Geological Report of Qafa Buallit Tunnel During Construction Time2011

7/30/2019 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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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



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



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.


GEOSTUDIO 2000 for Bulqiza Ura Cerenecit road 2005.

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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 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


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Photo Nr.13: The place where is done the borehole


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Photo Nr.22: Pamje nga sheshi i punimit

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Photo

Nr.25:

The

sample

from

BH-3

depth

10.0-

15.0 m


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Documents

Geological Report of Qafa Buallit Tunnel During Construction Time2011