in the east area from the studied
area classified according to the Romana, 1993…………….. 115
5.22
Results of DSMR values and details required of Support
Measure of each station in south area from the studied area
classified according to the Romana, 1993………………….. 116
5.23
Comparison between the basic SMR values and SMR
values after adding F5……………………………………… 117
1
CHAPTER I
INTRODUCTION
1.1 General
Makkah AL Mukaramah is the Islamic Capita Cityl for the Islamic world and
the managerial capital of Makkah AL Mukaramah emirate. Makkah is the most
important place for all Muslims around the world.
Muslims have been traveling to it every year to perform Hajj and Omra. It
accommodates around two millions Muslims yearly from outside and inside. As the
number of pilgrims increases every year, that the economic development rises in this
area to meet the growth of Muslims and to cover the prerequisites of them. Therefore,
many of utilizers trend to investment in Makkah approximately in central region
around AL Haram area.
Makkah AL Mukaramah region possesses a difficult geological setting as it
consists of topographically high mountains of igneous and metamorphic rocks having
complex geological structure. The region has high altitude, resulted from uplift
associated with red Sea rifting. The elevations are mainly varied from 250 to 560 m
(above sea level). The land surface is rocky and is sparsely vegetated. Scrubby tees
and shrubs are concentrated along the major wadis, where there are also small natural
oasis and cultivated areas (Moore and Al-Rehaili, 1989). The elevation increases and
the topography trends to rugged in the east part of the area, here is dominate by
massive mountains of weakly deformed and slightly to moderately weathered.
These mountains closely surround the central part of Makkah City. Any
further expansion will require extensive rock excavations at very steep slopes. The
most expensive residential areas in the city are located around Al Haram. Most of the
rock cuts at these areas are already very steep and almost vertical and are raised to
2
more than 30m in height. Some of these slopes are critical as they stand without rock
support.
These rock cuts should be designed and blasted according to known rock
engineering specifications. The geological and engineering characteristics should be
measured. The rock mass must be classified and the stability has to be analyzed.
The assessment of stability will take in consideration the effect of rock types,
weathering states, joint systems, and cut heights.
1.2 Purpose
The purpose of this study is: -
a. evaluating the rock mass condition for engineering purposes.
b. assessing the stability of the rock cuts.
c. studying the effect of height of the stability conditions of rock cuts, and
d. recommending the required support system of unstable locations and cuts.
1.3 Method of Investigation
The area of study is divided into 19 different locations in three parts; western,
southern, and eastern sides around AL Haram area. In each location, rock types, state of
weathering, and nature and characteristics of discontinuity surfaces were identified. Some
of in-situ tests were conducted such as the joint wall hardness (compressive strength) by
using the Schmidt hammer of L-type. Rock samples were collected for the petrographic
investigation and weathering evaluation.
In details the investigation includes the following:
1.3.1 Fieldwork:
a. Rock sampling
b. State of weathering
c. Scan lines techniques (RQD and Js)
3
d. Schmidt hammer test
e. Joint orientation (attitudes) measurements.
1.3.2 Laboratory work includes:
a. petrography
b. Physical properties of rocks, including (Density, Specific gravity, Unit
weight).
c. Point load test
1.3.3 Methods
In this research, analysis was done using more advanced techniques namely
the Rock Mass Rating (RMR) procedure (Bieniawski, 1989), the Slope Mass Rating
(SMR) procedure (Romana, 1993), DIPS (Rocscience Inc, 2005) and numerical
modeling using SLIDE (Rocscience Inc, 2007) software packages.
The rock masses for the man-made slopes at selected locations will be
classified using the Rock Mass Rating (RMR) system (Bieniawaski, 1974; 1989) to
determine the characteristics of the rock masses for the cut slopes. (RMR) system is a
geomechanics classification that has stood the test of time and benefited from
extensions and applications by many authors throughout the world. These varied
applications, amounting 351 different case histories, point out to the acceptance of the
system to be used in engineering practice, involving tunnels, chambers, mines, slopes,
and foundations. Nevertheless, it is important that the RMR system is used for the
purpose for which it was developed and not as the answer to all design problems.
Slope Mass Rating (SMR) procedure (Romana, 1993) is a tool for the
preliminary analysis of the stability of the rock slopes. It can give some simple rules
to determine the instability modes and the required support measures.
4
The software packages (DIPS and SLIDE) will be used to analysis the stability
of the rock cut slopes. DIPS (Rocscience Inc, 2005) will be used to determine the
possible slope failures and the type of failure under dry condition, while the SLIDE
(Rocscience Inc, 2007) will be used to determine the minimum safety factor under dry
condition and under full water saturation conditions.
DIPS software (Rocscience Inc, 2005) is developed by Evert Hoek. It was
used to analyze the geometric information of 19 stations at different locations around
AL Haram to identify the condition of the stability of each slope and the potential
types of failure is plane, wedge or toppling type.
These stations were numerically modeled using SLIDE software (Rocscience
Inc, 2007) to estimate the minimum safety factor under dry and fully water-
saturation condition and to recommend the possible solutions.
The Geographic Information System (GIS) will be used to produce the final
map taking into consideration the geology and topography based on the results of the
investigation, the detection of the hazard magnitude for all critical man-made slopes
will be assessed and engineering solutions will be suggested.
1.4 Previous Work
The 1:50,000 scale Southern Hijaz geologic map (Brown et al. 1963) includes
the Makkah quadrangle and was the first regional scale geologic map of the area. This
was followed by a phase of more detailed studies of smaller areas by teams of
undergraduates from King Abdulaziz University, Jeddah, and by postgraduate
students studying for masters and doctoral degrees at overseas universities. These
study areas were on the northern and southern sides of central Wadi Fatima (Al-
Shanti, 1966; Nebert et al. 1974).
5
Subsequently, regional mapping at scale of 1:100,000 for the six constituent
half-degree quadrangles of the Makkah quaderangle was carried out by the DGMR.
The four western quaderangles were mapped by a team coordinated by W.S Skiba,
and a combined bulletin (Skiiba et al. 1977) as reported but not issued; the draft
bulletin is available for reference in the Technical Library of the DGMR. A small part
of this information was published later and the 1:100,000 scale maps of the Makkah
quaderangle (Tayeb, 1983) were issued.
The geologic map at scale of 1:250,000 for the Makkah quaderangle was
compiled by Moore and Al-Rehaili (1989), and the geology was reported and
published in the same period.
The geotechnical investigations performed on the holy city of Makkah
included engineering geological mapping for some parts of the city, local site
investigation activities and foundation studies. The first engineering geological work
performed in Makkah was the engineering geological investigations (1986) prepared
by Makkah project at the scale of 1:10,000 for the central part of the city. This map
shows local relief, and water table content. The engineering geology as applied to
urban development of the northwestern area of the holy city of Makkah was studied
and mapped at 1:10,000 scales by Sonbul (1995). He found that area is the most
suitable for future human settlement while the areas in the east and the south have
either physical or religious constraints.
The sources of natural aggregate in Makkah governorate were studied by Al
Harthi (1997). The coarse and fine aggregates accumulated along six selected wadies
are assessed both qualitatively and quantitatively. These wadies are Wadi Numan,
Wadi al Yamanyah, and Wadi al Shamyah, Wadi Hwarah, Wadi Alaf and Wadi
6
Faydah. The outhor indicated that the properties of the natural aggregate satisfy both
the ASTM and BS standards in addition to Saudi requirements.
The engineering geological map of the holy hity of Makkah were prepared by
Solami et al. (2006), with emphases on geologic, geomorphological and hydrological
conditions and the engineering properties of soils and rock. The scope of this work
were to assessment of geohazards conditions, classification and description of rocks
and soils for engineering geological mapping, location sites for construction materials,
producing an engineering geological map of future urban planning, and
recommendations for foundation problems.
1.5 Location of the study area
Makkah city is located in the central part of the Hijaz geographic province
from Kingdom of Saudi Arabia. It is bounded between lat. 21º 20' 6.62" - 21º 35'
47.16" N and long. 39º 40' 00" - 40º 00' 0.6" E. (Figure1.1). The locations selected for
this study are scattered in this area (Figure1.2). The study area was divided into three
areas, the first area is located west of AL Haram, that extends from third ring road
along Am Alqura street to Jabal Omar west of AL Haram. In this area seven locations
were selected. The second area is east of AL Haram, extending after King Abdulaziz
tunnel bearing southeast along AL Taif road to end intersection of AL Taif road with
third ring road. In this area eight locations were selected. The third area is south of AL
Haram and extends along Ajiad Street to Kudai circus to south direction. In this area
four locations were selected.
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Figure 1.1: Location Map of Makkah City
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Figure1.2: selected Locations in the studied area.
