geologija Cetinja

GOVERNMENT OF MONTENEGRO MINISTRY OF SUSTAINABLE DEVELOPMENT & TOURISM

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MAY 2013.

PRELIMINARY DESIGN FOR WWTP CETINJE & SEWERAGE NETWORK WITH FACILITIES

MUNICIPALITY OF CETINJE / MONTENEGRO

GEOTECHNICAL STUDY

IOV10-17 IK CONSULTING ENGINEERS APRIL 2012

GENERAL PROJECT CONTENT

No. NAME OF PROJECT PART

GEOTECHNICAL STUDY

HYDROLOGICAL STUDY ON RAINFALL AND FLOW

BOOK 1 GENERAL BOOK

BOOK 2 SEWAGE NETWORK

BOOK 3 ATMOSPHERIC NETWORK

BOOK 4 HYDRAULIC TUNNEL BELVEDER

BOOK 5 WASTE WATER TREATMENT PLANT (WWTP) Volume 5.1 Process design

Volume 5.2 Hydraulic design

Volume 5.3 Architectural design

Volume 5.4 Mechanical design

Volume 5.5.1 Electrical design new TS

Volume 5.5.2 Electrical design electrical equipment for the treatment process and SCADA

Volume 5.5.3 Electrical design additional installations

Volume 5.6 Previous expropriation study



GEOTECHNICAL STUDY

IOV10-17 IK CONSULTING ENGINEERS APRIL 2012

TERMS OF REFERENCE



GEOTECHNICAL STUDY

IOV10-17 IK CONSULTING ENGINEERS APRIL 2012 PAGE 1

TABLE OF CONTENT

1. CAPTION .................................................................................................................................................. 3

1.1. GENERAL INFORMATION ABOUT EXPLORATION AREA .................................................................................... 3

1.2. TIME WHEN THE RESEARCH WAS PERFORMED .............................................................................................. 3

1.1. MORPHOLOGICAL CHARACTERISTICS OF THE AREA ...................................................................................... 4

1.2. HIDROGEOLOGICAL CHARACTERISTICS OF THE AREA .................................................................................... 5

1.2.1. HIDROGEOLOGICAL FUNCTIONS AND FEATURES OF THE ROCK MASSES ............................................. 5

1.3. CHARACTERISTICS OF METEOROLOGY ........................................................................................... 10

1.3.1. CLIMATE 10

1.3.2. THE AIR TEMPERATURE ................................................................................................................. 10

1.3.3. AIR HUMIDITY............................................................................................................................ 11

1.3.4. RAIN 11

1.3.5. WIND 11

1.4. HYDROGRAPHIC NETWORK ........................................................................................................................ 11

2. REVIEW OF RESEARCH EXECUTED BY NOW WITH A BRIEF OVERVIEW OF RESEARCH

RESULTS AND EXTENT OF RESEARCHES ...................................................................................... 12

2.1. GEOLOGICAL SURVEY ......................................................................................................................... 12

2.2. TECTONIC SURVEY ................................................................................................................................. 12

2.3. GEOMORPHOLOGIC SURVEY ...................................................................................................................... 13

2.4. GEOPHYSICAL SURVEY.............................................................................................................................. 13

2.5. HYDROGEOLOGICAL INVESTIGATIONS ........................................................................................................ 13

2.6. ENGINEERING-GEOLOGICAL SURVEY .......................................................................................................... 14

2.7. SEISMOLOGICAL SURVEYS AND ACTIVITIES ................................................................................... 16

2.8. SEISMIC SURVEYS AND TESTING MICROTREMOR ....................................................................... 17

2.9. OTHER FIELD TESTING ........................................................................................................................ 17

2.9.1. GEOLOGICAL FEATURES OF THE WIDER AREA .................................................................... 19

2.9.2. GEOTECHNICAL CHARACTERISTICS OF SPACE ................................................................. 20

3. RESULTS OF THE SURVEY WITH DATA PROCESSING .................................................................. 22

3.1.1. GEOTECHNICAL FEATURES OF LAYERS WITH THE CONCLUSION OF THE LEVEL OF EXPLORATION ..... 22

3.1.2. GEOTECHNICAL PROPERTIES OF THE SOLID ROCK MASSES ALONG THE SECOND PART OF THE

PIPELINE ROUTE LOCATION WWTP....................................................................................... 26

4. ENGINEERING-GEOLOGICAL CONDITIONS OF PIPELINE CONSTRUCTION OUT OF CETINJE

FIELD AND FOUNDATION WWTP ....................................................................................................... 30

4.1. FACILITIES TECHNICAL DATA ............................................................................................................ 30

4.2. CONDITIONS FOR THE SEWERAGE EXCAVATION...................................................................................... 30



GEOTECHNICAL STUDY


4.2.1. KLASSIFICATION AND CONDITIONS FOR SEWAGE NETWORK PERFORMING ....................... 30

4.2.2. STABILITY OF THE EXCAVATION AND SURROUNDING TERRAIN ......................................................... 31

4.2.3. DRAINAGE OF THE AREA................................................................................................................ 31

5. CONCEPT AND METHODOLOGY FOR THE PREPARATION OF THE FINAL DESIGN ................. 32

5.1. INTRODUCTION .......................................................................................................................................... 32

5.2. DEVELOPMENT OF SURVEY PROJECT.......................................................................................................... 32

5.3. REALIZATION OF THE SURVEYS PROJECT ......................................................................................... 33

6. CONCLUSIONS ..................................................................................................................................... 35

7. REFERENCES AND FUNDED DOCUMENTATION ............................................................................ 36

8. LIST OF DRAWINGS ............................................................................................................................. 37



GEOTECHNICAL STUDY


1. CAPTION

Geotechnical Study for a conceptual design of sewerage infrastructure and wastewater treatment plant ( below the WWTP), wich made pursuant to the contract no. 10-17, concluded with the Ministry of Sustainable Development and Tourism R. Montenegro and IK Konsalting i projektovanje, Belgrade, Studentski trg street, No.4. The study was arranged in accordance with:

Standard on the content of the research projects of geological Republic Montenegro (Official Gazette of the Republic of Montenegro no. 9/85 and 16/85);

Law on Geological Exploration Republic Montenegro (Official Gazette of the Republic of Montenegro no. 28/93, 27/94 42/94 26/07 28/11).

This study was conducted in May 2011th year.

Geotechnical Study of the types and quantities based on the types and volumes of previous research for different purposes.

It is considered that this level of conceptual design there is sufficient engineering data for geotechnical studies. Based on the results of the research data and technical information, is made the geotechnical documents in which is the geotechnical conditions and limitations for design and construction of sewage networks and facilities subject to wastewater treatment.

1.1. GENERAL INFORMATION ABOUT EXPLORATION AREA

Cetinje is on the geographic coordinates: latitude 4223' and east longitude 1855'. It is the historical and current capital of Montenegro while Montenegro's capital city is Podgorica. The city is located in the same karst area name located in the southern part of the republic at the foot of the mountain Loven, the average altitude of 670m covers an area of 910 km2. In te municipality area is a village River Crnojevi, located on the banks of the Skadar lake, with 330 inhabitants, in which is constructed (WWTP) with the suitable capacity.

Cetinje has 15 353 households or 4707, municipality have 18742 population census since 2003. year.

Because of its authentic architecture and many historic buildings, relics, monasteries, churches and museums, this city was named the "city of museums".

Areas of research are on the page of Kotor, basic geological map 1:100,000 and covers a narrower south-eastern part of the map (Fig. 001). Location of investigation area is shown on engineering-geological map (Fig,002).

1.2. TIME WHEN THE RESEARCH WAS PERFORMED

The geotechnical study was done on the basis of available documentation - Osnovna geoloka karta SFRJ, list Kotor (K 34-50) 1:100 000 tekstualna i

grafika dokumentacija, 1969.;



GEOTECHNICAL STUDY


- Seismological and seismic surface micro-urban areas of Cetinje SO, Geological Survey of SR Montenegro-Titograd,1983.;

- The results of geotechnical investigations for various locations in Cetinje (location of the Red Cross Elementary School Njego, military, Zeta House and Austrian, English, French and Turkish embassy), Geological Survey-Titograd, 1980.;

- Preliminary Project hydropower solutions of the basic system of flood protection Cetinje, Belgrade-Centroprojekt, 1987.;

Figure 1. Geographical position of exploration area

1.1. MORPHOLOGICAL CHARACTERISTICS OF THE AREA

The region of Cetinje is typical karst field, with shape of irregular Cyrillic letter "G". Elevation of area is in the NW part of about 720 m above sea level, in the middle of 650 m and SE about 640 m above sea level. The slope of the field is generally to the SE with local variations to the east and south, and it is about 2 . Relief rim of the field is very jagged, partly with a uniform slope or fall of karst plateaus with numerous karst sinkholes and minor-grooves erosion. The maximum elevation of the rim are about 820m above sea level - the northwestern part of the district-slopes in the range of 10-45 .



GEOTECHNICAL STUDY


Slika 2. Geomorfoloka karta ireg podruja istraivanja

1.2. HIDROGEOLOGICAL CHARACTERISTICS OF THE AREA

1.2.1. HIDROGEOLOGICAL FUNCTIONS AND FEATURES OF THE ROCK MASSES

Based on the behavior of rock masses by underground and surface water, type of porosity, and the spatial position of hydrogeological phenomena on the area of Cetinje is sort over:

- Well water-permeable rock masses that are characterized by intergranular porosity

- Well water-permeable rock masses that are characterized by cracking and cavernous porosity

- The complex of water-permeability and water- impermeable rock masses that are characterized by intergranular porosity

- The complex of water-permeability and water-impermeable rock masses that are characterized by cracking and cavernous porosity

- Water-impermeable rock masses.

Water permeability of rock masses

- Well water-permeable rock masses that are characterized by intergranular porosity

To this group of the rock masses belong: Glacia-fluvial sediments, gravels, sands and rock fragments of the limestone and dolomite composition; glacia sediments represented with sands, gravels and halfrounded blocks, represented by diluvial sediments represented with rock fragments with small percentage of clay and scree.



GEOTECHNICAL STUDY


Glacia fluvial sediments represented by gravels, sands and transitional varieties of lithologic members and entrails mostly carbonate composition building up the largest part of Cetinje field, ie. its central parts. Featured Glacia-fluvial sediments belong to the group well water-permeable rock masses with Kf> 1x10 cm/s. These intergranular collectors were formed over karstified limestone, dolomitic limestone, and there are natural conditions for a significant accumulation of groundwater in this part of the field in the form of dense aquifers. This can be judged by the group earlier dug shallow wells which yield very little or no water during the dry time of year. In general, fluvio-glacial sediments are mainly presented the sproovodnike collectors and not for the underground water reservoirs.

Diluvial sediments are represented by by limestone rock fragments and scree and gave little distribution in the Cetinje area. They where found sporadically in the area between tunnel-table and wastewater treatment facility. These well water-permeable rocks that the collectors are also conduits for free underground water.

Well water-permeable rock masses that are characterized by cracking and cavernous porosity

To this group belong to the banked masses of rock and layered limestone, dolomitic limestone with interbeds of dolomite upper-Triassic age (1T3), banked up layered and massive limestones of the middle Jurassuc`s and upper Jurassuc`s age (J2+J3); layered limestone and dolomitic limestone lower Jurassuc`s age (1) These rock masses have gratly distribution. They build the peripheral parts of area of the Cetinje, including the tunnel tollna, the pipeline route to the WWTP, including the location of the plant. In general, these are strong karstified areas with numerous surface and underground features characteristic of holokarst. On the part of courts built from this group of rock masses, generally entirely absent underground water aquifers.

The depth of karstification is dictated by stratigraphic level midle Triassic flysch or volcano-sedimentary series, which means that up to that depth (which is on the area of Cetinje field and over 300 m) have been developed karst collectors and reservoirs of source water. In brief, isolated rock masses are in the group water-permeable environment through which it develops fast circulation of groundwater throught numerous cracks, fissures, karst channels and caverns where the deeper parts of the terrain forming broken karst aquifers.

The complex of water-permeability and water- impermeable rock masses that are characterized by intergranular porosity

To this group of rock masses belongs: glacial sediments represented sands, gravels and larger halfrounded blocks that are more or less mixed with clay; proluvial-alluvial sediments which are represented by gravels, sands, sandy gravels in places mixed with clay and glacio-fluvial sediments are represented by sands, gravels, rock fragments, clays and conglomerates.

The glacial sediments are separated in this group are widespread in the far west part of Cetinje field. Permeability and impermeability of the sediments depends on the percent participation and position od the clay`s component. In these sediments excavated several wells with depth of 4-6m in which the water retention capacity due to glacial sediments and their clayed in the lower parts of the terrain.

Fluvio-glacial sediments (presented with: sands, gravels, rock fragments, conglomerates and clay build up area of Donji and Donje Polje in Cetinje field.



GEOTECHNICAL STUDY


Permeability of isolated alluvial and Glacia-fluvijal sediment section above the ground varies considerably (depending on the particle size distribution, percentage in clay and its spatial position) and range from those completely impervious presented with the pure clays (the coefficient of filtration 1x10-7cm/s) to the well water-permeable presented with very clean gravels and rock fragments with Kf> 1x10 cm/s.

The complex of water-permeability and water-impermeable rock masses that are characterized by cracking and cavernous porosity

In this rock masses group there are separated only massive and banked dolomite which are upper Triassic and lower Jurassic age. Dolomites above the age of building up the area or perimeter area of Cetinje field. Hydrogeological characteristics of dolomites in this area are variable and their specific hydrogeologic features and functions. The specificity of the dolomite in this area is reflected in their very different behavior of the underground and surface waters. Dolomites zone of the same age and in some places are different hydrogeological characteristics.

For example, along the southeastern rim of Cetinje field in the dolomite and the upper-Triassic age formed a zone the abyss in these same fields and Lipska cave. Water from the river Crnojevi emerge directly from the Obod cave that is also formed in the dolomites.

The caves and sinks are characterized by a wide inlet and outlet holes, wide and long channels, caverns and galleries of different shapes. It says that it is a porous rock masses characterized by cavernous porosity. In contrast, there are plenty of examples where some parts of the dolomites behave as impermeable rock mass

At the contacts of dolomites and dolomitic limestones, or directly from them, there are springs low yield or are formed directly in their caves and holes with water throughout the whole year. Such sources are Pitet of the northwest edge of Cetinje field and spring of the Crnojevia River. Besides, in these fields made of dolomite of Upper Triassic age, there are whole areas that are waterproof, so that the water flowing over their surface. Such is the case with the dolomites of the southwestern rim of Cetinje field in the Borovik valley and on the track from Cetinje to Crnojevic river. From the above reasons, grounds built of dolomites are separated into a separate group - a complex of permeable and impermeable rock masses.

Water-impermeable rock masses

In this group we have isolated glacio-fluvial sediments, sinkholes Slatita (Ivanova Korita) being introduced by clays, sands and clayed gravel; marly limestones with interbeds of dolomites and cherts lower Jurassic age (2J1) and tuffs, and cherts (sedimentary-volcanogenic series) middle Triassic age and terra rossa. Glacio-fluvial sediments were deposited in the valleys Blatita on Ivanova korita where they have an average thickness of 4-7m dominant participation in these sedinenata have high-plastic clays. These are viewed as a whole waterproof sediments with Kf=2,3x10-5 1x10-7 cm/s.



GEOTECHNICAL STUDY


Sedimentno-vulkanogena serija srednjetrijaske starosti pretstavIjena tufitima i ronacima koju su takoe uvreni u ovu grupu nepropusnih stenskim masa izgrauje neznatne uzane delove terena na krajnjem junom obodu Cetinjskog polja. Volcanogenic-sedimentary series of middle Triassic age are presented with the tuffits and cherts, which are also included into this group of impermeable rock mass builds minor narrow parts of the terrain on the southern edge of Cetinje field. Springs

Groundwater of Cetinje field, and part of Rijeka Crnojevica are present in the form of broken karst aquifer formed in the rock masses characterized by cracking and cavernous porosity and tight issued in environments characterized by intergranular porosity.

Broken karst aquifer

In this part of the field there are formed carbonated rock masses (limestones, dolomites and dolomite-limestones) Triassic and Jurassic age. These relate mainly to drain directly from precipitation through surface of the karst forms, as well as numerous cracks, fissures, caverns and channels that permeate the interior of carbonate rock masses. Atmospheric Water Immersed through limestone, dolomite limestone and dolomite in the tour continues inside, where the rock mass in the deeper parts of the karst terrain formed by the broken springs. Karstification and forming and draining issued in the wider area karst courts Cetinje, primarily caused by impermeable stratigraphic level of the flysch and volcanogenic-sedimentary series of meddle Triassic age, the existence of the more prominent regional faults and erosion base which gravitate towards the groundwater.

High altitude location, or depth to flysch sediments and sedimentary-volcanogenic complexes of the middle Triassic age, of which largely depends on the depth of karstification and depth to groundwater levels in the area is quite impressive Cetinje field are partially identified previously performed exploratory drillings. In the area of the Donji kraj in Cetinje field and depth of these sediments is about 185 m, which was concluded with the borehole C-4.

The minimum level of groundwater broken karst aquifer in this part of the field (Donji , pod Poeke, Delje) is presented on the map with hydro contour lines are made on the basis of previously performed annual observations (decembar 1970.- septembar 1971.). Piezometric boreholes (C2, C3, C4, C5, i C6) shows that the general direction of groundwater circulation that are here present at depths of 60-100 m, from west to east, ie towards the main fault of Cetinje. The amplitude of fluctuations, ie the relationship between the minimum and maximum groundwater levels in the area designated observations are in the ranges from 25-27 m.



GEOTECHNICAL STUDY


The fault of Cetinje which extends along the edge of the field south-east, roughly north-south direction were brought to the same level lower Jurrasic dolomite limestone and dolomite with age of upper Triassic age. Particularly intense and deep karstification developed in the eastern wing fault of Cetinje that was lowered and the level and depth to groundwater karstic aquifer in this part of the much higher. So usual, for example cave Lipska that was once safe presented collector-conductor ground flow in the direction of Cetinje field- cave Obodska, situated at a height of about 500 m above sea level, ie about 150 m below the bottom of the field are Cetinje. Today it is almost dry and is in the hydrodynamic zone of the vertical circulation of groundwater, because of the karst process provided an even greater spring descent. The bay of Ceklinsko Dobrska is located at lower elevations around 300mnm but is no permanent groundwater outcrops. All of this talk about the deep karstification of the field practically to the level of Lake Skadar.

Draining the karst aquifer of the wider area of Cetinje field is done via spring of Crnojevica River which is surely determined by the underground water-marking to multiple locations. Hydrogeological connection between the main sink in the southeastern part of the Cetinje field with Obodska springs (springs of the Crnojevica River) was established in October 1935th year. During the marking of water in the gulf is affected about 100 l / with the Obodska springs drained about 1 m3 / s Labeled water is a fictional journey of about 6.5 km, the altitude difference of about 600 yards passed for 41 hour, moving at the speed of fictitious about 158 m / minute. During the periodic floods sinks in Cetinje field, the swallow, and up to 4 m3 / s of water.

Coverage of Obodska springs in the hydrological maximum and were over 15 m3/s. This suggests that the main underground flow (Cetinjska underground stream) except through the the abyss of the perimeter and fed limestone-dolomite terrain of Cetinje field, as part of the karst terrain in the area from Cetinje to spring Crnojevia River. Tracing groundwater karst aquifers of Cetinje field (at the time of Cetinje sinks do not swallow the water) was performed and 9:07 1974th The throw-in 37 kg of dissolved sodium fluorescein-Uranine exploration well in the C-4 in Donjen end. Labeled water formed on 28.07.1973. was also the Obodska Vrela.

Dense aquifer

Tight-fluvial aquifer sediments Glacia of Cetinje field are small distribution, thickness and abundance. This is witnessed and shallow wells dug by Glacia-fluvial sediment with water retention capacity due to these sediments.

Dug wells are encountered mainly in the Lower End and Lower Fields (Cetinje field) ie. built on part of the complex terrain of permeable and impermeable rocks represented by sands gravels, the entrails and giinama. Oscillations in water levels in some wells have a tendency to follow the annual, precipitation regimes in Cetinje field, which indicates the existence of certain weak airborne aquifers in the area of these wells, which yield a very small (3-4 l / min). Depth to ground water level is represented by dense issued on the map hydro-isobath, which were made on the basis of field data depth to water level through existing wells, which occurred in early March, 1982nd year. As seen from the hydrogeological map of "Donje Polje" area is periodically flooded, while the rest of the depth to groundwater levels in aquifers dense hydrological maximum range of 0-5 m, and in the "Donji Kraj" area of 3-4 m.



GEOTECHNICAL STUDY


Hydrogeological phenomena

In the area of Cetinje there is various hidrogeological phenomena including the most characteristic stain and occasional springs, wells, pits and caves, caves with water and sinks.

Springs

On the mapped area appears several permanent springs that draw mainly from the dolomites which are upper Triassic and Jurassic age, or at the contact of permeable and impermeable rocks at higher elevations in the field.

Spring of the Crnojevi river - Catchment area of the spring of the Crnojevi river is about 100 km2, a simple procedure of karst terrain in which the field is Cetinje, Dobgsko village, witnesses, Spring, Ljubotina id r. Coverage of this source in the dry time of year is about 280 l / s. Water is polluting the Crnojevi river with industry waste of the Cetinje. Spring Pitet - flow out directly from the dolomites of the upper Triassic age, in the far north western edge of Cetinje field. It is a source of low capacity of the hydrological minimum is less than 1 l / s.

Pits and caves with water

Since the cave with water are the most characteristic Obodska Cave (source Crnojevia River) and the cave Cetinje Cetinje. Both of these phenomena have been formed in the dolomites gornjetrijaske age. Sinks are along cleavages zones and the perimeter major forms of karst (sinkholes, karst fields). Most characteristic are sinsks of Cetinje. The sinks of Cetinje are formed in the extreme southeastern part of the field (lower field) along the existing striking faults north-south.

These pits are discharged wastewater industry Cetinje (Factory Kouta, Auto transport companies "Bojana") without filtering, leading to pollution sources Crnojevia Rivers and Lake Skadar. In the rainy season when sink capacity is not large enough to be able to receive all the water comes to a periodic flood of Cetinje field (Donje Polje).

1.3. CHARACTERISTICS OF METEOROLOGY

Analysis of climatic factors and hydrological parameters for the purpose of this survey have a certain order to review the hydrogeological characteristics of the terrain, and the groundwater regime. This chapter analyzes some of them, such as temperature, precipitation, winds.

1.3.1. CLIMATE

Moderately continental. Warm, dry summers, the average temperature of 20 C, cold, wet winter, average temperatures 2 degrees Celsius, rainy spring and autumn. It is interesting that, although one of the rainiest cities in Europe, and the city with the highest average rainfall in the former Yugoslavia, the town has no surface water flows.

1.3.2. THE AIR TEMPERATURE

The average annual fluctuation of the average monthly temperature is around 20 C at the meteorological station Cetinje.



GEOTECHNICAL STUDY


Maximum temperatures are above 40 C and reaches a minimum -20 C. Daily temperature fluctuations are also evident.

1.3.3. AIR HUMIDITY

Relative humidity was inversely correlated with air temperature and humidity decrease with increasing temperature and reverse.

The highest relative humidity was recorded in December of 86.5% and the lowest value was found in May, 68.2%. It is interesting that in the period April - August is practically no difference in water content in the air, which ranges from 68% to 71%.

1.3.4. RAIN

Due to the collision of warm and cold air masses, this area is next to the church Orjen, rainfall is one of the richest if not the richest part of Europe. In the warmer part of the year there are heavy rain fall, sometimes over 250 mm per day.

Total annual precipitation for the period from 1929 to 1961, averaging about 3000 mm / year. provided, however, as the maximum recorded in 1927 (6861 mm / yr.) a minimum in 1953 (1910 mm). According to some data in the 1927th in Cetinje is 9000 mm fell. In the winter, especially during January, snow is on this common ground and falling on average 13 days with a maximum stay of 98 days, registered in 1956 when he registered the greatest snow depth is reached, ie: 205 mm.

1.3.5. WIND

According to the data station Cetinje, for this area is characterized by a large number of days with so-called. quiet, poorly dispersed rose of wind the with the prevailing northwest winds and rare, but the strongest south wind, and a large average number of clear days, which is mainly due to the morphological characteristics of the terrain.

1.4. HYDROGRAPHIC NETWORK

Hydrographic network is poor, and I reduced the short-term intermittent streams that exist only during rainy periods or stronger after the melting of the snow. Taken as a whole surface runoff is the total water balance is negligible. The only permanent surface flow of the Crnojevi river which is actually the lowest drainage outlet hydrological cascades and plunge bases underground karst waters of this region.



GEOTECHNICAL STUDY


2. REVIEW OF RESEARCH EXECUTED BY NOW WITH A BRIEF

OVERVIEW OF RESEARCH RESULTS AND EXTENT OF RESEARCHES

This section shows all geological engineering (geotechnical) and hydrogeological studies in the urban area of Cetinje. The general conclusion that can be made applicable to one part of something rarer detailed researched this area and the uneven level of exploration of different parts of space, with the most researched area of Cetinje field.

2.1. GEOLOGICAL SURVEY

For practical reasons, it is important for the determination of the route of building facilities and storm sewer at the conceptual design, regional geological studies have been reduced to authors: Z. Bei, V. Rdulovi, B. iri i B. Milovanovi.

The most recent data were obtained in the preparation of Basic Geological Map Yugoslavia, Budva and Kotor sheets 1:100 000, which created the Geological Institute of Belgrade and Titograd

Through this research are detailed lithostratigraphic characteristics studied. rock masses, structural-tectonic features of the terrain and the mutual spatial relations of rock masses and its neotectonic features. Are also examined and recorded the appearance of useful resources and significant geological phenomena are the result of modern physical and geological processes. In this respect special value are the papers mentioned Basic hydrogeological map of SFRY and their interpretation as the basic geological map of the terrain, Kotor sheet. It is very important works about the data processing including exploration drilling in the field of Cetinje.

2.2. TECTONIC SURVEY

Indivisible from the exploration lithostratigraphic features of the terrain there were tested structural-tectonic relations and conditions in this area, but mainly as an integral part of a wider area.

In this respect the articles say: J. Durkar-a, R. Bukovskog, L. Kobera, B. Milovanovia, B. iria, Z. Beia, K. Petkovia, B. Sikoeka, M. Rkosandia, B. Maksimovia i dr.

From these papers it follows that in this area stand out as essential structural elements kraljut or covers. As can be seen on the Review tectonic map of the terrain, the main geotectonic units are para-autohton, l Cukaii or the zone of Budva-Bar and wrinkle of Visoki Kr. They are separated from each other with wrinkles and sleeves.

Treatment area of research Cetinje to Rijeka Crnojevia, fully covers a zone in which the High Karst plicative structure of the so-called points. Lovcen anticlinorium, a rupture of several major faults north and east of Cetinje (doriinantan the gravitational cetinjski cleavages). The whole subject area stands out, besides anticlinorium structure of the terrain and parquet blocks with unequal amounts of movement.

This state is reflected intensively on one geological terrain features that are of practical importance-its hydrogeological, engineering and seismological characteristics and peculiarities.



GEOTECHNICAL STUDY


2.3. GEOMORPHOLOGIC SURVEY

Geomorphological research underlying the field were carried out mainly in regionalnin scale and mainly begins with works of the J.Cviji. Furthermore the following investigation and the court dealt with the characteristics of M. Vaosovi (1955), and A. Vukovi (1960/61) who was in combined team from Belgrade exercised Geozavod speleological research

Especially interest in this field is to determe conditions of the creations of karst sinkholes and caves of the fields in which the Cetinje. In addition, this study is associated with hydrographic and hydrological characteristics of the terrain, its tectonics and other prerequisites. In this sense the work is interesting V. Radulovic card karstification grounds for Montenegro and other works that have defined the terrain features in this regard.

2.4. GEOPHYSICAL SURVEY

They Have been performed both in the surroundings areas and in certain localities. Our aim was to introduce regional relations courts in connection with the decrypting tectonic elerenata, and also the study of karst hydrogeological problems.

Since the works relating to the area say the works of Cetinje J. Kitanovi. Since the detailed geophysical study highlight the shallow and deep electrical measurements performed in Cetinje field for hydrogeological investigations (1971./73.). These measurements and their interpretation are defined by the thickness and character of sediments fluvioglacijalnih Cetinje poija and thickness of limestone and dolomite karst collectors. This work was performed Geozavod from Belgrade.

2.5. HYDROGEOLOGICAL INVESTIGATIONS

For areas of Cetinje and Rivers Crnojevia they have done regionally and detailed hydrogeological studies which are separated by underground (hydrogeological catchments) as one of the essential-a characteristic of this karst terrain, then the direction and speed of movement of groundwater, and their water abundance.

Regional hydrogeological study which covered this area were carried out for the lake basin Skadarskon (V. Radulovic 1970./73.). They are substantially defined by bit field hydrogeological conditions based on existing data and work within the following research. Are defined by the hydrogeological features of some of rock masses and complex hydrogeological phenomena and shows, their regime and other essential elements.

Detailed hydrogeological studies have been performed first of all 1960th The (A. Vukovic) the staining of sinks and determining the direction of drainage of groundwater and further staining was performed in Cetinje field and along the road to Budva. This Radovin proved that all the groundwater from the zone, gravitate toward hot or boiling river Crnojevia that appears directly isood Obod cave and a bounty of over 200 l / s minimum.

Detailed hydrogeological studies have been performed in the field of Cetinje, the issue of water supply solutions aim of the present town of Cetinje.



GEOTECHNICAL STUDY


These studies were performed in the period since 1971. to 1973. The (A. Vukovic - B. Mijatovic Geozavod from Belgrade) and included: detailed hydrogeological mapping, geophysical measurements (140 probes), hydrogeological monitoring of natural and artificial groundwater strips Poiju, exploration drilling 5 piezometers and one test wells (BC -3), spring flow routing solution uraninna, abridged (20) and bacterial (5) analysis groundwater, processing of meteorogical data.

In detailed studies of Cetinje field, we studied the free and shallow arched released in Quaternary sediments and Duhok karst aquifer. From the standpoint of water supply was the only interesting karst spring so it is much more intensively researched and tested with regard to the knit spring. The level and the abundance of free aquifers have been studied by single-dug wells and stationary observations. In jednokratniri observations during August 1969th year - drought) in 30 facilities, NPV has been observed at depths of 2.2 to 11.2 m, usually 5-7 m. Stationary one-year observation was performed on 3 facilities as follows: BN-30 in the lower-end, BN-6 at the Forest Estate and BN-17 with Bojana in the field below. Were measured following the extreme levels of aquifers:

object NPV (m) date BN-30 4,0 20.12.1969. BN-6 0,0 5.01 i 5.03.1969. BN-17 1,2 5.12.1969.

It was noted that the level of free compact issued after heavy rainfall and melting snow in the lowest parts of the field of karst depression and over 1m above ground level (Lower Field in Cetinje). Otherwise, free recharge aquifer comes from the dense precipitation and a small number of peripheral sources. Otherwise, the yield of this aquifer is weak and is only a few l / min. This is just a consequence of this aquifer hidrogeological function which is defined as a conductive collector-not because the reservoir is descending into karst drainage collector intense.

Karst spring in the complexes of limestone, dolomites and dolomitic limestone at considerable depths of 50-300 m, ie. elevations of 600-350 m above sea level.

The tickness Quaternary sediment is partly estimated and partly determined (Cetinjsko polje) maximum about 8-12 m.

2.6. ENGINEERING-GEOLOGICAL SURVEY

This research involved and the Soil testing and related studies, conducted mostly on a smaller scale and in some newer buildings in Cetinje. At this stage of the study these data were available.

For the purposes of the study, "Seismological and seismic base micro-urban areas of Cetinje, with Ivanova Korita, Njegusi, and Crnojevia, Report, Geological Survey of SR Montenegro - Titograd, 1982. year, was drilled 15 exploration boreholes with labels C-1 to C-15 (Table. 2.6.1.).



GEOTECHNICAL STUDY


Table no. 2.6.1. Exploration borehole in the urban area of Cetinje for the purposes of seismic and surface seismic zonation

No

De

sign

atio

n o

f the

exp

lora

tion

bore

hole

coordinates (m) elevat-on (m)

orie

nta

-

tion

Dep

th

(m)

Dep

th

NPV

(m

)

Dep

th

PPV

(m)

Date of drilling X Y

1 C-1 4 693 253,20 6 576 610,90 643,08 0/0 7,70 - - 3.12.-4.12.1981. 2 C-2 4 693 392,70 6 576 756,90 640,80 0/0 10,00 - - 5.12.1981 3 C-3 4 693 613,80 6 576 898,80 638,45 0/0 11,00 0,80 11.12.-15.12.1981. 4 C-4 4 695 043,10 6 576 444,00 650,48 0/0 11,20 5,00 14.01.-18.01.1982. 5 C-5 4 694 951,80 6 575 132,40 674,42 0/0 7,00 - - 12.01.1982. 6 C-6 4 694 504,86 6 574 869,60 685,19 0/0 3,50 - - 12.11.1981. 7 C-7 4 695 436,20 6 573 838,10 726,16 0/0 4,00 - - 17.11.1981. 8 C-8 4 695 671,30 6 574 521,00 698,54 0/0 3,00 - - 18.11.1981. 9 C-9 4 695 249,20 6 575 753,70 663,84 0/0 8,00 13.01.1982.

10 C-10 4 694 238,40 6 574 788,30 689,04 0/0 5,00 - - 11.01.1982. 11 C-11 4 695 196,90 6 575 423,10 670,70 0/0 10,00 - - 19.12.1981.-7.01.1982. 12 C-12 4 693 620,40 6 576 594,00 641,20 0/0 9,60 1,02 1,80 20.11.-21.11.1981. 13 C-13 4 693 447,40 6 576 987,10 638,68 0/0 13,00 8.12.-10.12.1981. 14 C-14 4 693 483,00 6 576 417,40 645,50 0/0 10,00 6,00 3,00 19.11.-20.11.1981. 15 C-15 4 695 372,80 6 575 117,00 679,76 0/0 9,00 12.11.1981.

In addition to the above, for purposes of determining building conditions were used for the exploration wells of buildings for various purposes (Table. 2.6.2.). Exploration drilling and geotechnical laboratory tests conducted Geological Institute of Montenegro in Titograd.

Table no. 2.6.1. Exploration well in the urban area of Cetinje for the construction of special purpose cutting of high

No

De

sign

atio

n o

f the

exp

lora

tion

bore

hole

location elevation (m)

orie

nta

-

tion

dept

h (m

)

dept

h N

PV (m

)

dept

h PP

V (m

)

year of drilling

1 B-1 The Austrian embassy

654,40 0/0 8,50 1980. 2 B-2 654,60 0/0 9,60 1980. 3 B-3 654,40 0/0 13,00 1980. 4 B-4 664,40 0/0 10,00 1980. 5 B-1

Cultural and historical monument - French embassy

0/0 10,00 1980. 6 B-2 0/0 10,00 1980. 7 B-3 0/0 10,00 1980. 8 B-4 0/0 10,00 1980. 9 B-1

Red Cross Cetinje 657,10 0/0 10,00 1980.

10 B-2 657,70 0/0 10,00 1980. 11 B-3 657,90 0/0 10,00 1980. 12 B-4 657,40 0/0 10,00 1980. 13 B-1

Administration Building Trgopromet - Cetinje

645,15 0/0 10,00 1980. 14 B-2 645,20 0/0 10,00 1980. 15 B-3 645,70 0/0 10,00 1980. 16 B-4 645,75 0/0 10,00 1980. 17 B-1

Cultural and historical monument - Turkish embassy

0/0 10,00 1980. 18 B-2 0/0 10,00 1980. 19 B-3 0/0 11,00 1980.



GEOTECHNICAL STUDY


No D

esig

na

tion

o

f the

exp

lora

tion

bore

hole

location elevation (m)

orie

nta

-

tion

dept

h (m

)

dept

h N

PV (m

)

dept

h PP

V (m

)

year of drilling

20 B-4 0/0 10,00 1980. 21 B-1

Cultural and historical monument - English embassy

0/0 10,00 1980. 22 B-2 0/0 10,00 1980. 23 B-3 0/0 10,00 1980. 24 B-4 0/0 10,00 1980. 25 B-1

Cultural and historical monument Zeki dom

643,48 0/0 10,00 1980. 26 B-2 643,69 0/0 10,00 1980. 27 B-3 643,34 0/0 10,00 1980. 28 B-4 643,80 0/0 10,00 1980. 29 B-1

Monument - Military apartment

0/0 8,00 1980. 30 B-2 0/0 8,00 1980. 31 B-3 0/0 9,00 1980. 32 B-4 0/0 10,00 1980. 33 B-5 0/0 10,00 1980. 34 B-6 0/0 10,00 1980. 35 B-1

Elementary school Njego 645,46 0/0 10,00 9,50 5,90 1980.

36 B-2 645,30 0/0 10,00 1980. 37 B-3 645,40 0/0 10,00 1980. 38 B-4 645,30 0/0 10,00 1980.

2.7. SEISMOLOGICAL SURVEYS AND ACTIVITIES

Montenegro, especially the coastal zone belongs to the most active seismic region, where it takes frequent and strong seismic activity. One of the unstable hot spots is the wider region of Cetinje area. According to the seismological map of Yugoslavia from 1987. The area belongs to Cetinje with the maximum expected earthquake intensity following the MSK-64 scale and occurrence probabilities of 63% for the following return periods:

- 50 year 7o; - 100 year 8o; - 200 year 8o; - 500 year 9o; - 1000 year 9o; - 10000 year 9o.

Existing recent instrumental data and historical data on the number of seismic activity in the wider region of Cetinje, and the presence of numerous hot spots of close and distant earthquakes generally characterized by an area municipality of Cetinje as a zone of high seismic activity.

According to the Republic Seismological Bureau -Titograd,1982: - The adopted values of the acceleration of soil vibrations in the rock:

o the reference period 50 year a (g) = 0,117 g; o the reference period 100 year a (g) = 0,170 g;



GEOTECHNICAL STUDY


o the reference period 200-500 year a (g) = 0,246 g - Adopted values mikroseizmikog earthquake intensity I (oMSK-64) the

acceleration of soil vibrations in the rock: o the reference period 50 year I(oMSK-64)=7o MCS; o the reference period 100 year I(oMSK-64)=8,5o MCS; o the reference period 200-500 year I(oMSK-64)= 9o MCS

2.8. SEISMIC SURVEYS AND TESTING MICROTREMOR

For the purposes of seismic and surface seismic micro-urban areas of Cetinje, with "Ivanova Korita, Njegusi, and Crnojevi" in the narrow urban area of Cetinje were performed refractive test the seismic profile along with labels 7 Pr. Pr 17 to 23rd At 6 profiles were registered approaching only the longitudinal elastic waves (Vp), and at one approaching longitudinal (Vp) and shear elastic (Vs) wave. At 5 profiles were detected in 3 environments with different values of the elastic wave velocity. At least the speed set in the recent Quaternary Glacial-fluvial sediments, and the other two environments with higher values in the carbonates and dolomitic rock masses.

In the study of various special-purpose facilities are also performed refractive seismic exploration along 10 profiles up to 60 m, but the results were not available during the preparation of this study.

Tests of soil oscillations at the same 7 locations of buildings were made mikrotremorska tests on 14 points. Neither of these tests were not available in the preparation of this study.

2.9. OTHER FIELD TESTING

All research for the development of seis-surface geological and seismic microzonation of the urban area municipality of Cetinje was performed according to the design of research activities in 1979. year. They included the following activities, some have already shown:

I The previous cabinet works I/1 Project design of research activities I/2 Analysis of the available documentation I/3 Analysis of photographic material

II Field works II/l Hydrogeological and engineering-geological mapping II/2 Exploratory drilling with the filling of the holes (shown above) II/3 Mapping of core drilling II/4 Sampling of core from boreholes for laboratory analysis II/5 Standard dynamic penetration experiment in eight exploration boreholes with label C

III Geoelectrical testing III/1 Sounding the the AB / 2 100 and 200 m (not used in the interpretation)

IV Seizmic testing



GEOTECHNICAL STUDY


IV/1 seismic testing (Vp and Vs of the wave) IV/2 Measurement microtremor of the soil IV/3 Measurement of free oscillations of individual objects

V. Geodetic Works V/1 Record and calculate the coordinates and elevation are performed on

exploratory boreholes VI Laboratory test the of the 17 samples

VI/1 Granulometric composition, bulk density, application consistency, the angle of internal friction with cohesion

VI/2 Specific weight and coefficient of filtration VI/3 Granulation and moisture

VII Seismic tests VII/1 Creation of the catalogs of earthquakes M = 3.5 / R = 100 km and a

influents of the distant hotspots with M = 5 VII/2 Mapping epicenters

VII/3 Determining the basic level of seismic intensity VII/4 Determination of macroseismic fields VI1/5 Determination of seismic risk VI1/6 Seizmostatika analysis

VIII. Engineering-Seismological Works VIII/1 Determination of earthquake parameters in the basic rock VIII/2 Determination of geotechnical terrain model VIII/3 Defining the influence of the field on the earthquake VIII/4 Recommendations for urban planning and design VIII/5 Recommendations for architectural and engineering planning and design

IX. The final cabinet works I/1 Creating hydrogeological maps 1:5 000 I/2 Creating engineering geological maps 1:5 000 I/3 Creating morpho metric map 1:5 000 I/4 Creating map of the field stability 1:5 000 I/5 Creating map of field suitability for urbanization I/6 Creating map of the seismic microzonation 1:5 000

In the survey of individual objects, which are mentioned in section 2.6. (table no. 2.6.2.) were also carried out in a specific field test the boreholes, such as a standard dynamic penetration. The boreholes at 9 locations of buildings on site are made dynamically SPT tests on 32 depths boreholes

They were taken on Soil testing, in the scope:



GEOTECHNICAL STUDY


- granulometric composition 59 tests - Specific and volume mass 19 tests - Humidity 19 tests - Shear test 1 test - Test of compression 2 tests - Atterrbergs consistency limits 2 tests

2.9.1. GEOLOGICAL FEATURES OF THE WIDER AREA

The basis of the surrounding area of Cetinje field are solid carbonate rock masses represented by dolomites, dolomitic limestones and limestones. The rock masses are mechanically cracked and karstified and whose degree of karstification just depends on the cracking and chemical composition of carbonate rocks.

The above rocks are on the surface zone extensively degraded and fragmented. Mostly they were discovered, although the field of karst areas, sinkholes and bays covered by Quaternary formations.

In the area of Cetinje, the solid mass of rock covered by fluvio-glacial and alluvial-proluvial sediments.

Fluvio-glacial formations in this area are of variable thickness - from 1 to 20 m are represented by gravelly-sandy-clayey sediments with frequent alternation is not correct.

On this area are represented on the rock masses of Mesozoic (Triassic and Jurassic) and the Quaternary:

Upper Triassic (T3, 1T3 )- rocks of the Upper Triassic age are represented by dolomite and dolomitic limestone (T3) as long as they developed their lateral facies limestone and dolomitic limestone.(1T3). These Triassic rocks were discovered in the anticlinal parts of the terrain in the area of the Loven with Cetinje as the area Rijeka Crnojevia. Facies of dolomitic limestone builds most of the rim of Cetinje field. Dolomitic limestone building higher elevation of the terrain.

Lower Jurassuc (1J1)- Lower Jurassic sediments are represented by limestones, marly limestones with interbeds of dolomites and dolomitic limestones and cherts..

Middle and upper Jurassuc (J2+3)- Middle Jurassic and Upper Jurassic aged banked and layered, oolitic limestone build higher peaks of the "Stirovnik" areas and its lower elevation south slopes. In the area of Njegus were developed in the western parts of the study area in a wider zone between Krsca and Fields. The thickness of these layers is about 700 m.

Quaternary (Q): Quaternary sediments are present in the form of glacial formations, alluvial deposits, and slope and wave terra-rossa material.

Glacial formations are represented by moraines (gl), fluvio glacial layer (FGL) and limo glacial material (lgl



GEOTECHNICAL STUDY


During the glacial epoch, the Diluvial, the highest mountain Loven (elevation 1749 m), Orijen (elevation 1895 m) and Bijela Gora (elevation 1608 m), were the glaciers. With these mountain glaciers are spread in different directions and are coming down to lower ground.

Fossil glacial traces were in the area closest to the Adriatic Sea Orjent of all traces of other mountains in the Dinaric Alps. According to J. Cvijic (1924) one of the glaciers that descend from Orjen came a near Risan and near Orahovac, perhaps, even to the sea. Snow line was at an altitude of about 1300 m above sea level.

Complex, karst Orjent glaciers were adjusted to pre-glacial karst relief, and their glacial tongues, which, according to L. Savitsky was 20, coming down through individual bays and karst depressions of 600-700 m above sea level.

J. Rianovi (1959) believes that glaciation Orjent the covering of the type of karst glaciers with minimal movement and local ice masses. However, the huge moraine material at considerable distances from the cirque does not support this view.

In areas where the glaciers stopped, the solvent and retreated, leaving moraines by a variety of karst cavities and karst areas.

Local speaking Glacia-fluvial sediments (glf) are composed of gravel, rock fragments, sands and clays with conglomerates and transitional variants, depression fills the field of Cetinje. Their thickness ranges up to 20 m in the area of Cetinje field.

2.9.2. GEOTECHNICAL CHARACTERISTICS OF SPACE

2.9.2.1. TYPES AND VOLUMES OF GEOTECHNICAL SURVEY

2.9.2.1.1. FIELD SURVEY

Available and accessible data on the geotechnical properties of geological units in the narrow space of Cetinje, were used:

- Seismic and base seismic micro-zoning of urban areas SO Cetinje, Department of Geological Survey of SR Crna Gora-Titograd, 1983

- Reports the results of geotechnical investigations for the following locations in Cetinje: location of the Red Cross, Elementary School Njego, military haus, Zeta House and Austrian, English, French and Turkish embassy, Geological Survey-Titograd, 1980 Preliminary design of hydro-technical solution of the basic system of flood protection Cetinje, Centroprojekt-Belgrade, 1987.

- Preliminary Project hydropower ading the basic system of flood protection Cetinje, Centroprojekt-Belgrade, 1987.

The processed results are available experiment done on 28 samples from 15 boreholes in Cetinje, the maximum depth of 10 m. Their positions are given in the IG field situation (Appendix 002) and field engineering geological cross sections (Figures 003, 004 and 005).

2.9.2.1.2. GEOMECHANICAL AND HYDROCHEMICAL LABORATORY TESTS

According to current standards, were performed classification tests and trials to determine the mechanical properties of soil-resistant and deformable properties.

The results of these laboratory tests are given in the summary table No. 2, but the some tests are presented in the corresponding common forms:



GEOTECHNICAL STUDY


Tests were performed to determine the following values of parameters: - natural moisture; - Atterbergove granice konsistencije; - Atterberg consistency limits; - Volume mass in a natural state and in the dry state, - Direct shear.

2.9.2.2. HYDROGEOLOGICAL CHARACTERISTICS AND FUNCTION OF ROCK MASSES

Survey area is constructed of a material with the following structural types of porosity:

- The inter-grain porosity in Quaternary gravel-sandy sediments - Sub-capillary and cracks porosity in the clay layers and lenses within the

Quaternary sediments.. - Cracking and cavernous porosity in carbonate rock masses.

Generally all areas have a collector-conductive-hydrogeological function so that they do not create the aquifer. This is an indication that the ground in the territory of Cetinje spun well drained, thanks to the fact that water through a series of cracks caverns, caves and other karst forms plunges through the carbonate massif and can not settle significant amounts of water for a longer period.

In this field despite good water-permeability field in a time of intense precipitation, whose quantities are not negligible in the wider regional context, sometimes there is a leakage of water at the ground surface, which in this urban area, and sometimes cause significant damage. This is because of the recent intergranular gravel and sand are relatively widespread clay layer of variable thickness, which in periods of inundations represents a hydrogeologic barrier that separates the shallow grit released in the middle of dislucion spring with limestone aquifers in the basement, which is considerably greater depth.

From the hydrogeological phenomena, as mentioned in this space include the following: permanent and temporary springs, wells, tanks with water and sinks.



GEOTECHNICAL STUDY


3. RESULTS OF THE SURVEY WITH DATA PROCESSING

The purpose of previous survey of the wider area: - primary and regionaly in the making of the primary geological map SFRJ,

sheet Kotor 1:100.000; - specific studies, regional, morphological, hydrogeological and separate works,

which are either regional or related to the hidrogeological determination of hydrogeological deeper aquifers and water quality;

- Detailed studies to determine the conditions of construction (foundation) and the exploitation of various locations in Cetinje, such as the location of the Red Cross Elementary School Njego, military, Zeta House and Austrian, English, French and Turkish embassy.

According to a preliminary consideration of the depth of foundation pipe and some objects from the WWTP are 1-5 m below the surface.

3.1.1. GEOTECHNICAL FEATURES OF LAYERS WITH THE CONCLUSION OF THE LEVEL OF

EXPLORATION

3.1.1.1. GEOTECHNICAL PROPERTIES OF SOIL IN CETINJE FIELD

At the location of Cetinje solid rock masses are covered with fluvio-glacial and diluvial deposits. Generally dominated gravel materials with interbeds and lenses of sand and clay contaminants that are locally weakly bound. fluvio-glacial formations in this area are of variable thickness (from 1 to 20 m) Deluvial formations occur locally, and the entrails are represented by limestone and dolomite heterogeneous size distribution of silty clay and sandy, as a product of decomposition.

For the purposes of preliminary design was performed engineering reconnaissance of the terrain. According to existing geological documentation of the route passes through the sewage system two different geological structures. These are:

Humified clay Gravelly-sandy-clayey areas and Gravelly sandy areas

Tables no. 3.1.1. and 3.1.2. given the physical-mechanical (geotechnical) properties of gravelly-sandy-clayey sediment environments fluviglacial fields of the Cetinje: Allowed load of the recent material Based on the available documents on conditions of high-rise facility targeted on the basis of form bands, singles or boards, the depth of foundation mostly 1.3 to 1.5 m, the mean loads of areas represented are:

Humified clay qa=165 kN/m2 Gravelly-sandy-clayey areas qa=160 kN/m2 Cracked carbonate rock mass qa=157 kN/m2



GEOTECHNICAL STUDY


Since the variation is very small foundation board would be in similar intervals, but based on a small number of data mean values of the allowable loads for all areas is: qa=270 kN/m2



GEOTECHNICAL STUDY


Table no. 3.1.1. The results of geotechnical laboratory testing in the available documentation: the first 10 m of the surface

label

n

a

t

u

r

a

l

m

o

i

s

t

u

r

e

w

(

%

)

Limit of cosistency Granulometric composition % Volume mass Strength parameters

Filtration coefficient Kf (cm/s)

Direct shear oedometer compressibility

f

l

o

w

l

i

m

i

t

w

t

(

%

)

l

i

m

i

t

o

f

p

l

a

s

t

i

c

i

t

y

w

p

(

%

)

I

n

d

e

x

o

f

p

l

a

s

t

i

c

i

t

y

I

p

(

%

)

I

n

d

e

x

o

f

c

o

n

s

i

s

t

e

n

c

y

I

c

G

r

o

u

p

s

y

m

b

o

l

A

C

c

l

a

y

6

0

m

m

Wet Dry

(

o

)

c

(

k

N

/

m

2

)

M

s

(

0

-

5

0

)

k

N

/

m

2

M

s

(

5

0

-

1

0

0

)

k

N

/

m

2

M

s

(

1

0

0

-

2

0

0

)

k

N

/

m

2

M

s

(

2

0

0

-

4

0

0

)

k

N

/

m

2

Small medium large small

0,06-0,2 mm

0,2-0,6 mm

0,6-2,0 mm

2,0-6,0 mm (kN/m3) d (kN/m3)

the first 10 m of the surface C-1 (3.0-3.3) 11.4 - - - - - 2 18 15 8 10 40 7 - - - 0 - - - - 5.40E-04 C-1 (6.0-6.3) 44.8 86.5 40.2 46.3 0.9 MH 21 65 11 2 1 0 0 16.4 11.3 18 20 - - - - 1.80E-07 C-2 (1.7-2.0) 21.1 29 13.1 15.9 0.5 CL 25 72 3 0 0 0 0 20.7 17.1 28.8 20 - - - - 1.50E-07 C-2 (4.4-4.7) 20.1 29 14.7 14.3 0.62 CL 25 66 7 2 0 0 0 20.7 17.2 - - - - - - 1.50E-07 C-3 (2.7-3.0) 19.4 21.5 11.8 9.7 0.22 CL 12 71 9 3 1 4 0 20.3 16 26.5 20 - - - - 5.40E-07 C-3 (5.5-5.8) 20.8 35 15 20 0.71 CL/CI 15 58 20 6 1 0 0 - - - - - - - - 7.50E-07 C-4 (3.5-3.8) - - - - - - 0 11 9 10 5 55 10 - - - - - - - - 8.50E-03 C-4 (9.4-9.7) 19.6 36 20.4 15.6 1.05 CI 20 64 8 3 2 3 0 - - - - - - - - 2.00E-07 C-5 (3.4-3.7) - - - - - - 1 9 20 6 2 54 8 - - - - - - - - 1.40E-02 C-5 (5.5-5.8) 37.5 75 33.1 41.9 0.89 CH 25 44 21 4 4 2 0 17.6 12.8 24.25 20 - - - 1.00E-07 C-7 (1.6-2.0) 9.3 - - - - - 1 11 4 5 9 60 10 - - - - - - - - 4.80E-02 C-8 (1.0-1.4) 5.9 - - - - - 0 8 12 8 11 61 0 - - - - - - - - 8.50E-03 C-9 (1.6-2.0) 10.7 - - - - - 1 12 7 10 8 57 5 - - - - - - - - 8.50E-03

C-10 (2.0-2.4) 8.5 - - - - - 1 9 5 7 11 59 8 - - - - - - - - 4.80E-02 C-11 (2.0-2.4) 9.9 - - - - - 2 11 5 5 10 67 0 - - - - - - - - 2.00E-02 C-12 (1.7-2.0) 19.7 31 13 18 0.63 CL 18 74 7 1 0 0 0 20.9 17.7 31.5 20 - - - - 2.30E-07 C-12 (7.7-8.0) 37.3 61 23.2 37.8 0.63 CH 13 72 14 1 0 0 0 18 13.6 16.8 30 - - - - 7.00E-07 C-13 (1.7-2.0) 12 - - - - - 2 18 16 11 10 43 0 22.2 19.8 - - - - - - 5.40E-04 C-13 (4.0-4.3) 16.2 - - - - - 3 22 25 12 13 20 0 20.9 18 - - - - - - 2.30E-04 C-13 (5.5-5.8) 25.5 60.5 24.2 36.3 0.96 CH 23 53 15 8 1 0 0 - - - - - - - - 1.00E-07

C-13 (10.0-10.3) 31.6 39 22.9 16.1 0.46 CI 3 27 50 19 1 0 0 19.4 14.7 32.33 10 - - - - 1.70E-04

C-14 (1.5-1.9) 6.6 - - - - - 1 9 5 5 12 63 5 - - - - - - - - 7.00E-02 C-14 (2.6-3.0) 14.4 - - - - - 3 20 25 15 12 25 0 19.5 16.5 32.5 5 - - - - 3.60E-04 C-14 (2.6-3.0) 20.9 27 13.9 13.1 0.47 CL 23 72 5 0 0 0 0 21 17.4 28.8 25 - - - - 1.70E-07 C-14 (2.6-3.0) - - - - - - 2 23 26 29 13 7 0 - - - - - - - - 2.30E-04 C-15 (4.5-4.9) - - - - - - 1 13 10 16 15 45 0 - - - - - - - - 3.00E-03 C-15 (5.3-5.6) 36.9 82 33.3 48.7 0.93 CH 31 40 22 1 2 4 0 18.2 13.3 24.8 20 - - - - 1.00E-07 C-15 (7.0-7.4) - - - - - - 12 28 7 6 5 42 0 - - - - - - - 2.30E-06

- - - - - GW - - - - - - - - 33 - - - - - - - - - - - GW - - - - - - 20.88 - 35 - - - - - - - GW - - - - - - 17.806 - 25 30 -

PROSEK 20.00 47.12 21.45 25.67 0.69 - 10.21 35.71 13.68 7.25 5.68 25.39 1.89 19.63 15.80 27.48 18.33 - - - - 8.23E-03 ST.DEVIJAC. 10.78 21.89 8.86 13.59 0.23 - 10.12 24.86 9.87 6.40 5.06 25.88 3.42 1.61 2.37 5.44 8.74 - - - - 1.74E-02



GEOTECHNICAL STUDY


Table 5: Results of geotechnical laboratory testing in the available documentation: the first 4 m from the surface

label n

a

t

u

r

a

l

m

o

i

s

t

u

r

e

w

(

%

)

Limit of cosistency Granulometric composition % Volume mass Strength parameters

Volume mass

Direct shear

f

l

o

w

l

i

m

i

t

w

t

(

%

)

l

i

m

i

t

o

f

p

l

a

s

t

i

c

i

t

y

w

p

(

%

)

n

d

e

x

o

f

p

l

a

s

t

i

c

i

t

y

I

p

(

%

)

I

I

n

d

e

x

o

f

c

o

n

s

i

s

t

e

n

c

y

I

c

G

r

o

u

p

s

y

m

b

o

l

A

C

c

l

a

y

6

0

m

m

Wet Dry

(

o

)

c

(

k

N

/

m

2

)

M

s

(

0

-

5

0

)

k

N

/

m

2

M

s

(

5

0

-

1

0

0

)

k

N

/

m

2

M

s

(

1

0

0

-

2

0

0

)

k

N

/

m

2

M

s

(

2

0

0

-

4

0

0

)

k

N

/

m

2

Small medium large small

0,06-0,2 mm

0,2-0,6 mm

0,6-2,0 mm

2,0-6,0 mm

(kN/m3) d (kN/m3)

the first 4 m of the surface C-8 (1.0-1.4) 5.9 - - - - - 0 8 12 8 11 61 0 - - - - - - - - 8.50E-03 C-7 (1.6-2.0) 9.3 - - - - - 1 11 4 5 9 60 10 - - - - - - - - 4.80E-02 C-14 (1.5-1.9) 6.6 - - - - - 1 9 5 5 12 63 5 - - - - - - - - 7.00E-02 C-9 (1.6-2.0) 10.7 - - - - - 1 12 7 10 8 57 5 - - - - - - - - 8.50E-03 C-12 (1.7-2.0) 19.7 31 13 18 0.63 CL 18 74 7 1 0 0 0 20.9 17.7 31.5 20 - - - - 2.30E-07 C-13 (1.7-2.0) 12 - - - - - 2 18 16 11 10 43 0 22.2 19.8 - - - - - - 5.40E-04 C-2 (1.7-2.0) 21.1 29 13.1 15.9 0.5 CL 25 72 3 0 0 0 0 20.7 17.1 28.8 20 - - - - 1.50E-07 C-10 (2.0-2.4) 8.5 - - - - - 1 9 5 7 11 59 8 - - - - - - - - 4.80E-02 C-11 (2.0-2.4) 9.9 - - - - - 2 11 5 5 10 67 0 - - - - - - - - 2.00E-02 B-3 (3.00-3.30) 19.5 29 21 8 1.188 CL 6.57 89.53 3.4 0.5 0 0 20.4 16.1 20 13 - - - - 5.89E-08 C-14 (2.6-3.0) 14.4 - - - - - 3 20 25 15 12 25 0 19.5 16.5 32.5 5 - - - - 3.60E-04 C-14 (2.6-3.0) 20.9 27 13.9 13.1 0.47 CL 23 72 5 0 0 0 0 21 17.4 28.8 25 - - - - 1.70E-07 C-14 (2.6-3.0) - - - - - - 2 23 26 29 13 7 0 - - - - - - - - 2.30E-04 C-1 (3.0-3.3) 11.4 - - - - - 2 18 15 8 10 40 7 - - - - - - - - 5.40E-04 C-3 (2.7-3.0) 19.4 21.5 11.8 9.7 0.22 CL 12 71 9 3 1 4 0 20.3 16 26.5 20 - - - - 5.40E-07 C-4 (3.5-3.8) - - - - - - 0 11 9 10 5 55 10 - - - - - - - - 8.50E-03 C-5 (3.4-3.7) - - - - - - 1 9 20 6 2 54 8 - - - - - - - - 1.40E-02

PROSEK 13.52 27.50 14.56 12.94 0.60 CL 5.92 31.62 10.38 7.26 6.71 37.19 3.12 20.71 17.23 28.02 17.17 - - - - 1.34E-02 ST.DEVIJAC. 5.33 3.26 3.29 3.72 0.32 - 8.04 29.00 7.24 6.81 4.91 25.57 3.92 0.76 1.21 4.08 6.47 - - - - 2.07E-02



GEOTECHNICAL STUDY


3.1.2. GEOTECHNICAL PROPERTIES OF THE SOLID ROCK MASSES ALONG THE SECOND PART OF

THE PIPELINE ROUTE LOCATION WWTP

It is planned to level the terrain on which will fund the WWTP facilities excavated down to elevations of 528 m asl on the northwestern part of the field up to 529 m above sea in the southeast. The assumed parameters required for determining the funding requirements of the entire facility and individually by the WWTP facilities to a depth of interaction with the ground buildings are: Dolomitic limestone and dolomite: The values of input parameters:

- Volume mass - =26,50 kN/m3 - Uniaxial compressive strength - c=80 MPa - The load from the building - p=140 kN/m2

On the basis of the parameter and the empirical relationship between elasinih wave velocity values were obtained refractive seismic studies, from literature and empirically predicted volumetric weight of rock mass and compressive strength, and unit optereanja from the building, which amounts to a maximum of 140 kN/m2, the calculated values deformation and elasticity of the limestone-dolomitic environment (table no. 4.1.1. and 4.1.2.). The values of relating to the environment 2 and 3, since the middle of a speed corresponding to Quaternary sediments of Cetinje field. Accordingly the mean deformation and elasticity of 2 and 3 dolomite-limestone rock mass along the second section of the pipeline route to the location of the WWTP, including the location of the WWTP, the following: 2. matrix: dolomite-limestone rock mass:

The module of deformation D=485 MPa The module of elasticity E=1630 MPa

3. matrix: dolomite-limestone rock mass: The module of deformation D=1665 MPa The module of elasticity E=4357 MPa

The application RocLab, according to Evert Hoek-in, the rock mass should be answered the following values of geotechnical parameters for the depths the excavation to 10 m: 2. matrix: dolomite-limestone rock mass:

cohesion c=0,054 MPa internal friction angle =41,13o

3. matrix: dolomite-limestone rock mass: cohesion c=0,152 MPa internal friction angle =54,69o



GEOTECHNICAL STUDY


The thickness of the surface zone dolomite-limestone rock mass, and predicting based on existing seismic refraction profiles is 2-3m.



GEOTECHNICAL STUDY


Table no. 4.1.1: Values of the elastic deformation of dolomitic limestones and dolomites on the basis of empirical relations No seismic

profile matrix Velocity

of longitudinal elastic waves Vp (km/s)

Velocity of transverse elastic waves Vs (km/s)

module of deformation based on the relations:

33p

6,0cc)MPa( 10V)37p5,26(D +=

module of deformation based on the

relations:=

848,2p

2)MPa( V1071,0D

module of elasticity based on the

relations:3,2

p3,1

c)MPa( V035,1E =

module of elasticity based on the

relations:395,2

p2

)MPa( V1064,2E =

1 Profil 17 Srdina 1 0,23 0,07 0,503 1,080 10,4938 7,815 2 Srdina 2 2,1 1,1 382,766 587,407 1698,485 1560,699 3 Srdina 3 - - - - - - 4 Profil 18 Srdina 1 0,20/0,9 - 0,331/30,130 0,725/52,595 7,609/241,944 5,592/205,123 5 Srdina 2 - - - - - 6 Srdina 3 2,75 1,20 859,555 1266,129 3158,076 2977,184 7 Profil 19 Srdina 1 0,21/1,20 - 0,383/71,420 0.834/119,335 8,513/468,894 6,285/408,548 8 Srdina 2 - - - - - - 9 Srdina 3 2,70 - 813,518 1201,662 3027,569 2849,182 10 Profil 20 Srdina 1 0,16/1,40 - 0,169/113,412 0,384/185,111 4,554/668,424 3,277/590,991 11 Srdina 2 - - - - - - 12 Srdina 3 3,00 - 1115,936 1622,182 3857,769 3666,987 13 Profil 21 Srdina 1 0,22/0,70 - 0,440/14,177 0,952/25,710 9,474/135,732 7,026/112,361 14 Srdina 2 1,8 - 241,042 378,682 1191,473 1078,901 15 Srdina 3 3,10 - 1231,291 1780,969 4159,961 3966,571 16 Profil 22 Srdina 1 0,23/0,90 - 0,503/30,130 1,080/52,595 10,494/241,944 7,815/205,123 17 Srdina 2 - - - - - - 18 Srdina 3 3,75 - 2179,563 3062,664 6445,094 6257,615 19 Profil 23 Srdina 1 0,25 - 0,646 1,370 12,712 9,543 20 Srdina 2 1,90 - 283,489 441,722 1349,244 1228,058 21 Srdina 3 3,65 - 2009,806 2835,753 6056,628 5865,369



GEOTECHNICAL STUDY


Table no. 4.1.2.: Average values of deformation and elasticity of dolomitic limestones and dolomites No.

seismic profile

matrix Velocity of longitudinal elastic waves Vp (km/s)

Velocity of transverse elastic waves Vs (km/s)

average value of module of deformation D (MPa)

average value of module of elasticity E (MPa)

1 Profile 17 matrix 1 0,23 0,07 0,791 9,155 2 matrix 2 2,1 1,1 485,086 1629,592 3 matrix 3 - - - - 4 Profile 18 matrix 1 0,20/0,9 - 0,528/41,362 6,601/223,534 5 matrix 2 - - - - 6 matrix 3 2,75 1,20 1062,842 3067,630 7 Profile 19 matrix 1 0,21/1,20 - 0,608/95,377 7,399/438,721 8 matrix 2 - - - - 9 matrix 3 2,70 - 1007,590 2938,375 10 Profile 20 matrix 1 0,16/1,40 - 0,277/149,261 3,916/629,707 11 matrix 2 - - - - 12 matrix 3 3,00 - 1369,059 3762,378 13 Profile 21 matrix 1 0,22/0,70 - 0,696/19,943 8,250/124,046 14 matrix 2 1,8 - 309,862 1135,187 15 matrix 3 3,10 - 1506,130 4063,266 16 Profile 22 matrix 1 0,23/0,90 - 0,791/41,362 9,155/223,534 17 matrix 2 - - - - 18 matrix 3 3,75 - 2621,114 6351,354 19 Profiel 23 matrix 1 0,25 - 1,008 11,127 20 matrix 2 1,90 - 362,605 1288,651 21 matrix 3 3,65 - 2422,780 5961,000



GEOTECHNICAL STUDY


4. ENGINEERING-GEOLOGICAL CONDITIONS OF PIPELINE

CONSTRUCTION OUT OF CETINJE FIELD AND FOUNDATION WWTP

4.1. FACILITIES TECHNICAL DATA

According to the preliminary design of pipeline digging depths to a depth of 5 m and foundation plants WWTP from elevation of the natural terrain that ranges from elevation 525-540 m are:

- 5,5 m depths for the SBR - 6,5 m depths for the deepest pool of Equalization - 4,5 m depths for the collective pool - WWTP footprint dimensions are 19.50 x11, 50 m.

4.2. CONDITIONS FOR THE SEWERAGE EXCAVATION

4.2.1. KLASSIFICATION AND CONDITIONS FOR SEWAGE NETWORK PERFORMING

Excavations will be carried out in two types of environments: - Cohesionless to semi-related gravelly sandy-clayey areas and - Related carbonate rock mass

According to standard construction materials GN-200 from the first environment. that. belong to the category from III-IV. In III category is well drainedcompacted gravel materials with increasing clay content and the general bonding materials, increasing their categories IV.

The second environment as noted above are dolomite-limestone rock masses that is V to 2-3 m depth and VI category dig deeper, depending on their degree of cracking and their disintegration.

The route network of the leading field of Cetinje, and plain terrain, through the urban area of Cetinje, with maximum elevations from 677.5 m above sea. Burial depth of the pipe is variable between 1.0 m 5.5 m.

Additional research needs to better define the engineering and hydrogeological characteristics of fields to a clearer picture of interaction networks, and terrain.



GEOTECHNICAL STUDY


4.2.2. STABILITY OF THE EXCAVATION AND SURROUNDING TERRAIN

Excavation of trenches in Glacia-fluvial material to be carried out with planking and strutting, wooden roof supports of 2-5 mau if necessary for the excavation of over 5 m depth and steel support. Preliminary analysis of the stability of vertical excavation in Geoslope software, Glacia-fluvial materials Cetinjskog Fields, it was determined that the excavation to a depth of 2.2 m with a safety factor greater than Fs> 1.2, (min. safety factor for the temporary excavation according to GN-200). Possible slip sufrace, laterally with respect to the trench, the depths at a distance as possible instability. Although the stability analysis of the forecasted vertical excavation deeper than 2 m, according to the regulations of any excavation deeper than 2 m should be required to provide from depths and the depth digging sewage. This is particularly true of the Lower Field, where in addition clayed materials, there is a recurring problem and influence of high groundwater to a level surface.

As for funding the other route of the pipeline from the fields of Cetinje WWTP facilities, excavations will be stable under min. 3:1 slope dug, and not need any security measures are dug, but from relegation of small blocks (need kavanje) or locally at cutting loose rock fragmented materials (rock creep) of a thickness greater than 2 m, with little or no clay binder.

4.2.3. DRAINAGE OF THE AREA

Based on previous research and observations of the groundwater regime, it was found that the areas of Cetinje fields, occasionally under the influence of water from aquifers underground formed in Glacia-fluvial sediments and to inundations during periods when flows are greater than atmosverilija drenibilne features of these sediments. Problem ovodnjenosti increases from northern to southern edge of Cetinje, and the Donje Polje, where levels may be periodic in the level of the ground surface and above it. This partly explains the high flows are relatively continuous insulating properties of clay at the bottom middle of fields of Cetinje between a pebble and partly sandy clayed Glacia-fluvial sediments withdrawn and karstified limestone-dolomite base. This is evident mark drainage in the Lower Field, where the thickest clayey sediments and Glacia-fluvial gravelly sands and conglomerates most clayed part directly representing the hydraulic barrier to groundwater drainage from the intergranular to the south and middle of the dolomite-limestone rock mass. Forecasting intermittent max. drainage dug in the center of Cetinje intergranular fields can amount to 10 l/min./10 m length of trench dug. In dry periods drainage dug problems do not exist, because the drying released, except in conditions of extreme rainfall intensity.

In areas where the excavations carried out in the dolomite-limestone rock mass, drainage problem does not exist in extreme conditions inundations, because groundwater levels are 300-350 m below the ground surface and released it drains to the Reka Crnojevi and lake Skadar. In these periods are possible minor leachate water.



GEOTECHNICAL STUDY


5. CONCEPT AND METHODOLOGY FOR THE PREPARATION OF THE

FINAL DESIGN

5.1. INTRODUCTION

To solve the issue of conditions of building design and operation of wastewater (rainwater and sewage) at Final Design is necessary to conduct additional research, with the concept, goals, objectives and methodology based on the following:

- development of survey project - revision of survey project, - realisation of the survey project; - preparation of appropriate documentation studies as a basis for designing - preparation of synthesis studies

The execution of these works by the fact in accordance with the applicable regulations and standards of the Republic of Montenegro.

If for some research or testing is not a technical regulation, it will use the appropriate instructions, recommendations, etc.. international and national professional societies and institutions.

5.2. DEVELOPMENT OF SURVEY PROJECT

The main basis for the design of the geotechnical studies: - Seismic base and seismic microzones of theurban areas of Cetinje

Municipality, Department of Geological Survey of SR Crna Gora-Titograd, 1983

- The results of geotechnical investigations for various locations in Cetinje (location of the Red Cross Elementary School Njego, military, Zeta House and Austrian, English, French and Turkish embassy), Geological Survey-Titograd, 1980

- Preliminary Project hydrotechnical solutions of the basic system of flood protection Cetinje, Belgrade-Centroprojekt, 1987

The concept of the survey in this proposal is based on the following principles: - cooperation with the designer of sewage related facilities; - research order: from general to specific and from a wider area to research

locations and reverse (deductive and inductive approach to problem solving); - selectivity in choosing the individual research and exploration works; - succession in the execution of some experiments by nature and extent; - species and the importance of objects for which the works are carried out.



GEOTECHNICAL STUDY


At the location of the WWTP and sewerage network of the route, provided the geomechanical and geotechnical field survey and laboratory testing of soil and groundwater, as part of a unique process of research.

The project should define the optimal amount, type, layout and additional research in order to obtain adequate data to address these issues.

In preparing survey project to use the available topographic maps used by the designer of preliminary design, scale 1:500-1:2500.

5.3. REALIZATION OF THE SURVEYS PROJECT

The terrain research for the Final design, design of construction and operation of sewer networks with related facilities, including geotechnical and geomechanical studies.

The methodology includes cabinet work, field and laboratory work. For verification of the final grade in a defined area and along the property line and provided for the execution of certain investigations: exploration drilling.

For geology engineering problem solving task of survey is necessary to successively made:

- collecting and analysis of existing documentation (it`s done); - geodetic Survey of detailed topographic base (profile) in the ratio 1:500-

1:1000; - engineering geological mapping of the space exploration area in particular the

other sections of the route wastewater and WWTP to determine: the properties of space engineering, engineering units allocated to the engineering geological and geomechanical properties, the limit distribution of engineering units, engineering geological phenomena and processes, hydro-geological phenomena, the important aspect of the engineering-, geomorphological phenomena, structural and other elements. (In the context of the concept of engineering-field mapping is contained in the mapping of hydrogeological phenomena and the state of groundwater essential to the engineering-point).

- izradu istranih radova: o 5-10 exploration boreholes up to 6 m depth in Cetinje field area, and

depth to the depth of the trench dug for the wastewater (sewer network for route, outside the fields of Cetinje no additional investigative work, because the site is provided for their construction is in the dolomite and limestone rock masses);

Documents

geologija Cetinja