geological report of qafa buallit tunnel during construction time2011
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1. INTRODUCTION.
In April May 2011 "ALTEA & GEOSTUDIO 2000" L.t.d. performed thegeotechnical geological survey of the area where will be built the Qafa Buallit tunnel,
part of the road Arberit during construction time request by GJOKA
KONSTRUKSION . In order to clarify the geological and geotechnical conditions of
the area where this tunnel will pass, we made the following works:
Preliminary design:
1. A detailed geological survey in the zone where passes the tunnel.
2. A study of all previous works performed from the geological and mine
enterprises at the zone of tunnel, at both sides of tunnel, Plani Bardhe and
Bulqiza.
Detailed design:
1. Two boring hole depth 35-60.00m2. Laboratory testing
3. Detailed geological survey at apruved axis of the tunnel
4. Geological section
During construction time:
1. Four borehole depth 27.00-60.00m
2. Geological section
3. Borehole logs
4. Laboratory testing
1.2 Purpose of InvestigationThe destination of this investigation is the determination of the physical and
mechanical properties of the rocks encountered in the area where the new Qafa Bualli
Tunnel passes. The data taken from the field and laboratory works will be useful to
the designers to choose the best coating of tunnel with an optimal cost and a long
resistance.
For the realization of this investigation there were exploited previous worksprepared by the authors of this investigation, such as:
1. Geological, engineering and geotechnical investigation performed by the
Department of Geology and Geodesy for the crom factory in Bulqiza 1960
1980.
2. Geological study for the ultrabasic massive of Bulqiza region made by geologicalenterprise Bulqiza1969-1980.
3. Geological and geotechnical study for the Bulqiza zone by ALTEA &
GEOSTUDIO 2000 1996-2011
4. Geological and geotechnical investigations for rural roads performed by ALTEA
& GEOSTUDIO 2000 at Bulqiza Zone1997-2011.
5. Geological and geotechnical investigation performed by ALTEA &
GEOSTUDIO 2000 for Bulqiza Ura Cerenecit road 2005.
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6. Geological and geotechnical investigation performed by ALTEA &
GEOSTUDIO 2000 for Bulqiza Ura Vashes road 2008.
7. Geological and geotechnical invesgtigation performed by ALTEA &
GEOSTUDIO 2000 FOR Qafa Buallit tunnel during design time 2008
2.0 GEOMORPHOLOGYIn this chapter we will discuss the description of the area where Qaf Bualli Tunnel
is located; the shapes of today and earlier relief, the geological conditions of the
formation of this relief. The description of the geological and geodynamical
phenomena will be discussed.
- The mountain of Qaf Bualli (the summit called Qafa e Buallit) represents a big
Mountain. This mountain has been created following a volcanic and tectonic activity.
It is composed of ultra basic rock (peridotite ,pyraxenes, dunite and olivinite). Thebiggest part of this mountain is deforested of the plants, but there are also parts
covered with plants and high forest.
- The valley of Plani I Bardhe stream.It is composed of two branches and close to
their point of intersection, in the middle of them there is the Western face of tunnel.
These streams form deep valleys with sharp slopes. At the entrance of tunnel the
rocks are covered with a colluvium deposits. There in both sides of the valley is
developed the village of Plani I Bardhe, away from the entry of tunnel.
- The valley of Bulqiza stream.This valley is very narrow under the shape of the
V letter. It has very tilted slopes which, to the most elevated quotas, become soft.The slopes of the valley are deforested, but in their tops they are covered with wood.
In the two sides of the valley, the geological physical phenomena are very developed,
but there are not massive slips of land that could threaten the stability of the body of
the Eastern face.
2.2 Physical, geological and geodynamical processes
For the investigation of the geological phenomena of this area we are based on the
existing investigations and on the new information taken from the actual
investigation. Based on these data we are making the description of the geological
phenomena that are present in the geological formations that are seen in this area.
The most visible geological and geodynamical phenomena observed in this area are:
1. Erosion
2. Weathering phenomenon
3. Debris flow of the superficial part of rocks
4. Tectonic fault zones(geodynamic phenomenon)
These phenomena are explained one by one below:
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1. Erosion phenomenon is visible in the hilly part of the area, starting from Plani I
Bardhe Village up to Bulqiza, close to the end of the tunnel section project. The
currents of the surface water, which gather during heavy rainfall, erode the
weathered part of the core formation and transport the material to the lowestpoints of the relief. The body of the entrance of the tunnel is in the middle part of
the valley. It is exposed to this phenomenon. Regarding this, attention must be
paid to the protection of the road track being under excavation and filling from the
danger of erosion. For this we recommend the removal of the water in its both
sides by means of ditches. During excavations the entrance of tunnel must be
protected in the upper part in order not to allow the surface water create currents
and erode the material of the slopes.
2. Weathering phenomenon is visible at the core formations that are composed of
upper part of rock. The water penetrates the fissures of the rock and during
melting or frostiness the rock become destroyed because of increasing and
decreasing its volume. Weathering phenomenon is happening also because of the
passage of the hydrothermal waters that come from the depths with high
temperatures. These waters pass through the fissures of the rocks and alter them
chemically and physically. When hydrothermal waters pass through the fissures of
ultra basic rocks (peridotite and olivinite) alter the rock into serpentinite which has
weak physical mechanical characteristics. In the zone of ultra basic rocks are
encountered such zones of 8-14m thick.
3. Debris flow of the superficial part of rocks. In the deep valleys of the torrents of
the zone, especially in the valleys of the torrent of Plani I Bardhe, the debris (parts
parceled out of the rocky formations) are detached and fall quickly of the most
elevated quotas in the lowest quotas. To protect the entrance of the tunnel by thedebris flow, we recommend taking protective measures with metallic mesh.
4. Tectonic fault zones (geodynamic phenomenon). In Albania there is a
developed regional tectonic activity which is mainly horizontal with a low angle
overthrust.From the studies of the Albanian and foreign authorities it has been
noticed that all the eastern areas have moved with a low angle overthrust towards
west. This phenomenon has caused the complete destruction of the rock masses.
This big regional tectonic activity is associated with with a lot of other regional
tectonics which are present in the area where the tunnel of Qafe Bualli passes.
From the structural point of view, all different petrographic kinds are in a
structural continuity with a general orientationNorth East-South West. Generally,
the deep of the structures are 45-50o towards North and North West. TectonicFault is very developed at the massive rock, mainly at the part of ultra basic rocks.
It is represented by two kinds:
- Tectonic zone of a thickness 20-25m. In the studied area is encountered a
fault that pass at Qafa e Buallit which is orientedWest East South West.
The deep is almost vertical.The zone was transformed from a strong rock
into a clayey mass with pieces of rock because of the movement of rock
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massive. It has weak physical mechanical characteristics. We recommend
paying attention to the tunnel project especially for that interval.
- Tectonic zone of a thickness 5-8.00m. During tunnel opening is foreseen to
encounter small tectonic faults of5-8.00m which have different orientations.
In these intervals, the rock is altered; it is changed into clayey mass withpieces of rocks. In this fault is foreseen flow of underground waters, but not
in big quantity.
The tectonic zones in surface are identified in the geological map but also the
streams of the zone are developed mainly in the tectonic zones.
2.3 Seismic hazard
2.3.1 Seismic activity in Albania
The complex structural environment of Albania belongs to the central Mediterranean
Region. Here African and Eurasian plates collide, giving origin to some seismically
active belts.
In particular Albania is at the junction between the Adriatic micro plate and the
Eurasian plate and is characterized by intense micro-earthquake activity and small and
medium-sited earthquakes and only seldom by large events. These are concentrated
mostly along active faults. Some historic data are:
Durres city was struck by strong earthquakes at 177 year (B.C.), 334, 506,
1273, 1869, years (A.C.). The earthquake of March 1273 totally destroyed the city
with 25 000 inhabitants.
The ancient city of Apollonia was struck by strong earthquakes in the II
III century B.C.
The ancient town of Butrint was struck by a strong earthquake in 1153 thatdestroyed it.
Vlora town was struck by some strong earthquakes with the intensity IX
degree (MSK 1964) during the XIX century, years 1833 1866. In the chronicle
are given some data about Vlora city, which was struck in 1601 by strong
earthquakes.
Berati Town was struck by strong earthquakes in March 1551 and December
1851.
Tepelena town was struck by strong earthquakes in March 1701 and April
1868.
Elbasan town was struck by strong earthquakes in 1380 andSeptember 1842.
Konispol town was struck by strong earthquakes in July 1823 and February
1872.
Himara town was struck by strong earthquakes in October 1858, August
1869 and July 1893.
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Delvina town was struck by strong earthquakes in June 1854 and January
1897.
Shkodra town was struck by a strong earthquake in June 1855.
Shkodra town July, 1 1905, M = 6.6, Io = IX degree (MSK 64). Ohrid Lake February, 8 1911, M = 6.7, Io = IX degree (MSK 64).
Tepelena town November, 26 1920, M = 6.4, Io = IX degree (MSK 64).
Durres town December, 17 1926, M = 6.2, Io = IX degree (MSK 64).
Llogara Zone November, 21 1930, M = 6.0, Io = IX degree (MSK 64).
Lushnja town September 1, 1959, M = 6.2, Io = VIII IX degree (MSK
64).
Korca town May 20, 1960 M = 6.4, Io = IX degree (MSK 64).
Dibra region November 30, 1967 M = 6.6, Io = IX degree (MSK 64).
Boundary zone Montenegro Albania April 15, 1979, Ms = 6.9, Io = IX
degree (MSK 64).
Based on historical and instrumental records the Map of Seismic Zoning of the
country (scale 1: 500000) has been compiled by Sul Starova et al. (1980). This map
(Fig.2) represents the expected intensities for average soil conditions for the next 100
years, with a 70% probability rate.
2.3.2 Seismic design parameters in the project area.The current and official documents concerning seismic design parameters of Albania
are the Seismic Regionalization Map of Albania by the Seismologic Institute in Tirana
and the Design Seismic Norm KPT No. 2 89, edited in 1989 by the
Seismological Institute of Tirana and Construction Ministry.
The Seismic Regionalization Map shows that all the project area is evaluated with anoscillation intensity of VII degree.
Seismic Zonation Map of Albania
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In the Design Seismic Norms KPT-No.2-89, the influence of local ground
conditions on the seismic action shall be accounted for by three subsoil categories
I, II, III, (as described in Table 1)
Table 1 Soil Classification
Soil category Description
I
- All kinds of rock (excluding weathered rocks)
- Compact gravel
- Marl (not weathered)
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II
- Weathered rocks and marls
- Gravel sands, coarse and medium grained sands
compact and semi compact
- Fine grained sand-compact- Clayey sand and sandy clay-stiff, semi-stiff and
stiff plastic
- Stiff plastic clay
III
- Fine grained sand semi-compact
- Silty sand compact and semi-compact
- Clayey sand and sandy clay from medium stiff to
soft plastic
- Clay from medium stiff to soft plastic
Based on this table, the construction ground of the Bulqiza zone is classified asfollows:
- is included in category I,
For slope stability estimations the maximum value of design ground acceleration a =
0.15 g is adopted. This is based on the studies carried out by Enterprise Geology-
Engineer, Seismic Center and Geology-Engineering Department in the Bulqiza
region.
2.3.3 Design Response Spectrum
For calculation of buildings and different structures with spectral method, in the case
of horizontal seismic forces, the spectral acceleration design values Sa are defined by
the following (based on Design Seismic Norms KPT-No.2-89):
Sa= kExkrx y xxg
where:
kE: seismicity coefficient depending on seismic intensity and soil
category (see Table 2)
kr:building importance coefficient (see Table 3)
y: structural coefficient (see Table 4)
: dynamic coefficient, the value of which aredependent on the freevibration period (see Fig.2 );
g: gravity acceleration
Table 2 Seismicity Coefficient kE
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Category
of soil
Seismic intensity (MSK-64)
VII VIII IX
I 0.08 0.16 0.27
II 0.11 0.22 0.36
III 0.14 0.26 0.42
Table 3 Building Importance Coefficient kr
Category Description of building and structuresImportancecoefficient
kr
I
Buildings and Structures of Extraordinary Importance
a) Buildings and structures where small damage may cause
catastrophic damage like: poisoning of the population, fire
explosions, etc.
b) Buildings and Structures of a very big economic or strategic
importance.
c) Buildings and Structures where the interruption of the
technological process is allowed.
4
1.75
1.5
II
Buildings and Structures of Special Importance
a) Buildings and Structures, which have a special importance for
post earthquake recovery, like: telecommunication network, fire
station, big hospitals, big flour factories etc.
b) Buildings and Structures whose damage may cause big
causalities, like: schools, nursery schools, kindergarten, cinema,
stadiums, hotels, and other objects like these where there are big
concentration of peoples.
c) Buildings and Structures whose damage may cause losses for
the economy.d) Buildings and Structures of special cultural and monumental
value.
1.5
1.3
1.2
1.2
III Buildings and Structures of Ordinary Importance
Buildings and Structures that are not included in other categories,
like: residential buildings, different institutions, like: museums,
libraries, hotels, schools, cinemas, etc., different factories and
1.0
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plants, big warehouses, engineering structures like: retaining
walls, water towers and others.
IV
Buildings and Structures of Secondary Importance
Buildings and Structures whose damage does not cause big losses
of human life or interruption of technological process.
0.5
V
Temporary Buildings and Structures
Buildings and Structures whose collapse does not risk the
peoples life.
No
calculation
is needed
Transport structures
Category Description of building and structures
Importance
coefficient
kr
I
Railway or road bridges with special importance and all
other bridges with light bay HD:
HD >= 50m.
1.5
II
Railway or road bridges with light bay (HD):
a) 30m < HD < 50m
b) 18m < HD
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Table 4 Structural coefficient
Category Description of building and structures
Structural
coefficient
I Constructions with metallic frame. 0.20
II
Constructions with reinforced concrete frames when is not
consider frame-wall interaction:
a) h/b = 25
c) 15 < h/b < 25
where: h - is columns height
b - is columns dimension in the seismic force direction.
Note: For the different storeys height value is determine on
the average value of the rapport h/b.
0.25
0.38
interpolated
IIIConstructions with reinforced concrete frames when
considering frame-wall interaction.0.3
IVCombined structures with reinforced concrete (frames
combined with vertical structural walls). 0.28
VConstructions with reinforced concrete walls.
0.3
VIBuildings with masonry walls not reinforced with concrete
columns 0.45
VIIBuildings with masonry walls reinforced with concrete
columns 0.38
VIII
High constructions with small dimensions in plane, aschimney, antenna, water tower and other high constructions
like them:
a) metallic
b) concrete and reinforced concrete
c) masonry
0.3
0.4
0.45
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IX
Tanks, blockhouse and other constructions like them
(supported directly on the ground or on the columns):
a) metallic
b) reinforced concrete
0.2
0.25
X
Bridges :
a) with reinforced concrete understructure
b) with concrete understructure
0.25
0.28
XI
Retaining walls:
a) with reinforced concrete
b) with concrete and stone
0.25
0.28
XIIUnderground structures.
0.25
XIII
Hydraulic structures as barriers and other structures like
them:
a) with site materials
b) with concrete and reinforced concrete
0.25
0.35
XIVOther hydraulic structures as tower for water, tower for
entering in tunnels, equilibrium tower etc. 0.35
: dynamic coefficient which is determined from the below formulas and from Fig.2:
1. For first soil category
0.65 = 0.7Ti 2.3 (4) (Seismic Norm)
2. For second soil category
0.65 = 0.8Ti 2.0 (5)(Seismic Norm)
3. For third soil category
0.65 = 1.1Ti 1.7 (6) (Seismic Norm)
where: T1: Fundamental period of free vibration which shall be carried out using the
methods of structural dynamics, or by means of approximate formulae which are
based on the principles of structural dynamics.
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Fig.3Dynamic Coefficient
2.3.4 Base Shear Force
The seismic base shear force Eki for each direction is determined as follows
(based on Design Seismic Norms KPT-No.2-89):
kkirEki QKKE = 1
ki the coefficient of the seismic load distribution, which answer to the i forms ofown oscillations of the construction at the k level; this coefficient is determined as
per paragraph 2.6.5 or 2.6.6 of the Design Seismic Norms KPT-No.2-89.
Qk is the weight of the engineering work, which is concentrated in the k level and
is determined in base of calculating loads (permanent or temporary) reduced with
combination coefficients of the table (3) (paragraph 2.3.2) in conformity with the
point 2, 3, 4 of the Design Seismic Norms KPT-No.2-89.
3.0 Geological and Hydrogeological condition
In this chapter we will treat the geological composition of the area making use of the
existing studies and site works performed by ALTEA & GEOSTUDIO2000 Sh.p.k.
3.1 Existing Investigations
In Bulqiza region there are performed investigations for researches of useful minerals
such as copper, chrome and other minerals. Regional investigations for the
preparation of the geological map of Albania are performed. Geological
investigations were carried out in the civil engineering field, when the hydropower of
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Fierza the construction materials that might be used for the construction of the dam
were being investigated. Geological and engineering investigations have been
performed for the railway bridges.
Albania is a part of Alpine geosynclines with a tectonic movement development.
The oldest structures are in Hercinian. These deposits are found at the tectonic zone ofKorabi.
Tectonic development of Balkan is as a result of an interaction between Euroasia plate
and Africa plate.
The geostructure that takes part in the Albanian territory is called Albanide and it is
the continuation of Dinarides in the North and Helenides in the South.
From the tectonic point of view, Albanides are divided into North Albanides and
South Albanides. The divisive boundary between North and South Albanides is the
deep Shkoder Peje tectonic deflection.
North and South Albanides themselves are divided into indoor Albanides and outdoor
Albanides as below:
Indoor
North Albanides
Outdoor
Indoor
South Albanides
Outdoor
The Indoor North Albanides include only the region of Krasta Cukali.
The Outdoor North Albanides include the region of Alps and Kruja region.
The Indoor South Albanides include Korabi and Mirdita region.
The Outdoor South Albanides include Krasta Cukali region, Kruja region, Ionian
region and Sazan and Karaburun region.
The structural geology of Albania is divided into big tectonic units, which havedifferent characteristics from each other. These are:
- Albanian Alps,
- Korabi,
- Mirdita,
- Kraste Cukali,
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- Kruja,
- Ionian,
- Sazani and Karaburuni.
- Albanian Alps Region This region continues from the territory of FormerYugoslavian Republic of Macedonia. In this region there are present mostly
calcareous rocks. There is a great advancement of the Carst phenomenon in
these rocks. The geological advancement has started with the deposits of
Permian (P) and it goes on with the geological deposits up to Oligocene (Pg3).
This region is in contact with south regions through a deep tectonic line, which
is called Shkodra-Peja disjunction. Through this valley with tectonic origin
Drin River flows.
- Korabi Region This tectonic unit lays on the East of Albania at border with
Kosovo and Macedonia. The majority part of this tectonic zone extends over
the borders of Albania, in Macedonia and Greece. The Alpine geosynclinals
during Triassic period has made large tectonic changes. Geological history of
Korabi region has started in periods of Silurian and Devonian (S D) and has
continued up to quaternary. This entire tectonic region is overlaying Mirdita
region. At their contact area there are found tectonically destroyed rocks.
- Mirdita Region This region is called internal region. In this region we have
an advancement of volcanism, and magmatic and volcanic -sedimentary rocks
are found. In some parts of this region, during Neogene period there are
created some hollows of tectonic and erosion origin such as Kukes hollow,
Burreli hollow, Librazhd hollow, Pogradec hollow, Korca hollow and Kolonjahollow. In these hollows granular formations have been deposited.
The other regions are not important for the road segment, for this reason we
are not discussing them.
Bulqiza tunnel zone is part of Mirdita region. In this region there are present Basic
and Ultra basic rocks, limestone deposits and granular deposits. But in the region
where the road passes are present the deposits below:
a) Ultra basic rock (Olivinite, Peridotite, Pyroxenite)
c) Quaternary Deposits Q4
a. J 2-3 Ultra basic rocks; Olivinite, Peridotite and Pyroxenite with grey to olivecolor, having many cracks, form stable slopes. These rocks are sometimes
serpentined and their physical and mechanical characteristics weaken a lot. In
these cases the serpentined zones are encountered in the tectonic contacts.
According to the studies done in this zone, there are not tectonic zones of big
width, but only tectonic lines and the destroyed zone is maximally 5-10m in its
two sides. The superficial part of these rocks is fissured intensively and
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therefore, in the valleys of the different torrents, there are always falls of
stones of different size. These rocks are nearly met toward the middle of the
tunnel until the Plani I Bardhe village and Bulqiza city.
c) Quaternary Deposits
According to the way of formation these deposits will be divided into torrent
deposits and colluvium deposits.
- Torrent Deposits are represented by the formations of some streams around
the region such as Thirra up to Kolsh, and other smaller streams. In some cases these
deposits intertwine with alluvial deposits. They are composed of silty clays, sands and
silty sands; are moderate consolidated and are found at the beds of the streams. They
have a thickness of 4.0-5.00 m.
- Colluvium Deposits are represented by silty clays and gravelly silty clays.
They are moderate consolidated and are found in the valley slopes. These deposits rest
on the core formations and have a thickness of 1.0 2.50m. In some cases these
deposits are unstable; they slide in the direction of relief downfall. Emphasizing that
the road passes through stable zones and these deposits do not affect its stability. With
the new alignment these areas will be completely eliminated.
3.2 Hydrogeological Conditions
From the performed investigations in Bulqiza area (from the measurements
taken at the boreholes and exploratory holes) it results that the underground water
level. The authors of the investigation have made use of all existing and the new
works. These works possess several meassurements made during the investigation
period and it results that in the majority part of the region the underground water levelis very deep during all seasons except the period when the surface is full of snow.
From the performed tests it comes out that they are neutral waters and not aggressive
against steel and concrete.
4.0The geological conditions of the zone where will be constructed the tunnel.
In accordance with the existing studies, boreholes and the materials accumulated
of the site visits, we are making a general description of the geological engineering
and geotechnical conditions of the zone where pass the tunnel.
From the Entrance until the exit of the tunnel are met the ultra basic rocks that are
composed of pyroxenes, peridotites and olivine. The main minerals of this zone are:Pyroxenes are represented by clino-pyroxenes, ortho-pyroxenes. The quantity of
pyroxenes monocline and rhombic is different; in some cases it is noted the passage
from pyroxenes to pyroxenes and olivine, in some other cases they contain
plagioclase. Pyroxenes monocline is the main part of the rock having grains 1-3mm
up to 5-6mm. Quantities of Pyroxenes rhombic are bigger than those of pyroxenes
monocline. Olivine is gradually increased up to 15% and is serpentined.
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Peridotites are composed of serpentined olivine, pyroxenes rhombic, pyroxenes
monocline and rarely plagioclase; as accessories minerals there are met chrome
whereas as secondary minerals there are met magnetites, oxides of iron,
carbonate.talk.serpentine.
Olivine is replaced from serpentine and magnetite secondary, orthopyroxenesrepresent 35%, clino-pyroxenes represent 25-30%, whereas the rest is serpentined
olivine.
Quantity of olivine, pyroxenes rhombic and pyroxenes monocline increase and
decrease in rapport with each-other. Ortho-pyroxenes is represented under grains
3mm very deformed (kind-band). They have a layer texture with a fall toward South
up to South-West angle of falling 50-60o, with cracks and traversed by tectonic
separating line.
Dunite (olivinite ) These rocks are scattered from the contact with gabbros until to the
exit of tunnel. Their upper part is weathered. Their main mineral is olivine and they
contain little pyroxenes. Chrome is met as an accessory mineral. Olivine in some
cases is represented serpentined. In these rocks there are some minerals of chrome
possibly displaced from each other because of tectonic movements.
In dunite rock there are observed even layers or strata of pyroxenes falling towards
South up to Southwest with an angle of fall 40-60o.
Frequent interlacing of these kinds of rocks reduces much the stability of these rocks.
Contacts between them are mostly tectonic. Tectonic lines serve also as channels for
the passage of the underground waters. Another factor that reduces the stability of the
rocks is the system of the primary cracks which in ultra basic rocks is very developed.
From the contact with gabbros at the direction of North-East, in ultra basic rocks there
are tectonic separating lines and zones having a thickness from some cm until 20m;
those are present in torrents, small valleys and hillsides.
4.2 Physical mechanical characteristics of the rocks met in the zone of tunnel
Based on several field works and laboratory tests performed for the rocks met in the
zone of tunnel, we will show the two principal kinds of rocks as follows:
For Ultra basic rocks
Specific gravity Gs = 2.78- 2.85T/m3
Bulk density = 2.65-2.82 T/m3
Void ratio e = 0.10-0.06
Permeability k=5.10-2 5.10-6 cm/sec
Velocity index (VF/VL) I= 0.45-0.52Rock Quality Designation RQD = 35-45%
Modulus deformation E = 2.4.102-2.6.103 MPa
Poisons ratio = 0.10-0.20
Uniaxial compressive strength Rc = 60-70 MPa
Growth of temperature with the advancing of the depth in the rock = 2.4-2.5o Celsius
for 100m depth from the ground surface.
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For Tectonic fault
Specific gravity Gs = 2.68- 2.69T/m3
Bulk density = 2.10-2.18 T/m3
Void ratio e = 0.23-0.35Permeability k=4.10-2 6.10-3 cm/sec
Rock Quality Designation RQD = 0-10%
Modulus deformation E = 20-30 MPa
Uniaxial compressive strength Rc = 3-4 MPa
For Colluvium Deposits
Specific gravity Gs = 2.62- 2.66T/m3
Bulk density = 1.90-1.96 T/m3
Void ratio e = 0.60-0.72
Modulus deformation E = 7-8 MPaCohesion C = 0.010Mpa
Shearing resistance = 26o
4.3 Hydrogeological conditions of the zone of tunnel.
From the surveys made in the zone of Qaf Bualli, like geological works for the
discovery of the mines of chrome and cooper that are present in the basic and ultra
basic rocks, (those works have been perforations up to 300-400m deep, different
galleries of a few hundreds meters long), it has been noted that the underground water
are mainly the waters of the cracks of the rocks gathered from the showers and the
snow.The annual average of showers is 952-1523 mm/year.The snow thickness is
2.00m.The snow cover lasts 110 days / year. The coefficient of infiltration in thoserocks is 0.15-0.20 of the precipitations quantity that penetrates mainly during tectonic
detachments. The sources of waters are in the high quota or in the middle of the
mountain sides. The quantity of water in those sources is 1-2 liter/sec.
In the deep cuts of the torrent of Plani I bardhe are not met sources of water, which
demonstrates that their permeability is very small. In those rocks are distinguished
two kinds of aquiferous zones:
1. The upper zone: corresponds with the weathering zone, which have a big fissuring
and goes until 50m deep. There are met waters without pressure and free fall.
2. The lower zone: is characterized by the gathering of water in tectonic detachments
in depths 700-800m from the surface of ground.
The observations done during several years for the purpose of the mineral works ofthe zone of tunnel have shown that the quantity of the waters is bigger in tectonic
detachment, in serpentinite. The infiltration of water into mineral works during
showers and snow goes from 30% to 130% in comparison with the annual average
flow. As far the big depth, like the road tunnel, the quantities of water as a result of
showers will come after some months.
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Based on the above mentioned data and on the Bieniawski classification the quantity
of water in 10m long of tunnel will be 2-10 liter per minute. It is foreseen that the
underground waters will be waters without pressure.
5.0 CONCLUSIONS AND RECOMMENDATIONS
1. In the zone Qaf Bualli the new tunnel will pass through a hilly and
mountainous relief.
2. From the hydrogeological point of view the zone of tunnel is poor in
underground waters. In the studied area are encountered some sources with a
flow 2-10l/hour. They surge in high quota 800-850m, which shows that the
phenomenon of fissuring is reducing towards the depth expect the tectonic
fault that must be considered at the tunnel project. Summarizing the
hydrogeological material these rocks have a small permeability with a filtering
coefficient of order 10 -4 cm/sec. The water is hydrocarbonate of magnesium.
General mineralization less than 300-350mg/l and hardness smaller than 10o
German grade.
3. From the geological point of view in the zone of tunnel are encountered the
ultra basic rocks composed of peridotite, olivinite and Pyroxenes.
4. The rocks structure in the zone of tunnel has a continuity of a general
orientation North East-South West. Deep South-South West 45-56o. Tectonic
fault are present in the zone of tunnel. They have a general orientation NorthEast South West. Thickness of the zone of breaking is 5-8.00m and rare 20-
25m. The quality of the Rock of the tunnel classified class 4-5 according
Engineering Rock Mass Classifications Z.T. Bieniawski.
5. According to the Seismic Regionalization Map the area where will be built the
tunnel is evaluated with an oscillation intensity of VII degree scale MSK-64
6. From the data of boreholes opened for the research of minerals of the zone of
tunnel at the summit of Runje, it results that the geometric scale various from
2.40-2.50o Celsius in 100m depth.
7. Disponible data show that during the excavation of the tunnel nearly 60% (of
the work) will be in fractured rock and 40% will be in tectonic zones or
weakened as a result of the process of chlorination or serpentinisation of the
primary rocks.
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6.0 BIBLIOGRAPHY
1. Principi di geomeccanica. Autori Prof.Ing. Otello DEL GRECO, Prof.Ing.
Mauro FORNARO.
2. Geotechnical Engineering. Author Renato Lancellota Department of structural
Engineering, tachnical University of Turin 2006.
3. Handbook of Geotechnical Investigation and Design Tables Author Burt Look
Consulting Geotechnical Engineer Teulor & Francis 2006
4. Geological Hazards Author Fred G. Bell Consulting Geotechnical Engineer
Teulor & Francis 2006
5. The Slop of Stability 2nd Edition Author E.N. Bromhead ConsultingGeotechnical Engineer Teulor & Francis 2006
6. Debris Flow Mechanis, Prediction and Countermeassures Author Tamotsu
Takahashi Consulting Geotechnical Engineer Teulor & Francis 2006
7. Foundation Design Codes and Soil Investigation Authors Yusuke Honjo; Osamu
Kusakabe; Kenji Matsui; Masayuki kouda Gyaneswor Pokharel Teulor &
Francis 2006
8. Foundation Engineering Handbook Design and Construction with the 2006
International Building Code edited 2006 by Robert W. Day.
9. Engineering Geology edited by F.G. Bell Second Edition 2007
10. Engineering Geology (Principles and Practice) Edited and Compiled
by M.H. de Freitas 2007
11. Principles of Geotechnical Engineering Fifth Edition by Braja M,Das
2006
12. Deep Excavation Theory and practice Chang Yu Ou National Taiwan
University of Science and Technology Taipei Taiwan 2009
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13. Experimental Rock Mechanics Kiyoo Mogi Profesor of university of
Tokio 2009
14. Expansive Soils Recent advances in characterization and Treatment
edited by Amer Ali Al-Rawas & Mattheus F.A. Goosen University of
Turabo,Puerto Rico USA 2009
15. Geotechnical Engineering of Dams; Robin Fell (University of New
South Wales Australia), Patrick MacGregor Geologis, David Stapledon
Geologist, Graeme Bell Consulting Dams Engineer 2009
16. Soil Sampling and Method of analysis Edited by M.R. Carter & E.G.
Gregorich Canadian Society of Soil Scence. Taylor & Francis Group. 2009
17. Geotechnical and Environmental Aspects of Waste Disposal Sites
R.W.Sarby (University of Wolverhampton, United Kingdom) & A.J.Felton
(University of Wolverhampton, United Kingdom) 2009
18. Rock Slope Engineering Civil and Mining Duncan C. Wyllie and
Christopher W.Mah. Taylor & Francis 2009
19. Foundation on rock Duncan C. Wyllie Principal ,Golder Associates,
Consulting Engineers Vancouver, Canada Tay;or and Francis 2009
20. Inxhinieria Sizmike Prof Doctor Niko Pojani Botimet Toena 2003
21. Soil Improvement By Preloading Aris C. Stamatopoulos ,Panaghiotis
C. Kotzias 1985 A Wiley Interscience Publication
22. Geotechnics of soft soil Focus on ground Improvement Minna
Karstunen (University of Strathclyde,Gloagow,Scotland,UK) Martino Leoni
(University of Stuttgart Stuttgart Germany ) 2009
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23. Associazione Geotecnica Italiana (raccomandazioni sulla
programmazione ed esecuzione delle indagini geotecniche).
24. Les essais in situ en mcanique des sols (Ralisation et interprtation)
Maurice CASSAN Eyrolles Paris 1978.
25. MECANIQUE DES SOLS APLIQUEE aux travaux publics et au
btiment. K Terzaghi, R.B. PECK. Dunod Paris 1961.
26. Prove geotecniche in sito. Cestari FERRUCIO 1990.
27. La mcanique des sols. J.VERDEYEN. V.ROISIN, J.NUYENS
Dunod. Paris 1980.
28. Soil Mechanics: Concepts and Applications William powrie Profesor
of geotechnical Engineering ,Unuversity of Southampton,Hinfield.SouthamptonSO17 1BJ E & SPON London 1996
29. Fondation et Ouvrages en Terre Gerard PHILIPONNAT Editiond
Eyrolles 61 Boulevard Saint-Germain,7005 Paris 1979.
30. Rock Characterization Testing and Monitoring ISRM Suggested
Methods Editor ETBROWN
31. Report on a Ground Investigation at Jaguar Racing Wind Tunnel,
Gaydon, Warwickshire. Norwst Holst Soil Engineering L.t.d. 2001
32. Ground Engineering the Magazine of the British Geotechical
Associations February 2002.
33. Geological, engineering and geotechnical investigation performed by the
Department of Geology and Geodesy for the crom factory in Bulqiza 1960
1980.
34. Geological study for the ultrabasic massive of Bulqiza region made by geological
enterprise Bulqiza1969-1980.
35. Geological and geotechnical study for the Bulqiza zone by ALTEA &GEOSTUDIO 2000 1996-2011
36. Geological and geotechnical investigations for rural roads performed by ALTEA
& GEOSTUDIO 2000 at Bulqiza Zone1997-2011.
37. Geological and geotechnical investigation performed by ALTEA &
GEOSTUDIO 2000 for Bulqiza Ura Cerenecit road 2005.
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38. Geological and geotechnical investigation performed by ALTEA &
GEOSTUDIO 2000 for Bulqiza Ura Vashes road 2008.
39. Geological and geotechnical invesgtigation performed by ALTEA &GEOSTUDIO 2000 FOR Qafa Buallit tunnel during design time 2008
40. Foundation Design and Construction. M J Tomlison, Fourth Edition.
41. Engineering Rock Mass Classifikations Z.T. Bieniawski June 1989
42. Mekanika e dherave dhe e shkembit Autore Luljeta Bozo,Neo GORO
viti 1983
43. Vetite fiziko mekanike te dherave dhe shkembinjve AutoreN.KONOMI viti 1989
44. British Standard (BS1377) 1990.
45. Code Of Practice For Site Investigations (BS 5930:1999)
46. Astm Standard 2003.
47. Aashto Standard 2006.
48. Kushtet teknike te projektimit KTP-78 Libri I 1 KTP-5-78
49. International Building Code 2006
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Photo No.1: The place where is done the borehole
Photo No.2: The sample from BH-1 depth 0.00-5.00 m
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Photo No.3: The sample from BH-1 depth 5.00-10.00 m
Photo No.4: The sample from BH-1 depth 10.00-15.00 m
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Photo No.5: The sample from BH-1 depth 20.00-25.00 m
Photo Nr.6: The sample from BH-1 depth 25.0-27.0 m
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Photo No.7: The place where is done the borehole
Photo Nr.8: The sample from BH-2 depth 0.00-5.00 m
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Photo Nr.9: The sample from BH-2 depth 10.0-15.0 m
Photo Nr.10: The sample from BH-2 depth 15.0-20.0 m
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Photo Nr.11: The sample from BH-2 depth 20.0-25.0 m
Photo Nr.12: The sample from BH-2 depth 25.0-30.0 m
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Photo Nr.13: The place where is done the borehole
Photo Nr.14: The sample from BH-3 depth 5.0-10.0 m
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Photo Nr.15: The sample from BH-3 depth 10.0-15.0 m
Photo Nr.16: The sample from BH-3 depth 15.0-20.0 m
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Photo Nr.17: The sample from BH-3 depth 20.0-25.0 m
Photo Nr.18: The sample from BH-3 depth 25.0-30.0 m
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Photo Nr.19: The sample from BH-3 depth 30.0-35.0 m
Photo Nr.20: The sample from BH-3 depth 35.0-40.0 m
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Photo Nr.21: The sample from BH-3 depth 40.0-45.0 m
Photo Nr.22: Pamje nga sheshi i punimit
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Photo Nr.23: The sample from BH-3 depth 0.0-5.0 m
Photo Nr.24: The sample from BH-3 depth 5.0-10.0 m
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Photo
Nr.25:
The
sample
from
BH-3
depth
10.0-
15.0 m
Photo Nr.26: The sample from BH-3 depth 15.0-20.0 m
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Photo Nr.27: The sample from BH-3 depth 20.0-25.0 m
Photo Nr.28: The sample from BH-3 depth 25.0-30.0 m
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Photo Nr.29: The sample from BH-3 depth 30.0-35.0 m
Photo Nr.30: The sample from BH-3 depth 35.0-40.0 m
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Photo Nr.31: The sample from BH-3 depth 40.0-45.0 m
Photo Nr.32: The sample from BH-3 depth 45.0-50.0 m
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Photo Nr.33: The sample from BH-3 depth 50.0-55.0 m
Photo Nr.34: The sample from BH-3 depth 55.0-60.0 m