Atmospheric Network Cetinje

GOVERNMENT OF MONTENEGRO

MINISTRY OF SUSTAINABLE

DEVELOPMENT & TOURISM

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JANUARY 2013.

PRELIMINARY DESIGN OF THE DEVICE FOR WASTEWATER TREATMENT

AND THE SEWAGE NETWORK WITH ASSOCIATED FACILITIES

THE MUNICIPALITY OF CETINJE/MONTENEGRO

BOOK 3 ATMOSPHERIC SEWAGE SYSTEM

IOV10-17/A1 IK KONSALTING I PROJEKTOVANJE JANUARY 2013

GENERAL

No. PART OF THE DESIGN

GEOTECHNICAL STUDY

HYDROLOGICAL STUDY ON PRECIPITATIONS AND FLOWS

BOOK 1 GENERAL BOOK

BOOK 2 FECAL SEWAGE SYSTEM

BOOK 3 ATMOSPHERIC SEWERE SYSTEM

BOOK 4 HYDROTECHNICAL TUNNEL BELVEDERE

BOOK 5 WASTEWATER TREATMENT PLANT (WWTP) Sveska 5.1 Process-technology design

Sveska 5.2 Hydrotechnical design

Sveska 5.3 Architectural design

Sveska 5.4 Mechanical design

Sveska 5.5.1 Electro design new TS

Sveska 5.5.2 Electro design electrical equipment for purification and SCADA

Sveska 5.5.3 Electro design supporting installation

Sveska 5.6 Previous expropriation study

Note: General Documentation Project is located in Book 1 - General books





IOV10-17/A1 IK KONSALTING I PROJEKTOVANJE JANUARY 2013

TERMS OF REFERENCE





IOV10-17/A1 IK KONSALTING I PROJEKTOVANJE JANUARY 2013 STRANA 1

CONTENT

1. INTRODUCTION.................................................................................ERROR! BOOKMARK NOT DEFINED.

2. DESCRIPTION OF TECHNICAL SOLUTION .....................................ERROR! BOOKMARK NOT DEFINED.

2.1. BASE ERROR! BOOKMARK NOT DEFINED.

2.2. PRECIPITATION .........................................................................................ERROR! BOOKMARK NOT DEFINED.

2.3. DESIGN CRITERIA AND SELECTION OF THE PIPES ........................................ERROR! BOOKMARK NOT DEFINED.

2.4. SOLUTION DISPLAY ...................................................................................ERROR! BOOKMARK NOT DEFINED.

2.5. SOFTWARE PACKAGE FOR HYDRAULIC CALCULATIONS ...............................ERROR! BOOKMARK NOT DEFINED.

3. HYDRAULIC CALCULATION FOR ATMOSPHERIC SEWAGE ...................................................... 13

4. TECNICAL REQUIREMENTS FOR EXECUTION OF WORKS ....................................................... 35

4.1. GENERAL CONDITIONS ..............................................................................ERROR! BOOKMARK NOT DEFINED.

4.2. PRELIMINARY WORKS................................................................................................................................ 38

4.3. MAIN WORKS ............................................................................................ERROR! BOOKMARK NOT DEFINED.

4.4. CONCRETE WORKS ...................................................................................ERROR! BOOKMARK NOT DEFINED.

4.5. ASSEMBLING WORKS ................................................................................ERROR! BOOKMARK NOT DEFINED.

4.6. FINAL WORKS ...........................................................................................ERROR! BOOKMARK NOT DEFINED.

4.7. FINAL EXAMINATION(AND/OR TESTING PIPELINES AND SHAFTS AFTER BACKFILLING) ................................... 56

5. BILL OF QUANTITIES........................................................................ERROR! BOOKMARK NOT DEFINED.

6. LIST OF GRAPHIC DOCUMENTATION........................................................................................... 64






1. INTRODUCTION

The field of Cetinje is a karst field surrounded by mountains so there is no possibility of direct outflow. The town of Cetinje was built in the field, and all the problems arising from such a position, concern Cetinje too. When there was no settlement and when the settlement was small, the water outflowed across many of the abysses. The most important ones today are the abysses located in Donje Polje, which are still in use for draining of all the water: used water, storm water originating from municipal sewage and all external water.

With the development of Cetinje there came a process that made the situation less favorable: there have been large amounts of dirty water, which, through the sewers, brought suspended solids into the abyss where they deposited and reduced the capacity of the abyss.

Since this has become the largest and heaviest utility problem of Cetinje, the municipality has recently begun to take steps in finding a solution that would eliminated these difficulties. The first significant attempt in this direction was the project done in 1982 by "Geoinenjering" from Sarajevo. In this project, sewage of Cetinje and the wider problem of draining all water from Cetinje were discussed at the level of conceptual solutions. The main feature of the solution was a proposal to build a tunnel under the Belvedere, which would have taken water towards Dobrsko selo. Longitudinal water was set at 12 m / sec and during estimating the project, a remark was made that the amount of water had been underestimated. The tunnel was designed as a purely hydroelectric facility, which would be used to evacuate flood and to implement channel for the used water. No works have been done under this project. In February, 1986 Cetinje was affected by the floods and destructive high water that flowed through the city area. Sinks were not able to accommodate all the water, which caused the formation of significant accumulation in Donje Polje, in the zone of the abyss. This flood (and not just flood that could be identified like the accumulated water), has inflicted great damage and literally threaten the city In February in 1986. The Cetinje was very affected by the floods and the elements of high water that flowed through the city area. Sinks were not able to accommodate all the water, which caused the forimiranja significant accumulation in the Lower Field, in the zone of the abyss. This flood (and not just flooding that would be identified with the accumulated water) has inflicted great damage and literally threaten the city of Cetinje. The preliminary design of flood protection of Cetinje was done by Centroprojekt, Belgrade, in 1988, after these great floods. This project included a solution of the water removal from all areasof Cetinjes field outside the region, ie. taking these waters from the field into the Crnojevia River. The approach to solving these issues in the area Cetinje is more complex, because this is not just a question of taking rainwater that fall into this area, but also the acceptance of surface and groundwater gravitating towards Cetinjes field, waters that cracks here through karstic springs and then outflow underground throug other located abysses. Due to large differences in the amounts of water at extremely high rainfall (1/100 and 1/500 years) and the bandwidth of the existing abysses, with capacity reduced by urbanization and lack of maintenance, while some are clogged, the emergence of flooding in the lower parts of Cetinje field was inevitable. The derived solutions for the construction of a tunnel to drain excess water from Cetinje came up because mentioned reasons.






In this preliminary design that we do 14 years later, having in mind a new plan documents of development of this region done in the meantime, significant infrastructure facilities, as well as new development plans of the city, we will give the solutions that are upgrading and optimization of previously approved concept design. In addition, as part of solving drainage of sewage and storm water from the City of Cetinje within the limits of Master Plan, the separation of the two systems will be solved, with the urban waste water to be purified at the plant for their treatment, and only after fused with atmospheric water and discharged into the watercourse






2. DESCRIPTION OF TECHNICAL SOLUTION

According to the terms of reference within the solution of the current combined system, separate and general, we suggest this system should be split in the future into sewage system and storm sewers. Care was taken in fitting existing pipelines into a future unique matching system. On the other hand, care was taken to maximize existing capacity, ie. that "large" diameters are used for storm water drainage, and, if it is a common drain, sewerage system is installed in parallel and connected to its present and future connections.

Storm water partially collected through open channels, by the edge, and partialy through pipelines within the urban part are predicted to drain at two sites; a part will be charged into main existing abyss, like before, with a capacity of approximately 30 m, and the remaining 100 m will be taken through future hydraulic tunnel "Belvedere", outside the field of Cetinje, and further to Crnojevica River as given in solution - "Preliminary design of Cetinje protect the floods" by Centroprojekat Belgrade, done in 1988.

2.1. BASIS

Three types of basis: hydrological, topographical and geotechnical were used in creation of this conceptual design.

Hydrologic basis are formed on the basis of existing hydrological documentation and are primarily included in the analysis to determine the amount of water for the dimensioning the individual elements of the system

Topographic basis. In addition to the existing situation R = 1:1000 for Cetinje, there is a general map R = 1:2000. Since the projected basic hydrotechnical system reaches far out of Cetinje, all to Skadar Lake, it is clear that the development of the project could not possible be based on the available map of 1:2000. Dedicated recording was made at all locations where key facilities of the system were predicted (intakes, etc.) and also along the route of the sector beyond the existing maps of 1:1000.

Geotechnical backgrounds are also a significant problem. We have used existing data and the basis, which were, in particular, prepared for the development of the mentioned project from 1982. Starting from the current situation, the most necessary geotechnical surfaces are appropriately arranged and provided with the solution. However, it is clear that the development of higher stages of design can not be accessed until the required program for geotechnical investigation is implemented.

The following investment and technical documentation related to the performed storm sewer projects as well as projects that are planned to be realized was also used. List of projects: - Main project Lovenska street in Cetinje, done by Saobraaj Inenjering,

Podgorica, in 2006 performed

- Main project Peka Pavlovia street in Cetinje, done by Saobraaj Inenjering, Podgorica, in 2004 performed






- Main project Hydrotechnical installations, Old town of Cetinje, done by Mavrovoprojekt, Skoplje, in 1987 performed

- Main project of the roadways in Cetinje: Vojvode Boa street, Sima Matavulja street, Pavla Rovinskog street, Sava Buria street, X Crnogorska street, done by Simm Inenjering, Podgorica, 2007-2009

Note that for projects that were carried out, we did not have the built design and we used data from the above mentioned documents.

2.2. PRECIPITATIONS

Analysis of extreme rainfall and the possibillity of the return period and their values are enclosed in the hydrological feasibility study. In the analysis and sizing storm sewers, which includes removal of surface water from areas of the city, authoritative twenty minute rain with a return period of 5 years was taken. Given the length of the basin and the main sewer for the intense rain duration, it will begin to outflow into recipient, so we adopted it for dimensioning. Other precipitation flowing into Cetinjes field were included in a special drainage solution, taken from the "Preliminary design of Cetinjes flood protection " done by Centroprojekat Belgrade, in 1988.

2.3. DESIGN CRITERIA AND SELECTION OF THE PIPES

Design criteria:

Diameter D (mm)

Imin (%)

Imax (%)

300 0.33 13 400 0.23 9.1 500 0.18 6.9 600 0.14 5.4 700 0.12 4.5 800 0.10 3.8 900 0.085 3.3 1000 0.075 2.9

It is accepted that the minimum diameter of storm sewers is 300

At meeting held with representatives of the Water and Sewer Cetinje, and bearing in mind the most used pipe materials, in order to facilitate maintenance and intervention, the designer has chosen PE or HDPE pipes.






2.4. SOLUTION DISPLAY

2.4.1. WATER DRAINAGE FROM CETINJE AREA

For the area of Bajica, predominantly rural inhabited, which does not have GMP, detailed fecal sewage system is at the moment difficult to plan in detail and can not be easily observed. Thus the designer has defined the route of the main pipelines along existing local roads, according to which current and future potential users can be connected. Dimensions of these collectors have been adopted on the basis of the forecast of consumers and the adopted consumption standards. The main collector of Bajica will be connected to the new designed collector in the Street of Lenins Boulevard. The existing collector is already mixed and, after separation of sewage and atmospheric systems, it will become atmospheric.

In the central city zone, two gravitational collectors were predicted: one along the Street of Lenins Boulevard, and the other along the Baja Pivljanina Street. The future 600 collector in Lenins Boulevard is an existing mixed collector. At the end of the boulevard, this collector transits into 1000 collector along Njegoseva street, and then into a concrete channel of 1500 x 2250 mm dimensions and towards to existing Main Abyss. The collectors from the streets of Peko Pavlovic and Lovenska are connected to the main sewer collector in the Lenins Boulevard Street.

There is a reconstruction of Bajova street projected, within which roadway allignement descends for 60 - 70 cm. There the reconstruction of existing infrastructure installations has to be done and the alignment of the future fecal and atmospheric sewage reviewed. There is a mixed 800 collector in Bajova street, which will become future atmospheric collector, after separation. This collector is sufficiently buried, and even after lowering of roads elevation, cover above the pipe remains thick enough so the alignment of the collector need not be lowered. This pipeline transits from 800, through 1000, into 1200, as it comes to Abyss.

Among other major collectors covering the towns area, there is a collector in the Kruni put street to which secondary atmospheric collectors from the settlements of Luke Ivanisevic and 4th of July are connected, as well as pipelines from GMP Donji Kraj. This collector becomes the third main collector in the network which suffers a significant burden. The collector from Kruzni put street flows into the collector in Bajova street. In the region of Donje Polje - Gruda which, for the time being, does not have an atmospheric sewage system, new collectors along existing and planned roads are predicted, all graviting towards Main Abyss or Borovik stream, which directly flows into shaft, taking the water further from Cetinjes field. The display of all major existing and future planned collectors, as well as the collectors in the process of reconstruction, are given in appropriate circumstances and are covered by the hydraulic calculations so they can be dimensioned and their bandwidth usage controlled.

At the preliminary design level, we did not elaborate home ports (new and existing that will be connected to the new sewage collectors), but they are included in the total investment.






Recapitulation of total new pipelines by diameters and new shafts:

Pipe diameter D(mm)

Pipe type Pipe

length L(m)

300 PE/HDPE 10351.17 400 PE/HDPE 535.77 500 PE/HDPE 548.41

Total 11435.35

Manholes No. new 343

existing 390 total 733

2.4.2. DRAINAGE WATER FLOWING INTO CETINJES FIELD

2.4.2.1. BASIC SOLUTION CONCEPT

In the project done in 1982, and the other (tender supporting) solutions, the issue of the water protection of Cetinje was taken very one-sided and simplistic. The problem was set up as the only solution was to dig a tunnel in the Belvedere, to allow runoff from Cetinje. However, the problems are much more complex. It was presented by a situation in February, 1986. Cetinje does not tolerate (perhaps the least) only its inland waters, ie. runoff formed on the city's territory, but it is also vulnerable by external water, that, when appears, runs through the city.

The largest ammount of the overflow water is concentrated in a few places, the most in the sites of Manastirske pecine and Bogdanov kraj. A small ammount of the water appears at the site of Grude. The best proof of these quantities comes from 1986, when it was estimated that sprang from Manstirske pecine was about 25 m / s of water (while in the project from 1982 calculated ammount was 12m / sec). As for the external surface waters threatening Cetinje, the situation is as follows: northwest of the town of Cetinje there are constricted parts of Cetinjes field, towards Bajice, and there are applied layers on limestone base even there. Under certain conditions, significant amounts of water can be formed at this teritory flowing from the surface towards Cetinje.






The worst situation is as follows: when the high snow covers, when the soil is frozen, when heavy rain falls and snow intensively melts at the same time, while the ground remains frozen. Then the coefficient of swelling is large, and the outflow form the surface great. In addition, on the southwest of Cetinje there is a basin of Borovik, situated in impermeable rocks, and here is Borovik stream formed with water flowing into Cetinjes field. The water from the direction of Bojica flows directly to Cetinje, Borovik stream water flows in the field below, but not to the town of Cetinje in the narrow sense. However, there is a large number of residential and commercial facilities in Donje Polje now, and the water from Borovik threatens them in its way.

In the balance of surface waters, there is also water originating from the territory of the city where there is (or will be) a sewer. Both Manastirska peina and Bogdanov kraj with powerful sources (during extreme rainfall periods) are places where large amounts of water appears in the city or on its edge, which is defined in the conceptual design of flood protection Cetinje done by Centroprojekt, Belgrade, in 1988. There are five active abysses in Cetinjes field now, while there were many large and small ones (9-17) before. They were buried when the houses were built on their sites.The possibility of accepting the runoff of surface water underground was reduced in this way.

Abyss 1 is the main abyss now accepting municipal sewage, surface water and partially stream water from Borovik, and excess water from sinks in Vladiina Basta. It consists of the main sink and a number of smaller sinks. Due to the inflow of substantial pieces of pure substances, either from sewage or storm water over a long period of time, this abyss is partially clogged and it is estimated that it can receive not more than 22.7 m / s of water (S.Prohaska). For these reasons, this sinks possibility of receiving in the future should be evaluated with approx. 20m / sec.

Other sinks are smaller, 10-11 m deep, 18-30 m long, and have a very limited water receiving capacity of 3-5 m / sec. Two active abyss No. 2 and No. 3 are located in the dolomite in the eastern edge of Donje Polje, and water from the canal Borovik embarks into them.

Abyss 4 is located south of the Monastery of Cetinje and it is better known as the "Abyss in Vladiina Bata. In its vicinity there is a cave Ladnica, and further north, Cetinjes cave. This sink is partially clogged, so, in terms of acceptance of significant amounts of water, it should not be counted at.

Abyss 5 is located in the Obod factory and it accepts discharged wastewater of the factory.

2.4.2.2. BALANCE OF TOTAL SURFACE WTERS FLOWING INTO CETINJES FIELD

In the previous section we provided the estimated amount of water flowing into Cetinjes field, taken from the voluminous documentation of the Preliminary Design of flood protection of Cetinje done by Centroprojekt, Belgrade, in 1988. In addition, as part of this project, we updated data referring to any of the objects, constructions or infrastructure built in Cetinje in the meantime. According to these data, amounts of water that should be evacuated from the area of Cetinjes field are:






No Area Ammount (m/s)

The length of return period in years

Data source

Preliminary Design of flood

protection of Cetinje

Centroprojekt, Beograd, 1988

1. 2. 3. 4. 5. 6. 7.

Bajice Bogdanov kraj

Manastirska peina Vladiina Bata

Donji kraj Borovik

Podruje GUP Cetinje

10 20 30 19 30 18 2

200 200 200 200 200 200 200 HMZ Crne Gore

Total 129

Note: The volumes of water that appear on the edges in the border area GMP of Cetinje are the sum of surface and groundwater gravitating towards Cetinjes field in the designated areas (areas 1-7) caused by high rainfall with a return period of 1:0,05, while for the area of the city within the Master Plan Cetinje authoritative rain was taken. Solution of storm water flowing into Cetinjes field drainage For the area outside of GMP of Cetinje earlier decision adopted by the Audit Commission, so-called First codified variant Abyss", was taken over, on the part of the accepting water from the area Bajica to the sink in Vladiina Basta. Thus, given that this gap is practically clogged, water will be drained by a collector inlet to the channel Borovik, which will be expanded and will flow into the existing shaft, which represents the first stage of completed tunnel "Belvedere".

Therefore, the solution of the system of drainage water, from shoe factory Kouta to Vladiina Bata, taken from the preliminary design of Centroprojekt, Belgrade, in 1988 consists of:

The collector from circular roadway of Kouta factory to the Monastery's cave, which accepts 10 m / s of water from Bajica and of 22 m / s of water from Bogdanov kraj, or a total of approximately 30.0 m / sec, and it has the following dimensions:

rectangular reinforced concrete tank, BXH = 2.50 x 2.0 m clear aperture total length L = 1 160 m decrease of the level I = 8,7 (0,0087) for a given flow velocity of the water in the collector is V = 5,9 m/sec

. Data are taken from Book 1, Volume 4, of mentioned project, where detailed hydraulic calculations was carried out and on its bases the above dimensions of the collector adopted. The second section of the collector is a tunnel with a solution also given in the

same book of mentioned project, the area from Bogdanov kraj, with waters of the surrounding abyss, to Monasterys cave (Cetinjes cave). It is envisaged that, through this collector, besides the transit 30 m / sec of upstream water, there is about 30 m / sec of water out from the Monastery's caves caverns, and the total flow rate Q = 60 m / sec

The dimensions of this tunnel inlet were 3.0 x 3.0 m, with a free water flow in it.






From Vladiina Bata, at in advance given high waters, there is an outflow of the estimated additional 19 m / s of water, which makes the total flow rate of 79 m / sec. Water should be drained through open trapezoidal channel to the existing channel of Borovik. This route and this solution is the substitution of the last section derived from three main reasons:

1. Large abyss cannot hold all of these atmospheric waters, so they must be transferred via the sink overflow to a special collector at current entrance portal of the tunnel "Belvedere" (existing constructed shafts along the route of the projected tunnel "Belvedere").

2. Since the detailed urban designs for Donje Polje havent been completed yet, and that there is urbanization of the neighborhood planned, the construction of the tunnel inlet through this area would be very expensive and it could not be possible to define the urban requirements as previous documentation (DUP's ) is not done.

3. With redirecting the water from the canal Borovik into the tunnel "Belvedere", the most effective solution is to transport storm waters collected from the hinterland of Cetinje and brought to Vladiina Bata into the canal Borovik and deliver them to the entrance to the tunnel.

Given the level of development of planning documents for Donje Polje , the approximate channel route Vladiina Bata - connection to Borovik channel will be proposed with the required dimensions for the given amount of water transport and estimates of investment costs the same. Also, we will calculate and dimension the part of the canal Borovik which now must accept these additional amounts of water, which require significant additional capacity or reconstruction.

2.4.2.3. SOLUTION FOR THE ATMOSPHERIC WATER DRAINAGE FLOWING INTO CETINJE FIELD

All waters falling within the urban part of Cetinje and the part which is, according to the Master Plan, going to be urbanized, will be collected and taken to the city area over part of the existing system and the extension of the storm water drainage. Drainage water flowing from the surrounding watersheds, or water that can occur at high rainfall out of many cracks and sinks, ie. the area outside the master plan or in the border area has been soluted as in earlier solutions maintained in the Preliminary design of flood protection of Cetinje. This project was developed by company Centroprojekt - Belgrade, in 1988. According to the decision given in the project the system accepts the following amounts of water (with a probability of occurrence of 0,002 or phenomena 1:500 year) as was estimated occurrence of heavy rainfall in 1984. Evaluation of high water flows was as follows:

From the area Bajica 10 m/sec From the abyss from Bogdanov kraj 20 m/sec From Cetinje's cave 30 m/sec From the abyss Vladiine Bate 19 m/sec

_____________________






Ukupno: 79 m/sec

From south edge 30 m/sec

Chanel Borovik inflow 18 m/sec _____________________

Total: 127 m/sec

This is the total amount of storm water to be carried out from Cetinje. About 2.0 m / sec should be added to this amount that will be collected by surface drainage from the area of Cetinje, so the total amount of water would be about 130 m / sec. Through the existing large abyss approximately 22.0 m / s of water can be evacuated, and all other amounts should be taken through the existing shaft, or the future tunnel Belvedere in the direction of Dobrskos field and futher to The Crnojevia River. According to the decision given in the Preliminary Design (Centroprojekt, Belgrade, 1988) the input structure would be in the region Bogdanov kraj where waters collected from the collector accepting waters from the direction of the area and the area of Bajice. From here, water will be transported to Cetinjes cave by a tunnel of horseshoe cross-section 2.5 x 2.5 m, L = 720 m long. Throughput of this collector is R = 30 m / sec, at a flow rate V = 6.77 m / sec.

2.4.2.4. SUB-SECTION FOR TAKING STORM WATER FROM BELVEDERE TUNNEL TO THE RIJEKA CRNOJEVICA

Due to the rapid terrain decrease after leaving the tunnel Belvedere into Dobrsko field, before releasing of water through this field, in order to calm the water and take it into an open channel that runs through this field, it was decided to build the facility - dam on the location of the quarry. With this solution, the water would be accepted in front of the dam and its power calmed, and then though overflow (type Kruger profile) taken to the projected channel. This solution is given in the Preliminary design of flood protection Cetinje - Centroprojekt, in 1988, book 1, volume 4 - Constructive building solution with bill of works. This solution was accepted as part of a unique decision of taking extreme flood from the area of Cetinjes field. The route of the sewer from Belvedere to Dobrsko field, water will flow away freely and there is no need for additional work. Through Dobrsko field a channel is designed for controlled water flow. The route of the collector is placed closer to the hill, in areas that are less processed. Here the canal fall is caused by the natural decline of the terrain. So adopted falls from 6.4 to 7.33 , except for two brief sections that have 2.2% and 4.3% declines. A trapezoidal channel is designed b = 7.0 m wide with the parties in the fall 1:1,50 representing minor trough for flow rates up to 30 m / sec and the fall i = 6,4 . The water level in the canal is about 1.5 m and a height of side - channel depth is l = 2.0 m. For maximum flow rates of over 100 m / sec in a solution with expanded channel, ie. Beside the minor riverbed is the same on both sides of the extended depth of 1.50 m from the 5.0 we increased 1:1,15 embankment height of 1.5 m. This solution of extended cross section of channel ensures the flow of 138,95 m / s water.

It is anticipated that the treated water from the WWTP located near Dobrsko polje engage in drainage channel at 321.50 elevation. Detail of discharge solution is given on a separate drawing.






Further water discharge into the Crnojevia River is given the mentioned project of Centoprojekt - Belgrade, in 1988, and will not be repeated here

2.5. SOFTWARE PACKAGE FOR HYDRAULIC CALCULATION

Hydraulic calculations were done with the licensed program SewerCAD, which is common in the whole world for calculations in pipelines with free surface flow of fecal as well as storm watersewage. The taken input for the calculation was the total previously calculated quantity which will be covered by the atmospheric sewerage closed through the drains, with maximum load of the gutter is 1 l / s. Other amounts of storm water not gravitating towards roadways, so called circumferential amounts will be collected and evacuated through open channels, which, together with this closed system, makes unique system of drainage of storm water from areas of Cetinjes field. For approved pipe materials (PE and HDPE) for the new pipelines we adopted Manning's coefficient n=0.012 m-1/3s and absolute roughness of k = 0,1 mm. Different Manning coefficients were adopted for the other kinds of pipe materials, depending on the standards that they are applied for (eg concrete m-1/3s n = 0.013, P = 0.011 asbestos cement m-1/3s etc.).






3. HYDRAULIC CALCULATION OF STORM SEWAGE

Absolute roughness k = 0.1 mm and Manning coefficient n = 0.012 m-1/3s for HDPE pipes were adopted as an authoritative parameter for hydraulic calculations.

PROFILE 1

Pipes label

Upstream manhole

Terrain elevation of

the upstream manhole

(m)

Bottom elevation of the pipe of upstream manhole

(m)

Downstream manhole


the downstream

manhole (m

Bottom elevation of the pipe of

downstream manhole

Pipe descent

(%) Pipe length

(m) Pipe

diameter (mm)

Total flow (l/s)

Average speed (m/s)

Average pipe cover

(m) d/D (pipe

fillings) (%) Designed capacity

(l/s)

Pipe fillings at the

entrance (m)

Pipe fillings at the exit

(m)

P-401 MH-406 701.60 700.00 MH-407 701.00 699.48 1.30 40.00 300 mm 1 0.31 1.26 9.20 124.608 0.020 0.030 P-402 MH-407 701.00 699.48 MH-408 700.65 699.15 1.30 25.46 300 mm 2 0.41 1.21 12.00 124.424 0.030 0.040 P-403 MH-408 700.65 699.15 MH-409 700.45 698.78 1.32 28.03 300 mm 3 0.47 1.28 14.30 125.564 0.040 0.050 P-404 MH-409 700.45 698.78 MH-410 700.30 698.60 1.25 14.38 300 mm 4 0.52 1.38 16.30 122.273 0.050 0.050 P-405 MH-410 700.30 698.60 MH-411 700.00 698.08 1.30 40.00 300 mm 5 0.56 1.51 18.10 124.608 0.050 0.060 P-406 MH-411 700.00 698.08 MH-412 699.85 697.77 1.31 23.72 300 mm 6 0.59 1.70 19.70 124.939 0.060 0.060 P-407 MH-412 699.85 697.77 MH-413 699.45 697.25 1.30 40.00 300 mm 7 0.62 1.84 21.20 124.608 0.060 0.070 P-408 MH-413 699.45 697.25 MH-414 698.96 696.73 1.30 40.00 300 mm 8 0.65 1.91 22.60 115.023 0.070 0.070 P-409 MH-414 698.96 696.73 MH-415 698.71 696.21 1.30 40.00 300 mm 9 0.67 2.06 23.90 124.608 0.070 0.070 P-410 MH-415 698.71 696.21 MH-416 698.51 695.69 1.30 40.00 300 mm 10 0.70 2.36 25.10 124.608 0.070 0.080 P-411 MH-416 698.51 695.69 MH-417 697.97 695.17 1.30 40.00 300 mm 11 0.72 2.51 26.30 124.608 0.080 0.080 P-412 MH-417 697.97 695.17 MH-418 697.70 694.65 1.30 40.00 300 mm 12 0.74 2.62 27.50 124.608 0.080 0.090 P-413 MH-418 697.70 694.65 MH-419 696.90 694.13 1.30 40.00 300 mm 13 0.76 2.61 28.60 124.608 0.090 0.090 P-414 MH-419 696.90 694.13 MH-420 696.00 693.61 1.30 40.00 300 mm 14 0.77 2.28 29.70 124.608 0.090 0.090 P-415 MH-420 696.00 693.61 MH-421 695.35 692.85 1.99 38.17 300 mm 15 0.79 2.14 30.70 154.213 0.090 0.100 P-416 MH-421 695.35 692.85 MH-422 695.00 692.05 2.00 40.00 300 mm 16 0.80 2.42 31.70 154.558 0.100 0.100 P-417 MH-422 695.00 692.05 MH-423 694.00 691.37 2.02 33.67 300 mm 17 0.82 2.49 32.70 155.313 0.100 0.100 P-418 MH-423 694.00 691.37 MH-387 692.70 689.80 1.98 39.37 300 mm 18 1.13 2.07 28.10 153.83 0.100 0.070






PROFILE 2

Pipe label

Downstream

manhole



(m)


(m))

Downstream manhole


the downstream

manhole (m)

Bottom elevation of the pipe of

downstream manhole

(m))

Pipe descent

(%) Pipe length

(m) Pipe

diameter (mm)

Total flow (l/s)

Average speed (m/s)

Average pipe cover

(m) d/D (pipe

fillings) (%) Designed capacity

(l/s) Pipes filling at entrance

(m) Pipe filligs

at exit (m)

P-363 MH-368 717.05 715.00 MH-369 716.20 714.20 2.00 40.00 300 mm 1 0.31 1.72 9.20 154.558 0.020 0.030 P-364 MH-369 716.20 714.20 MH-370 714.90 713.40 2.00 40.00 300 mm 2 0.41 1.45 12.00 154.558 0.030 0.040 P-365 MH-370 714.90 713.40 MH-371 714.50 712.70 2.00 34.96 300 mm 3 0.47 1.35 14.30 154.646 0.040 0.050 P-366 MH-371 714.50 712.70 MH-372 713.80 712.27 2.97 14.48 300 mm 4 0.52 1.36 16.30 188.333 0.050 0.050 P-367 MH-372 713.80 712.27 MH-373 713.00 711.07 3.00 40.00 300 mm 5 0.56 1.43 18.10 189.294 0.050 0.060 P-368 MH-373 713.00 711.07 MH-374 712.20 709.87 3.00 40.00 300 mm 6 0.59 1.83 19.70 189.294 0.060 0.060 P-369 MH-374 712.20 709.87 MH-375 710.35 707.40 3.00 40.00 300 mm 7 0.94 1.70 16.80 189.294 0.060 0.040 P-370 MH-375 710.35 707.40 MH-376 708.40 705.00 3.00 40.00 300 mm 8 0.98 2.27 18.00 189.294 0.070 0.040 P-371 MH-376 708.40 705.00 MH-377 707.00 703.80 3.00 40.00 300 mm 9 0.67 3.00 23.90 189.294 0.070 0.070 P-372 MH-377 707.00 703.80 MH-378 705.75 702.60 3.00 40.00 300 mm 10 0.70 2.87 25.10 189.294 0.070 0.080 P-373 MH-378 705.75 702.60 MH-379 704.80 701.66 3.00 31.33 300 mm 11 0.72 2.84 26.30 189.304 0.080 0.080 P-374 MH-379 704.80 701.66 MH-380 702.60 699.50 3.00 40.00 300 mm 12 1.10 2.34 22.00 189.294 0.080 0.050 P-375 MH-380 702.60 699.50 MH-381 700.72 697.00 3.00 40.00 300 mm 13 1.13 2.46 22.90 189.294 0.090 0.050 P-376 MH-381 700.72 697.00 MH-382 698.81 695.80 3.00 40.00 300 mm 14 0.77 3.06 29.70 189.294 0.090 0.090 P-377 MH-382 698.81 695.80 MH-383 697.40 694.60 3.00 40.00 300 mm 15 0.79 2.60 30.70 189.294 0.090 0.100 P-378 MH-383 697.40 694.60 MH-384 696.19 693.40 3.00 40.00 300 mm 16 0.80 2.49 31.70 189.294 0.100 0.100 P-379 MH-384 696.19 693.40 MH-385 694.83 692.20 3.00 40.00 300 mm 17 0.82 2.41 32.70 189.294 0.100 0.100 P-380 MH-385 694.83 692.20 MH-386 693.78 691.00 3.00 40.00 300 mm 18 0.83 2.40 33.70 189.294 0.100 0.100 P-381 MH-386 693.78 691.00 MH-387 692.70 689.80 3.00 40.00 300 mm 19 0.72 2.54 40.10 189.294 0.100 0.140 P-382 MH-387 692.70 689.80 MH-388 692.00 688.60 3.00 40.00 400 mm 38 1.00 2.78 37.60 328.988 0.140 0.140 P-383 MH-388 692.00 688.60 MH-389 690.41 687.52 3.00 36.03 400 mm 39 1.01 2.77 38.10 328.851 0.140 0.140 P-384 MH-389 690.41 687.52 MH-390 689.32 686.32 3.00 40.00 400 mm 40 1.02 2.57 38.60 328.988 0.140 0.150 P-385 MH-390 689.32 686.32 MH-391 687.90 685.12 3.00 40.00 400 mm 41 1.02 2.52 39.10 328.988 0.150 0.150 P-386 MH-391 687.90 685.12 MH-392 687.25 683.92 3.00 40.00 400 mm 42 1.03 2.68 39.60 328.988 0.150 0.150 P-387 MH-392 687.25 683.92 MH-393 685.80 682.72 3.00 40.00 400 mm 43 1.04 2.83 40.10 328.988 0.150 0.150






P-388 MH-393 685.80 682.72 MH-394 683.83 681.52 3.00 40.00 400 mm 44 1.05 2.32 40.60 328.988 0.150 0.150 P-389 MH-394 683.83 681.52 MH-395 683.26 680.32 3.00 40.00 400 mm 45 1.05 2.25 41.00 328.988 0.150 0.150 P-390 MH-395 683.26 680.32 MH-396 682.40 679.12 3.00 40.00 400 mm 46 1.06 2.74 41.50 328.988 0.150 0.160 P-391 MH-396 682.40 679.12 MH-397 680.71 677.92 3.00 40.00 400 mm 47 1.59 2.66 33.60 328.988 0.160 0.100 P-392 MH-397 680.71 677.92 MH-398 679.45 676.72 3.00 40.00 500 mm 48 1.00 2.26 29.20 708.516 0.150 0.150 P-393 MH-398 679.45 676.72 MH-399 678.40 675.52 3.00 40.00 500 mm 49 1.01 2.30 29.50 708.516 0.150 0.150 P-394 MH-399 678.40 675.52 MH-400 677.10 674.32 3.00 40.00 500 mm 50 1.02 2.33 29.80 708.516 0.150 0.150 P-395 MH-400 677.10 674.32 MH-401 676.31 673.12 3.00 40.00 500 mm 51 1.02 2.48 30.10 708.516 0.150 0.150 P-396 MH-401 676.31 673.12 MH-402 675.34 671.92 3.00 40.00 500 mm 52 1.03 2.80 30.40 708.516 0.150 0.150 P-397 MH-402 675.34 671.92 MH-403 674.43 670.72 3.00 40.00 500 mm 53 1.03 3.06 30.70 708.516 0.150 0.150 P-398 MH-403 674.43 670.72 MH-404 673.40 669.52 3.00 40.00 500 mm 54 1.04 3.29 31.00 708.516 0.150 0.160 P-399 MH-404 673.40 669.52 MH-405 672.60 668.35 2.99 39.09 500 mm 55 1.05 3.56 31.30 707.699 0.160 0.160 P-400 MH-405 672.60 668.35 MH-322 671.91 667.54 3.01 26.95 500 mm 56 1.61 3.81 25.20 709.173 0.160 0.090

PROFILE 3

Pipe label

Upstream manhole



(m))


(m))

Downstream manhole


the downstream

manhole (m))


the downstream

manhole (m))

Pipe descent

(%) Pipe length(m)

Pipe diameteri

(mm) Total flow

(l/s) Average spped (m/s)

Average pipe cover

(m) d/D Pipe

filling) (%) Designed capacity

(l/s) Pipe fillins at antrance

(m) Pipe filling

at exit (m)

P-708 MH-715 677.81 676.00 MH-716 677.29 675.20 2.00 40.00 300 mm 1 0.31 1.65 9.20 154.558 0.020 0.030 P-709 MH-716 677.29 675.20 MH-717 676.58 674.40 2.00 40.00 300 mm 2 0.41 1.83 12.00 154.558 0.030 0.040 P-710 MH-717 676.58 674.40 MH-718 675.23 673.60 2.00 40.00 300 mm 3 0.47 1.60 14.30 154.558 0.040 0.050 P-711 MH-718 675.23 673.60 MH-719 674.48 672.80 2.00 40.00 300 mm 4 0.52 1.35 16.30 154.558 0.050 0.050 P-712 MH-719 674.48 672.80 MH-720 673.65 672.37 2.01 21.36 300 mm 5 0.56 1.18 18.10 155.063 0.050 0.060 P-713 MH-720 673.65 672.37 MH-721 672.73 671.37 2.50 40.00 300 mm 6 0.59 1.02 19.70 172.801 0.060 0.060 P-714 MH-721 672.73 671.37 MH-722 672.09 670.37 2.50 40.00 300 mm 7 0.62 1.24 21.20 172.801 0.060 0.070 P-715 MH-722 672.09 670.37 MH-723 671.00 669.37 2.50 40.00 300 mm 8 0.65 1.37 22.60 172.801 0.070 0.070 P-716 MH-723 671.00 669.37 MH-724 670.29 668.79 2.48 23.43 300 mm 9 0.97 1.26 19.40 171.95 0.070 0.050 P-717 MH-724 670.29 668.79 MH-725 669.71 668.06 2.53 28.90 400 mm 10 0.67 1.20 19.30 301.878 0.070 0.070 P-718 MH-725 669.71 668.06 MH-726 668.61 667.11 2.48 38.28 400 mm 11 0.69 1.20 20.20 299.223 0.070 0.080






P-719 MH-726 668.61 667.11 MH-727 667.90 665.19 2.49 26.49 400 mm 12 1.03 1.10 17.20 299.813 0.080 0.050 P-720 MH-727 667.90 665.19 MH-714 667.51 664.97 0.99 22.19 400 mm 13 0.73 2.25 21.90 189.126 0.080 0.080 P-707 MH-714 667.51 664.97 MH-703 667.16 664.73 1.01 23.85 400 mm 14 0.74 2.11 22.70 190.537 0.080 0.090

PROFILE 4

Pipe label

Upstream manhole



(m))


(m))

Downstream manhole

Kota terena nizvodnog ahta (m)


the downstream

manhole (m))

Pipe descent

(%) Pipe length

(m) Pipe

diameter (mm)

Total flow (l/s)

Average speed (m/s)

Prosena pokrivka

cevi (m)

d/D (pipe fillings) (%)

Designed capacity(l/s)

Pipe filling at entrance

(m) Pipe fillings at exit (m)

P-526 MH-527 668.32 667.00 MH-528 667.90 666.50 1.25 40.00 300 mm 1 0.31 1.06 9.20 122.189 0.020 0.030 P-527 MH-528 667.90 666.50 MH-529 667.00 666.00 1.25 40.00 300 mm 2 0.41 0.90 12.00 122.189 0.030 0.040 P-528 MH-529 667.00 666.00 MH-530 666.05 665.00 2.50 40.00 300 mm 3 0.47 0.72 14.30 172.801 0.040 0.050 P-529 MH-530 666.05 665.00 MH-531 665.17 663.67 3.08 26.91 300 mm 4 0.81 0.72 12.70 191.936 0.050 0.030 P-539 MH-531 665.17 663.67 MH-543 664.50 662.95 1.80 40.00 300 mm 9 0.67 1.22 23.90 146.626 0.070 0.070 P-540 MH-543 664.50 662.95 MH-541 663.50 662.12 1.80 37.17 300 mm 10 0.94 1.08 21.10 146.729 0.070 0.050

PROFILE 5

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)

Prosena brzina (m/s)

Prosena pokrivka

cevi (m)

d/D (ispunjenost

cevi) (%) Projektovani

kapacitet (l/s)

Ispunjenost cevi na

ulazu (m) Ispunjenost

cevi na izlazu (m)

P-530 MH-532 665.35 664.30 MH-533 665.25 664.14 0.40 40.00 300 mm 1 0.28 0.78 10.00 69.12 0.030 0.040 P-531 MH-533 665.25 664.14 MH-534 665.40 663.98 0.40 40.00 300 mm 2 0.37 0.96 13.00 69.12 0.040 0.040 P-532 MH-534 665.40 663.98 MH-535 665.43 663.82 0.40 40.00 300 mm 3 0.44 1.21 15.10 69.12 0.040 0.050 P-533 MH-535 665.43 663.82 MH-531 665.17 663.67 0.44 34.39 300 mm 4 0.42 1.25 19.60 72.178 0.050 0.070






PROFILE 6

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-534 MH-537 663.90 662.90 MH-538 663.70 662.70 0.50 40.00 300 mm 1 0.30 0.70 9.50 77.279 0.020 0.030 P-535 MH-538 663.70 662.70 MH-539 663.75 662.50 0.50 40.00 300 mm 2 0.40 0.82 12.30 77.279 0.030 0.040 P-536 MH-539 663.75 662.50 MH-540 663.60 662.30 0.50 40.00 300 mm 3 0.47 0.97 14.40 77.279 0.040 0.050 P-537 MH-540 663.60 662.30 MH-541 663.50 662.12 0.55 32.92 300 mm 4 0.39 1.04 22.80 80.813 0.050 0.090 P-538 MH-541 663.50 662.12 MH-542 663.00 661.68 1.10 40.00 300 mm 15 0.79 1.05 30.70 114.623 0.090 0.100 P-541 MH-542 663.00 661.68 MH-544 663.06 661.39 1.12 25.84 300 mm 16 0.80 1.19 31.70 115.779 0.100 0.100 P-542 MH-544 663.06 661.39 MH-330 663.12 659.42 1.11 39.71 300 mm 17 0.98 1.62 29.10 115.041 0.100 0.080

PROFILE 7

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 8

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-742 MH-748 657.20 656.16 MH-749 657.00 656.00 0.95 16.83 300 mm 1 0.30 0.72 9.70 106.56 0.020 0.040 P-743 MH-749 657.00 656.00 MH-750 657.36 655.84 0.40 40.00 300 mm 2 0.37 0.96 13.00 69.12 0.040 0.040 P-744 MH-750 657.36 655.84 MH-751 657.65 655.71 0.40 32.73 300 mm 3 0.43 1.43 15.30 68.877 0.040 0.050 P-745 MH-751 657.65 655.71 MH-752 657.60 655.60 0.39 28.17 300 mm 4 0.48 1.67 17.10 68.293 0.050 0.050 P-746 MH-752 657.60 655.60 MH-344 657.30 655.51 0.43 11.58 300 mm 5 0.58 1.57 17.50 71.813 0.050 0.050

PROFILE 9

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 10

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 11

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 12

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 13

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 14

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 15

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 16

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 17

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 18

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-419 MH-424 672.30 670.00 MH-425 672.45 669.00 2.50 40.00 300 mm 1 0.31 2.57 9.20 172.801 0.020 0.030 P-420 MH-425 672.45 669.00 MH-426 670.60 668.00 2.50 40.00 300 mm 2 0.41 2.72 12.00 172.801 0.030 0.040 P-421 MH-426 670.60 668.00 MH-427 669.43 667.00 2.50 40.00 300 mm 3 0.47 2.21 14.30 172.801 0.040 0.050 P-422 MH-427 669.43 667.00 MH-428 669.00 666.00 2.50 40.00 300 mm 4 0.52 2.41 16.30 172.801 0.050 0.050 P-423 MH-428 669.00 666.00 MH-429 667.30 665.05 2.51 37.83 300 mm 5 0.56 2.32 18.10 173.188 0.050 0.060 P-424 MH-429 667.30 665.05 MH-430 667.00 664.98 0.49 14.37 300 mm 6 0.59 1.83 19.70 76.277 0.060 0.060 P-425 MH-430 667.00 664.98 MH-431 668.00 664.81 0.48 35.38 300 mm 7 0.62 2.30 21.20 75.757 0.060 0.070 P-426 MH-431 668.00 664.81 MH-432 667.80 664.66 0.53 28.22 300 mm 8 0.65 2.86 22.60 79.679 0.070 0.070 P-427 MH-432 667.80 664.66 MH-433 667.55 664.59 0.48 14.61 300 mm 9 0.67 2.75 23.90 75.648 0.070 0.070 P-428 MH-433 667.55 664.59 MH-434 667.00 664.39 0.50 40.00 300 mm 10 0.70 2.48 25.10 77.279 0.070 0.080 P-429 MH-434 667.00 664.39 MH-435 666.72 664.25 0.51 27.42 300 mm 11 0.71 2.24 26.40 78.092 0.080 0.080 P-430 MH-435 666.72 664.25 MH-436 666.25 664.11 0.47 29.78 300 mm 12 0.73 2.00 27.60 74.934 0.080 0.090 P-431 MH-436 666.25 664.11 MH-1 666.15 663.49 0.52 32.93 300 mm 13 0.79 1.87 27.80 78.524 0.090 0.080






PROFILE 19

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 20

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 21

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 22

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 23

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 24

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-455 MH-460 656.80 655.80 MH-461 656.00 655.00 2.00 40.00 300 mm 1 0.31 0.70 9.20 154.558 0.020 0.030 P-456 MH-461 656.00 655.00 MH-22 656.13 654.10 1.99 31.14 300 mm 2 0.60 1.07 9.40 154.21 0.030 0.020






PROFILE 25

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-543 MH-545 662.54 659.80 MH-546 660.81 659.00 2.00 40.00 300 mm 1 0.31 1.97 9.20 154.558 0.020 0.030 P-544 MH-546 660.81 659.00 MH-547 660.00 658.45 2.00 27.46 300 mm 2 0.41 1.38 12.00 154.67 0.030 0.040 P-545 MH-547 660.00 658.45 MH-548 660.10 657.98 1.99 23.57 300 mm 3 0.47 1.53 14.30 154.328 0.040 0.050 P-546 MH-548 660.10 657.98 MH-549 660.00 657.60 2.05 18.56 300 mm 4 0.52 1.96 16.30 156.379 0.050 0.050 P-547 MH-549 660.00 657.60 MH-550 658.50 655.80 2.03 15.29 300 mm 5 0.79 1.50 14.80 155.615 0.050 0.040 P-548 MH-550 658.50 655.80 MH-551 656.20 654.27 2.02 29.75 300 mm 6 0.83 1.55 16.20 155.206 0.060 0.040 P-549 MH-551 656.20 654.27 MH-552 656.10 654.03 1.99 12.06 300 mm 7 0.62 1.70 21.20 154.173 0.060 0.070 P-550 MH-552 656.10 654.03 MH-553 655.89 653.77 2.05 12.71 300 mm 8 0.65 1.79 22.60 156.311 0.070 0.070 P-551 MH-553 655.89 653.77 MH-554 655.80 653.45 2.02 15.81 300 mm 9 0.67 1.93 23.90 155.484 0.070 0.070 P-552 MH-554 655.80 653.45 MH-555 655.58 652.82 1.99 31.60 300 mm 10 0.70 2.25 25.10 154.313 0.070 0.080 P-553 MH-555 655.58 652.82 MH-26 654.18 652.44 2.02 18.78 300 mm 11 0.49 1.95 42.60 155.46 0.080 0.180

PROFILE 26

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 27

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-457 MH-462 651.00 649.80 MH-463 651.10 649.64 0.40 40.00 300 mm 1 0.19 1.03 27.90 69.12 0.030 0.140 P-460 MH-463 651.10 649.64 MH-33 651.34 649.59 0.40 12.51 300 mm 2 0.05 1.30 55.60 69.093 0.140 0.190

PROFILE 28

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 29

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 30

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-476 MH-134 650.27 649.00 MH-478 649.93 648.80 0.95 20.99 500 mm 12 0.68 0.70 14.60 399.298 0.070 0.070 P-477 MH-478 649.93 648.80 MH-479 649.65 648.40 1.00 40.00 500 mm 13 0.69 0.69 15.20 409.062 0.070 0.080 P-478 MH-479 649.65 648.40 MH-480 649.30 648.22 1.04 17.29 500 mm 14 0.71 0.66 15.80 417.376 0.080 0.080 P-479 MH-480 649.30 648.22 MH-481 648.95 648.05 1.34 12.73 500 mm 15 0.72 0.49 16.30 472.715 0.080 0.080 P-480 MH-481 648.95 648.05 MH-482 649.10 647.63 1.05 39.88 500 mm 16 0.73 0.68 16.80 419.794 0.080 0.090 P-481 MH-482 649.10 647.63 MH-483 649.19 647.33 0.99 30.27 500 mm 17 0.75 1.16 17.40 407.233 0.090 0.090 P-482 MH-483 649.19 647.33 MH-484 649.30 647.20 0.98 13.27 500 mm 18 0.76 1.48 17.80 404.879 0.090 0.090 P-483 MH-484 649.30 647.20 MH-485 649.40 647.05 1.03 14.55 500 mm 19 0.51 1.72 31.00 415.339 0.090 0.220 P-484 MH-485 649.40 647.05 MH-42 648.81 646.92 0.97 13.39 500 mm 20 0.19 1.62 57.00 403.06 0.220 0.350

PROFILE 31

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)







PROFILE 32

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-687 MH-694 642.26 640.50 MH-695 641.10 639.90 1.50 40.00 300 mm 1 0.31 1.18 9.20 133.851 0.020 0.030 P-688 MH-695 641.10 639.90 MH-696 640.95 639.30 1.50 40.00 300 mm 2 0.41 1.12 12.00 133.851 0.030 0.040 P-689 MH-696 640.95 639.30 MH-697 639.73 638.70 1.50 40.00 300 mm 3 0.47 1.04 14.30 133.851 0.040 0.050 P-690 MH-697 639.73 638.70 MH-698 639.30 638.11 1.51 39.15 300 mm 4 0.52 0.81 16.30 134.164 0.050 0.050 P-691 MH-698 639.30 638.11 MH-699 638.93 637.83 1.54 18.20 300 mm 5 0.56 0.84 18.10 135.556 0.050 0.060 P-692 MH-699 638.93 637.83 MH-700 638.66 637.55 1.49 18.82 300 mm 6 0.59 0.80 19.70 133.304 0.060 0.060 P-693 MH-700 638.66 637.55 MH-701 638.45 637.23 1.52 21.00 300 mm 7 0.62 0.86 21.20 134.909 0.060 0.070 P-694 MH-701 638.45 637.23 MH-702 638.04 636.83 1.51 26.49 300 mm 8 0.65 0.91 22.60 134.296 0.070 0.070 P-695 MH-702 638.04 636.83 MH-316 637.10 635.03 1.52 28.36 300 mm 9 0.87 0.65 20.40 134.573 0.070 0.050

PROFILE 33

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-626 MH-633 645.70 643.80 MH-634 645.20 643.32 2.02 23.79 300 mm 1 0.31 1.59 9.20 155.238 0.020 0.030 P-627 MH-634 645.20 643.32 MH-632 644.60 642.80 1.97 26.35 300 mm 2 0.35 1.54 14.00 153.528 0.030 0.050 P-628 MH-632 644.60 642.80 MH-635 642.95 641.95 2.12 40.00 300 mm 5 0.56 1.10 18.10 159.314 0.050 0.060 P-629 MH-635 642.95 641.95 MH-636 642.60 641.55 1.99 20.11 300 mm 6 0.59 0.72 19.70 154.134 0.060 0.060 P-630 MH-636 642.60 641.55 MH-637 643.10 641.31 0.60 40.00 300 mm 7 0.62 1.12 21.20 84.655 0.060 0.070 P-631 MH-637 643.10 641.31 MH-638 643.30 641.06 0.60 41.89 300 mm 8 0.65 1.71 22.60 84.429 0.070 0.070 P-632 MH-638 643.30 641.06 MH-639 643.00 640.91 0.58 25.89 300 mm 9 0.67 1.86 23.90 83.187 0.070 0.070 P-633 MH-639 643.00 640.91 MH-640 642.60 640.71 0.61 32.93 300 mm 10 0.70 1.69 25.10 85.172 0.070 0.080 P-634 MH-640 642.60 640.71 MH-641 642.35 640.54 0.61 28.05 300 mm 11 0.72 1.55 26.30 85.081 0.080 0.080 P-635 MH-641 642.35 640.54 MH-642 641.95 640.30 0.60 40.00 300 mm 12 0.74 1.43 27.50 84.655 0.080 0.090 P-636 MH-642 641.95 640.30 MH-643 641.50 640.09 0.59 35.51 300 mm 13 0.76 1.23 28.60 84.045 0.090 0.090 P-639 MH-643 641.50 640.09 MH-644 641.07 639.63 0.63 14.27 300 mm 14 0.83 0.94 28.20 86.793 0.090 0.080






PROFILE 34

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-624 MH-630 645.10 644.00 MH-631 645.30 643.43 1.45 39.25 300 mm 1 0.31 1.18 9.20 131.702 0.020 0.030 P-625 MH-631 645.30 643.43 MH-632 644.60 642.80 1.44 29.95 300 mm 2 0.56 1.43 9.70 130.952 0.030 0.030

PROFILE 35

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-590 MH-596 650.30 648.00 MH-597 649.60 647.60 1.00 40.00 300 mm 1 0.31 1.85 9.20 109.289 0.020 0.030 P-591 MH-597 649.60 647.60 MH-598 649.50 647.20 1.00 40.00 300 mm 2 0.41 1.85 12.00 109.289 0.030 0.040 P-592 MH-598 649.50 647.20 MH-599 649.10 647.02 1.04 17.28 300 mm 3 0.47 1.89 14.30 111.542 0.040 0.050 P-593 MH-599 649.10 647.02 MH-600 648.70 646.73 1.51 19.25 300 mm 4 0.52 1.72 16.30 134.14 0.050 0.050 P-594 MH-600 648.70 646.73 MH-601 648.45 646.50 1.63 14.12 300 mm 5 0.56 1.66 18.10 139.483 0.050 0.060 P-595 MH-601 648.45 646.50 MH-602 647.80 646.35 1.54 9.71 300 mm 6 0.59 1.40 19.70 135.835 0.060 0.060 P-596 MH-602 647.80 646.35 MH-603 646.90 645.90 2.05 21.97 300 mm 7 0.62 0.92 21.20 156.411 0.060 0.070 P-597 MH-603 646.90 645.90 MH-604 646.30 645.28 2.01 30.90 300 mm 8 0.65 0.71 22.60 154.807 0.070 0.070 P-598 MH-604 646.30 645.28 MH-605 646.15 644.68 1.50 40.00 300 mm 9 0.67 0.94 23.90 133.851 0.070 0.070 P-599 MH-605 646.15 644.68 MH-606 646.09 644.39 1.53 19.00 300 mm 10 0.70 1.28 25.10 135.02 0.070 0.080 P-600 MH-606 646.09 644.39 MH-607 646.29 643.99 1.00 40.00 300 mm 11 0.72 1.70 26.30 109.289 0.080 0.080 P-601 MH-607 646.29 643.99 MH-608 645.92 643.59 1.00 40.00 300 mm 12 0.74 2.01 27.50 109.289 0.080 0.090 P-602 MH-608 645.92 643.59 MH-609 645.28 643.19 1.00 40.00 300 mm 13 0.76 1.91 28.60 109.289 0.090 0.090 P-603 MH-609 645.28 643.19 MH-610 644.30 642.80 0.98 40.00 300 mm 14 0.68 1.49 33.00 107.914 0.090 0.110 P-604 MH-610 644.30 642.80 MH-611 643.65 642.40 1.00 40.00 300 mm 22 0.83 1.07 39.30 109.289 0.110 0.130






PROFILE 36

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)


PROFILE 37

Pipe label

Upstream manhole

Kota terena

uzvodnog ahta (m)

Kota dna cevi

uzvodnog ahta (m)

Nizvodni aht

Kota terena

nizvodnog ahta (m)

Kota dna cevi

nizvodnog ahta (m)

Pad cevi (%)

Duina cevi (m)

Prenik cevi (mm)

Ukupni protok (l/s)


Prosena pokrivka

cevi (m)

d/D (ispunjenost


kapacitet (l/s)

Ispunjenost cevi na


cevi na izlazu (m)

P-612 MH-619 644.50 643.30 MH-620 644.20 643.10 0.50 40.00 300 mm 1 0.30 0.85 9.50 77.279 0.020 0.030 P-613 MH-620 644.20 643.10 MH-621 644.20 642.90 0.50 40.00 300 mm 2 0.40 0.90 12.30 77.279 0.030 0.040 P-614 MH-621 644.20 642.90 MH-622 643.70 642.70 0.50 40.00 300 mm 3 0.47 0.85 14.40 77.279 0.040 0.050 P-615 MH-622 643.70 642.70 MH-623 643.60 642.50 0.51 39.59 300 mm 4 0

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Atmospheric Network Cetinje