CREATION OF AN INTEG RATED OPTIMAL URBAN DRAINAGE NETWO RK ... · PDF fileStatement of...
Transcript of CREATION OF AN INTEG RATED OPTIMAL URBAN DRAINAGE NETWO RK ... · PDF fileStatement of...
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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
http://www.iaeme.com/IJCIET/index.asp 1087 [email protected]
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
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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.
S. Sai Sree, SS. Aasdi and P. Polu Raju
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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.
Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP
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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)
S. Sai Sree, SS. Aasdi and P. Polu Raju
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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.
Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP
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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
S. Sai Sree, SS. Aasdi and P. Polu Raju
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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
Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP
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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
S. Sai Sree, SS. Aasdi and P. Polu Raju
http://www.iaeme.com/IJCIET/index.asp 1095 [email protected]
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
Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP
http://www.iaeme.com/IJCIET/index.asp 1096 [email protected]
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
S. Sai Sree, SS. Aasdi and P. Polu Raju
http://www.iaeme.com/IJCIET/index.asp 1097 [email protected]
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.
Creation of an Integrated Optimal Urban Drainage Network Planning and Analysis of Chambered Sewage Treatment Plant: A Model Study From Part of Vijayawada, AP
http://www.iaeme.com/IJCIET/index.asp 1098 [email protected]
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.