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International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 2017, pp. 1086–1098, Article ID: IJCIET_08_04_122 Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4 ISSN Print: 0976-6308 and ISSN Online: 0976-6316 © IAEME Publication Scopus Indexed

CREATION OF AN INTEGRATED OPTIMAL URBAN DRAINAGE NETWORK PLANNING AND ANALYSIS OF CHAMBERED SEWAGE

TREATMENT PLANT: A MODEL STUDY FROM PART OF VIJAYAWADA, AP

S. Sai Sree

PG Student, K L University, Department of Civil Engineering, Vaddeswaram, Guntur, Andhra Pradesh, India

SS. Aasdi Professor & Associate Dean Academics, Department of Civil Engineering,

K L University, Vaddeswaram Guntur, Andhra Pradesh, India

P. Polu Raju

Associate Professor, K L University, Department of Civil Engineering, Vaddeswaram, Guntur, Andhra Pradesh, India

ABSTRACT Water supply system is a part of modern civilization. It indicates the level of

advancement in a community. Urbanization along with its impermeable structures is one of the major factor that causes flooding in urban areas. The work preparation involves redesign of drainage network system in labour colony, zone-2, in One Town area in Vijayawada. The sewer lines in the proposed area are identified by topographic survey and those are geo-referenced by using the software Arc Map to know the exact sewer lines. Statement of Hydraulic Parameters and Flow Characteristics of sewer lines are designed by using Manning’s Formula. The wastewater collected from main drains is discharged into sewage treatment plant (UASB) in Jakkampudi which is the sewage treatment plant of zone-2 area in Vijayawada. Aeration Tank and Secondary Clarifier in UASB are analyzed by means of Staad-Pro. Key words: ArcMap, Sttad-Pro, Drainage Network, Manning’s Formula.

Cite this Article: S. Sai Sree, SS. Aasdi and P. Polu Raju, Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP. International Journal of Civil Engineering and Technology, 8(4), 2017, pp. 1086–1098. http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4

S. Sai Sree, SS. Aasdi and P. Polu Raju


1. INTRODUCTION The Purpose of a productive drainage system is to eliminate stagnated water and provides a pleasant dry environment and healthy atmosphere for the community. Thus, the community can thrive into a developed locality by reducing nuisance due to strayed animals, abatement of unhygienic conditions, eliminating dangerous contagious diseases/viruses/bacteria. Optimal drainage and integrated sewage network will reduce the risk of hazardous, harmful from contamination of ground water. Subsequently, this waste water will be linked to UASB for further filtration of industrial waste water treatment system to achieve greater filtration of organic pollutants. Anaerobic treatment systems, UASB by-products can be converted to organic matter which is nutrient rich effluent that can be used for agricultural irrigation. To achieve the above objectives Zone-2 of One Town locality of Vijayawada is proposed to be provided with proper Under Ground Drainage System and Connected to STP at the Industrial estate. About 50% percentage of world population, people are migrated from villages to towns. By 2050, it is predicted that 70% of world population will be living in cities as the city development is very fast. Then the implementation of underground drainage network will be increased rapidly [1]. Location of sewage treatment plant (STP) is dependent on the design of sewer line in GIS tool. The methods for population forecasting are Arithmetical Increase Method, Incremental Increase Method and Geometric Progression Method [2]. For sewerage network and water drains network alignment, the natural drainage pattern should follow [3].Design of drainage network requires a clear understanding of drainage problem [4]. The network of drainage system of an area is governed by topographical features of the area. For the design of drainage network, the detailed information about topographical features, land use and surface characteristics are necessary [5].A Sewage treatment plant removes the domestic, commercial waste and harmful materials which cause harm to public [6].

1.1. Description of Study Area Vijayawada is the highly populated region of newly formed capital city, Amaravati. Therefore the importance of optimal drainage system-integrated sewage network and sewage treatment plant places a key role in socio-economic development of the region. With the current formation of thenew capital region which is adjacent to Vijayawada will have a higher influx of migrated people from different areas. Therefore a systematic well-structured drainage and sewage treatment plants will efficiently meet the increasing population demands as well as an exemplary to other regions. As per the “Draft Rapid Assessment Report for Vijayawada city, MOUD GOI, 2013”, only 10% of the population is covered with sewage network. A minimum temperature of 270 to 450 in the summer months from April to June and 280 to 170in winter months. 965mm is the annual rainfall which is contributed by the south west monsoons. The wastewater collected from main drains is discharged into Jakkampudi. Inadequate sewerage treatment facility is leading to discharge of untreated sewage and effluents from the treatment plant into water bodies and on agricultural lands leading to unhygienic conditions affecting people’s health.

2. OBJECTIVE Identification of existing problems and creation of digital data base according to the current

drainage network.

Preparation of land use/land cover and design of optimal drainage network, analysis of Aeration Tank and Clarifier.

Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP


3. METHODOLOGY The raster form of road network plan of the labour colony and the current data of the road network plan from VMC office, Vijayawada was collected. This data is geo-referenced by using ArcMapto identify the exact road network plan of Labour Colony. From this roads network plan, we have to know the exact sewerage line. Present Flow and Ultimate Flow of sewerage lines are calculated for increased population as per census by using Manning’s Formula. The entire sewage is proposed to collect through the network of the sewerage system and collected into the sump at R.K Puram near Devinagar from where it is pumped into Sewage treatment plant at Jakkampudi. The treatment plant will be treated as per surface water standards as per IS 2846. It has 22 Chambers. In this only two chambers i.e., Aeration Tank, Secondary Clarifier which have a major role in the treatment of sewage system are analyzed by using the software Staad-Pro. Fig. 1 shows the flow chart of methodology.

3.1. Site Investigation Available data from the municipality relating the project is collected.

Alignment of Drains data was collected through topological features. The exact sewerage network of Labour Colony was identified by geo-referencing the

current road network plan from VMC office, Vijayawada and raster road network as shown in Fig.1, which also identifies any modified road networks.

Figure 1 Geo-referenced Image of Study Area

3.2. Surveys The survey is to identify the best possible flow pattern of the sewage linking through all major streets and finally connecting to the treatment plant. This will minimize the conventional process of ground digging and to create enough self-cleaning velocities needed for pumping. However, in the present case, the flow pattern is adopted to convey the sewage to a pumping station / STP and also incorporating the available gradients.



3.3. Sewerage Network

3.3.1. Sewed Area The total area of Labour Colony is 0.16 Sq.km. And the proposed sewage treatment plant design which covers the areas of Vidyadarapuram, Kabela and Labour Colony is equivalent to 2.66 Sq.km. the total length of road network in these areas is 41.65kms.

3.3.2. Population Forecast The current population of one town area in 2016 is about 59,185(iaw data collected from revenue department of VMC). For the purposes of proposed sewage plant design, it is estimated as 1,20,000, out of which 90,107 is forecasted in 2011 census and the additional population is expected following the development in the capital area.

3.3.3. Population Density Present population Density— 23,250 persons/Sq.km as per CPHEEO manual. Ultimate population Density—33,875 persons/Sq.km as per CPHEEO manual.

3.3.4. Flow Estimate For the purpose of the estimation of sewage volume, the per capita water consumption has been considered to be 157 LPCD over the Zone-2 one town. The per capita sewage contribution which is expected to reach the sewer has been adopted as 80% of the per capita water consumption, i.e. 126 LPCD.

For Zone-2 of One Town peak Factor 2.00 is adopted.

3.3.5. Groundwater Infiltration Estimate of flow in sanitary sewers may include certain flows due to infiltration of ground water through joints. The quality will depend upon workmanship in laying of sewers and level ground water table.

In the Design below we have adopted about 5% of per capita sewage contribution. For the open channel, gravity flow, Manning’s formula is used for designing slope and

diameter of the sewer line to carry the design flow at stated velocity. V = (1/n) × R2/3× S1/2 Where V- Velocity in mps R-Hydraulic Radius n- Manning coefficient of Roughness, 0.013 for both R.C.C & S.W.G pipes S-Slope of hydraulic Gradient 3.3.6Depth of flow All the sewers are to be designed to flow 0.8 full at Ultimate peak flow. 3.3.7Velocities in the sewers Minimum self-cleaning velocity of sewer should be about 0.6m/s and the maximum

velocity in the sewer should not exceed 3.0m/s.Raider mains provision is made, where the depth of cutting is greater than 2.0 meters.



Figure 2 Methodology Flow Chart

Parameters/criteria considered for site section

Spatial data

SOI Toposheet Satellite Imagery

Data merging

Final LISS-III &PAN merged output

(Hard copy preparation)

Topographic Layers Thematic Layers

Base map Drainage map

Road network map Slope map

Contour map

Land use/ Land cover map Soil map

Integration of data Layers

Buffer Analysis Overlay Analysis

Map showering Suitable areas

Creation of final suitability map

Problem identification

Attribute data

Geo-referencing (transfer ofGCP on image)

Visual image Interpretation

Existing plan

Details of plane: (a). length

(b). no. of manholes (c).Diameter

Details for Redesign

Field data for design of sewerage system

Existing water supply

Population as per census

Development plan collected

from VMC

Redesign

Recommendation

Development of decision support system (DSS)



4. RESULTS AND DISCCUSIONS Based on number of manholes, distance between manholes, diameter of sewer and slope levels, the actual discharge and the full discharge of the drainage network plan in Labour Colony are calculated using Manning’s formula to identify the capacity of drainage network with respect to the future population. Table 1, illustrates that the proposed design is safe and recommended for the predicted population.

Figure 3 Aerial Views of Aeration Tank and Clarifier

Figure 4 Satellite Image of Study Area

Figs. 3 and 4 show that the areas of Labour Colony in One Town area and sewage treatment plant in Jakkampudi. Total area covered under Labour Colony in One town area is 0.16 Sq.km and total area covered under Zone-2 for sewage treatment plant design is Vidyadarapuram, Kabela and Labour Colony in One town is2.66 Sq.km, which has been adopted for the design.



Table 1 Statement showing Hydraulic parameters, Flow Characteristics for Sewer Lines

Manhole

Dis

tanc

e in

Met

ers

Reduced Level of the Ground

Prov

ided

slop

e in

Fig

ures

Se

wer

dia

(d) i

n m

m (w

ith m

anni

ng's

cons

tant

of 0

.013

) A

vaila

ble

Are

a of

Sew

er (A

f) in

Sq.

mts

(p

ie x

d2 /4

) V

eloc

ity a

t ful

l flo

w u

sing

man

ning

's Eq

uatio

n (V

f) in

m/S

ec

Safe

ty

Trib

utei

ncre

men

tal a

rea

pop

ulat

ion

for

ultim

ate

year

= 1

26

pers

ons p

er h

ect

Act

ual F

low

cum

ulat

ive

Disc

harg

e (Q

a) in

m3 /S

ec)

Full

Flow

cum

ulat

ive

Dis

char

ge (

Qf)

in m

3 /Sec

)

Act

ual F

low

/Ful

l Flo

w =

Qa/

Qf

Sew

er F

low

Dia

/Sew

er D

ia=d

/D

Act

ual D

epth

of F

low

(D)

Act

ual V

eloc

ity(V

a)

Act

ual V

eloc

ity/F

ull V

eloc

ity=V

a/Vf

Vel

ocity

for

the

Act

ual F

low

V

a=(V

a/Vf)*

Va Fr

om To

From To

1 2 30.00

18.96

19.00

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.003

49.00

0.032

0.050

0.0016

2 3 30.00

19.00

19.09

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.003

50.00

0.032

0.050

0.0016

3 4 30.00

19.09

19.02

200

150

0.0177

0.646

safe

0.045

5.67

0.009

0.011

0.751

0.003

51.00

0.485

0.751

0.3645

4 5 30.00

19.02

19.06

200

150

0.0177

0.646

safe

0.675

85.05

0.001

0.011

0.050

0.003

51.00

0.032

0.050

0.0016

5 6 30.00

19.06

19.16

200

150

0.0177

0.646

safe

0.045

5.67

0.004

0.011

0.334

0.002

73.00

0.216

0.334

0.0720

6 7 30.00

19.16

19.23

200

150

0.0177

0.646

safe

0.300

37.80

0.009

0.011

0.751

0.004

34.00

0.485

0.751

0.3645

7 8 30.00

19.23

19.23

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.011

13.50

0.485

0.751

0.3645

8 9 30.00

19.23

19.14

500

200

0.0314

1.044

safe

0.675

85.05

0.009

0.033

0.262

0.010

19.50

0.273

0.262

0.0714

9 10

30.00

19.14

19.11

500

200

0.0314

1.044

safe

0.675

85.05

0.009

0.033

0.262

0.008

24.00

0.273

0.262

0.0714

10 11

30.00

19.11

19.13

500

200

0.0314

1.044

safe

0.675

85.05

0.009

0.033

0.262

0.007

27.00

0.273

0.262

0.0714

11 12

30.00

19.13

19.13

500

200

0.0314

1.044

safe

0.675

85.05

0.009

0.033

0.262

0.007

30.75

0.273

0.262

0.0714

12 13

30.00

19.13

19.19

500

200

0.0314

1.044

safe

0.675

85.05

0.024

0.033

0.726

0.006

33.75

0.758

0.726

0.5509

13 14

30.00

19.19

20.54

500

200

0.0314

1.044

safe

1.875

236.25

0.007

0.033

0.218

0.006

36.00

0.228

0.218

0.0496

15 16

25.00

19.12

19.11

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.004

39.00

0.404

0.626

0.2531

16 17

25.00

19.11

19.18

200

150

0.0177

0.646

safe

0.563

70.88

0.009

0.011

0.751

0.020

7.50

0.485

0.751

0.3645



17 18

30.00

19.18

19.21

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.009

16.50

0.485

0.751

0.3645

18 19

30.00

19.21

19.20

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.007

20.25

0.485

0.751

0.3645

19 20

30.00

19.20

19.21

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.013

11.25

0.485

0.751

0.3645

20 6 30.00

19.21

19.16

200

150

0.0177

0.646

safe

0.675

85.05

0.007

0.011

0.626

0.010

15.75

0.404

0.626

0.2531

20 22

25.00

19.11

19.12

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.008

18.75

0.404

0.626

0.2531

22 18

25.00

19.12

19.21

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.003

55.50

0.404

0.626

0.2531

23 24

25.00

19.07

19.08

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.013

12.00

0.404

0.626

0.2531

24 19

25.00

19.08

19.20

200

150

0.0177

0.646

safe

0.563

70.88

0.009

0.011

0.751

0.010

15.75

0.485

0.751

0.3645

25 26

30.00

19.23

19.32

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.008

19.50

0.485

0.751

0.3645

26 27

30.00

19.32

19.25

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.003

57.75

0.485

0.751

0.3645

27 7 30.00

19.25

19.23

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.013

12.00

0.485

0.751

0.3645

28 29

30.00

19.28

19.31

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.010

15.75

0.485

0.751

0.3645

29 30

30.00

19.31

19.25

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.008

19.50

0.485

0.751

0.3645

30 9 30.00

19.25

19.14

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.003

57.00

0.485

0.751

0.3645

31 32

30.00

19.15

19.15

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.013

12.00

0.485

0.751

0.3645

32 33

30.00

19.15

19.07

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.010

15.75

0.485

0.751

0.3645

33 10

30.00

19.07

19.11

200

150

0.0177

0.646

safe

0.675

85.05

0.015

0.011

1.335

0.008

19.50

0.863

1.335

1.1520

34 35

30.00

19.16

19.15

200

150

0.0177

0.646

safe

1.200

151.20

0.015

0.011

1.335

0.002

62.00

0.863

1.335

1.1520

35 36

30.00

19.15

19.14

200

150

0.0177

0.646

safe

1.200

151.20

0.009

0.011

0.751

0.013

11.25

0.485

0.751

0.3645

36 37

30.00

19.14

19.14

200

150

0.0177

0.646

safe

0.675

85.05

0.015

0.011

1.335

0.010

15.75

0.863

1.335

1.1520

37 12

30.00

19.14

19.13

20

15

0.0177

0.646

safe

1.200

151.20

0.001

0.011

0.050

0.013

12.00

0.032

0.050

0.0016



0 0

38 39

30.00

18.98

19.03

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.009

17.25

0.032

0.050

0.0016

39 40

30.00

19.03

19.04

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.022

6.75

0.032

0.050

0.0016

40 4 30.00

19.04

19.02

200

150

0.0177

0.646

safe

0.045

5.67

0.009

0.011

0.751

0.012

12.75

0.485

0.751

0.3645

41 42

30.00

19.20

19.09

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.009

16.50

0.485

0.751

0.3645

42 43

30.00

19.09

19.02

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.006

24.75

0.485

0.751

0.3645

43 44

30.00

19.02

19.91

200

150

0.0177

0.646

safe

0.675

85.05

0.003

0.011

0.223

0.013

12.00

0.144

0.223

0.0320

44 45

20.00

19.91

19.94

200

150

0.0177

0.646

safe

0.200

25.20

0.007

0.011

0.626

0.010

15.75

0.404

0.626

0.2531

46 47

25.00

19.02

19.24

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.008

19.50

0.404

0.626

0.2531

47 48

25.00

19.24

19.23

200

150

0.0177

0.646

safe

0.563

70.88

0.007

0.011

0.626

0.004

36.75

0.404

0.626

0.2531

48 49

25.00

19.23

19.24

200

150

0.0177

0.646

safe

0.563

70.88

0.009

0.011

0.751

0.013

12.00

0.485

0.751

0.3645

49 8 30.00

19.24

19.23

200

150

0.0177

0.646

safe

0.675

85.05

0.003

0.011

0.278

0.010

15.75

0.180

0.278

0.0500

50 51

25.00

19.08

19.11

200

150

0.0177

0.646

safe

0.250

31.50

0.003

0.011

0.278

0.008

19.50

0.180

0.278

0.0500

51 52

25.00

19.11

19.08

200

150

0.0177

0.646

safe

0.250

31.50

0.000

0.011

0.042

0.003

45.00

0.027

0.042

0.0011

52 53

25.00

19.08

19.14

200

150

0.0177

0.646

safe

0.038

4.73

0.004

0.011

0.334

0.014

10.50

0.216

0.334

0.0720

53 54

30.00

19.14

19.11

200

150

0.0177

0.646

safe

0.300

37.80

0.003

0.011

0.223

0.011

14.25

0.144

0.223

0.0320

56 55

20.00

19.11

19.07

200

150

0.0177

0.646

safe

0.200

25.20

0.004

0.011

0.334

0.008

18.00

0.216

0.334

0.0720

56 57

30.00

19.14

19.13

200

150

0.0177

0.646

safe

0.300

37.80

0.004

0.011

0.334

0.007

21.00

0.216

0.334

0.0720

57 58

30.00

19.13

19.10

200

150

0.0177

0.646

safe

0.300

37.80

0.005

0.011

0.401

0.013

11.25

0.259

0.401

0.1037

58 59

25.00

19.10

19.05

200

150

0.0177

0.646

safe

0.360

45.36

0.004

0.011

0.334

0.010

15.75

0.216

0.334

0.0720

60 45

30.00

18.75

19.94

200

150

0.0177

0.646

safe

0.300

37.80

0.004

0.011

0.334

0.008

18.75

0.216

0.334

0.0720



45 61

30.00

19.94

19.07

200

150

0.0177

0.646

safe

0.300

37.80

0.004

0.011

0.334

0.007

21.75

0.216

0.334

0.0720

61 55

30.00

19.07

19.07

200

150

0.0177

0.646

safe

0.300

37.80

0.006

0.011

0.501

0.002

65.00

0.324

0.501

0.1620

55 62

20.00

19.07

18.99

200

150

0.0177

0.646

safe

0.450

56.70

0.006

0.011

0.501

0.002

66.00

0.324

0.501

0.1620

62 63

30.00

18.99

18.93

200

150

0.0177

0.646

safe

0.450

56.70

0.003

0.011

0.223

0.025

6.00

0.144

0.223

0.0320

63 64

20.00

18.93

18.90

200

150

0.0177

0.646

safe

0.200

25.20

0.009

0.011

0.751

0.010

15.00

0.485

0.751

0.3645

64 59

30.00

18.90

19.05

200

150

0.0177

0.646

safe

0.675

85.05

0.003

0.011

0.240

0.008

19.50

0.155

0.240

0.0373

59 65

15.00

19.05

19.00

300

250

0.0491

1.514

safe

0.216

27.22

0.003

0.074

0.037

0.011

22.50

0.056

0.037

0.0021

65 66

15.00

19.00

18.94

300

250

0.0491

1.514

safe

0.216

27.22

0.001

0.074

0.008

0.010

24.75

0.012

0.008

0.0001

67 68

30.00

19.03

18.99

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.002

90.00

0.032

0.050

0.0016

68 69

30.00

18.99

19.09

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.050

0.001

124.50

0.032

0.050

0.0016

69 45

30.00

19.09

19.94

200

150

0.0177

0.646

safe

0.045

5.67

0.009

0.011

0.751

0.009

16.50

0.485

0.751

0.3645

70 71

30.00

19.13

19.32

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.012

12.75

0.485

0.751

0.3645

71 72

30.00

19.32

19.25

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.022

6.75

0.485

0.751

0.3645

72 61

30.00

19.25

19.07

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.013

12.00

0.485

0.751

0.3645

73 74

30.00

19.23

19.21

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.010

15.75

0.485

0.751

0.3645

74 75

30.00

19.21

19.12

200

150

0.0177

0.646

safe

0.675

85.05

0.009

0.011

0.751

0.008

19.50

0.485

0.751

0.3645

75 55

30.00

19.12

19.07

200

150

0.0177

0.646

safe

0.675

85.05

0.005

0.011

0.481

0.003

45.00

0.311

0.481

0.1493

76 77

30.00

18.64

18.65

200

150

0.0177

0.646

safe

0.432

54.43

0.005

0.011

0.481

0.010

15.00

0.311

0.481

0.1493

77 78

30.00

18.65

18.73

200

150

0.0177

0.646

safe

0.432

54.43

0.009

0.011

0.751

0.008

19.50

0.485

0.751

0.3645

78 64

30.00

18.73

18.90

200

150

0.0177

0.646

safe

0.675

85.05

0.001

0.011

0.058

0.007

22.50

0.038

0.058

0.0022

79 80

35.00

19.10

18.87

20

15

0.0177

0.646

safe

0.053

6.62

0.001

0.011

0.050

0.006

24.75

0.032

0.050

0.0016



0 0

80 77

30.00

18.87

18.65

200

150

0.0177

0.646

safe

0.045

5.67

0.001

0.011

0.047

0.002

90.00

0.030

0.047

0.0014

81 82

35.00

19.01

18.90

200

150

0.0177

0.646

safe

0.042

5.29

0.000

0.011

0.033

0.008

18.75

0.022

0.033

0.0007

82 78

30.00

18.90

18.73

200

150

0.0177

0.646

safe

0.030

3.78

0.004

0.011

0.334

0.007

21.75

0.216

0.334

0.0720

83 84

30.00

18.21

18.19

200

150

0.0177

0.646

safe

0.300

37.80

0.004

0.011

0.334

0.014

10.50

0.216

0.334

0.0720

84 59

30.00

18.19

19.05

200

150

0.0177

0.646

safe

0.300

37.80

0.015

0.011

1.335

0.011

14.25

0.863

1.335

1.1520

85 86

30.00

21.32

21.23

500

200

0.0314

1.044

safe

1.200

151.20

0.015

0.033

0.465

0.004

50.80

0.485

0.465

0.2257

86 87

30.00

21.23

20.01

500

200

0.0314

1.044

safe

1.200

151.20

0.034

0.033

1.046

0.004

49.00

1.092

1.046

1.1424

87 88

30.00

20.01

20.21

500

200

0.0314

1.044

safe

2.700

340.20

0.024

0.033

0.726

0.004

50.00

0.758

0.726

0.5509

88 89

30.00

20.21

20.54

500

200

0.0314

1.044

safe

1.875

236.25

0.015

0.033

0.465

0.004

51.00

0.485

0.465

0.2257

89 90

30.00

20.55

19.32

500

200

0.0314

1.044

safe

1.200

151.20

0.005

0.033

0.155

0.004

51.00

0.162

0.155

0.0251

90 88

10.00

19.32

18.94

500

200

0.0314

1.044

safe

0.400

50.40

0.015

0.033

0.465

0.006

34.00

0.485

0.465

0.2257

88 91

30.00

18.94

19.79

700

350

0.0962

2.653

safe

1.200

151.20

0.015

0.255

0.059

0.003

124.25

0.156

0.059

0.0092

The drainage network of Zone-2 area including Labour Colony are connected to seweage treatment plant in Jakkampudi. The sewage tretment plant has different structural chambers which treat the drainage water in different levels. From those chambers, analysis is done for only two chambers i.e., for Aeration Tank and Clarifier. The Fig. 5 and Fig. 6 shows the analysis of Areation Tannk and Clarifier. Earth Pressure, Dead Load and Live Load are the load combinations which are applied to the Aeration Tank and Clarifier to know the withstanding capacity.By analysis of Aeration Tank and Clarifier, wall thickness has been calculatd in the STAAD Pro software.

Wall (Aeration Tank) -300 mm Plate Thickness(Clarifier)-200 mm The Dimensions of Areation Tank are: The length, width and depth of Areation Tank are 44 meters, 22 meters and 55 meters. Concrete-M30 Steel - Fe 415



Figure 5 Proposed Design of Aeration Tank

The Dimensions of Clarifier are: Radious of Clarifier is 16 meters Depth of Clarifier is 6 meters

Figure 6 Proposed Design of Clarifier

5. CONCLUSIONS The Sewage system would essentially be a separate system, dealing with sanitary sewage

generated from the area.

The most economic and feasible layout of sewerage system was developed out of several alternatives.

A period of 30years for the redesign Sewerage System was adopted for Implementation.

From the present study, it was observed that the redesign tanks has passed through different type of load combinations.

The proposed design is safe and recomended for the predicted population.

The proposed System would be easy and efficiently functional devoid of operational hazards.



REFERENCES [1] Rushikumar,R.P.,Neha,M.J. and Bhavin,P. Design of Underground Drainage for Anklav

Town, International Journal for Scientific Research and Development, Volume 4, Issue 04, 2016.

[2] Luigi, C.,Luca, C.,Carmine, C.,Carmela, M.,Anna, P.and Domenico,P.Optimal Design of Rural Drainage Networks, American Society of Civil Engineering, 2014.

[3] Ram,M.R.D.,Zameer,A., Ram, M.R. and Ellam,R. Selection of Drainage Network Using Raster GIS- A Case Study.

[4] Lohani,T.K.,Samant,T.C.,Patnaik,R.S. andDash,K.P. Improvement of Drainage System in Cuttack-Bhubaneswar Twin City, Odisha, Journal of Water Resource and Hydraulic Engineering, Vol. 2, 2013.

[5] Richard,G., Newland,A. and Longanthan,G.V. GIS-Based Approach to Sewer System Design.

[6] Ramya,S.,Aswani,K.P.,Athulya,B.O.C.andHarsha,K.R. Design of Sewage Treatment Plant and Characterisation of Sewage, National Conference on Research Advances in Communication, Computation, Electrical Science and Structures.2015.

[7] Francois, C. Evaluation of a Method for the Design of Monitoring Networks in Urban Drainage, American Society of Civil Engineering, 2016.

[8] Chandrakant,G.,Jaswanth,P.,Teja,R.S.andKiranmai,G.Design & Performance Evaluation of Wastewater Treatment Plant-D at Tirumala, International Journal of Scientific & Engineering Research, Volume 6, Issue 7, 2015.

[9] Sundara, K.P.,Santhi,T.,manoj,S.P.,Sreekanth, R.S.V.,Anjaneya, P.M.and Praveen, T.V.Storm Water Drainage Design (Case Study Vijayawada), International Journal of Earth Sciences and Engineering, Volume 08, No. 02, 2015.

[10] Qianqian,Z. A Review of Sustainable Urban Drainage Systems Considering the Climate Change and Urbanization Impacts, Water, 2014,doi: 10.3390/w6040976.

[11] Xuhui,L. and Jinsong, Z.Study of Drainage Network Management and Practices in Shenzhen, American Society of Civil Engineering, 2014.

[12] Needhidasan, S. and Manoj,N. Design of Storm Water Drains by Rational Method an Approach to Storm Water Management for Environmental Protection, International Journal of Engineering and Technology, Vol 5 No 4 , 2013.

[13] Magdi M. E. Zumrawi, Investigating Surface Drainage Problem of Roads in Khartoum State, International Journal of Civil Engineering and Technology, 7(3), 2016, pp. 91–103.

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