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ABSTRACT 1.0 INTRODUCTION aqueducts, which conveyed water long distances by mean of gravity through a collection of open and closed conduits. The first aqueduct was built in 312 B.C., and several more were added over the centuries. The most extensive water distribution systems in ancient times were the roman Key words: Branch and Loop software, Water Distribution Network, DGPS. ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 10
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DESIGN OF DISTRIBUTION NETWORK OF
WATER SUPPLY FOR KUDWA AND
KATANGI-KALA VILLAGES
Niklesh R. Murekar Isha Khedikar
M.Tech. student, IV sem. Environmental Engg. Assistant Prof. Civil Engg.
G.H.Raisoni College of Engg. Nagpur India. G. H. Raisoni College of Engg. Nagpur India
E mail:- [email protected] E mail:- [email protected]
ABSTRACT
In present study Kudwa and Katangi-kala village’s Water Distribution Network (WDN) was
designed which were located at district Gondia, State Maharashtra, India. For the design of
Kudwa and Katangi-kala water distribution network study of present population, forecast
population for the three decade, daily water demand, flow and also survey of both the villages
were done with the help of DGPS (Digital Global Positioning System). From the survey a road
map was created and also elevations, length of both the villages were calculated. The flow was
calculated to the help of elevation and length. The node no. and pipe no. was denoted on the road
map of both the villages. Water Distribution Network of both the villages was designed with the
help of branch and loop software and compared with manually result. It was found that software
result were more accurate , save time and manpower than manual result.
Key words: Branch and Loop software, Water Distribution Network, DGPS.
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1.0 INTRODUCTION
1.1 History of Water Distribution
Network
The most extensive water distribution
systems in ancient times were the roman
aqueducts, which conveyed water long
distances by mean of gravity through a
collection of open and closed conduits. The
first aqueduct was built in 312 B.C., and
several more were added over the centuries.
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 10
The Roman also Introduced lead pressure
pipe. While complex water distribution
systems were not common in the middle
ages, systems of channels were constructed
to move water from the well source in and
out of castles. “leats” in England are still
existing today.
1.2 Water Distribution Netwok
Water distribution network consist of a
planar system of pipes or links (through
which the water flow), connected together at
nodes which may be at different elevation.
In general, the complex will also include
pumps, reservoirs and valves. A node
usually has one of the two main functions; it
either receives a supply for the system or it
delivers the demand required by consumers.
As a special case, it may satisfy neither of
these requirements but merely serve as a
junction between two or more pipes. The
pressure head at a supply node is established
by the presence of a pump or a reservoir.
Resistances to flow (friction losses) which
are the function of length, diameter, flow
rate, and pipe material and roughness occur
in the links as the fluid water around the
network from supply nodes to demand
nodes. The effect of minor losses may be
including as equivalent pipe lengths. It is
usual to specify a minimum acceptable
residual pressure head at demand nodes and
the pressure heads at supply nodes must be
of sufficient magnitude to satisfy these
requirements. The difference between the
total heads (measured with reference to a
common horizontal datum) at a supply node
and a demand node is equal to the algebraic
sum of the head losses taken along any path
in the network.
There are two type of Water Distribution
Network.
1. Branch Network
2. Loop Network
In Loop software, Loop simulates the
hydraulic characteristics of a pressurized,
looped (close circuit) water distribution
network. The network is characterized by
pipes and nodes (points of inputs /demand or
pipe junction). Data required are the
description of the elements of the network
such as pipe length, diameter, friction
coefficient, nodal demand and ground
elevation, and data describing the geometry
of the network. The program outputs include
flows and velocities in the link and pressures
at the nodes. It does not accommodate inline
booster pumps and pressure reducing valves.
Loop 4.0 handles up to 1000 pipes and can
simulate up to 10 nodes with known
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 11
hydraulic grade lines (e.g. storage
reservoirs).
In Branch software, Branch is used to
design pressurized, branched (tree-type,
non-looped) water distribution networks by
choosing from among a set of candidate
diameters for each pipeline so that the total
cost of the network is minimized subject to
meeting certain design constraints. Both
construction costs and the design constraints
can be expressed as linear, mathematical
statements. The network is characterized by
links (individual pipes) connected by nodes,
which are points of flow input, outflow or
pipe junctions. Version 3.0 of the software
can handle up to 125 pipes. BRANCH
formulates the linear programming model
for the least cost design, solves the model
and outputs the design as well as
corresponding hydraulic information. Data
required include description of network
elements such as pipe lengths, friction
coefficients, nodal demands and ground
elevations, data describing the geometry of
the network, the candidate diameters and
their unit costs, and system constraints
(minimum pressures, minimum and
maximum gradients). Outputs include
optimal lengths and diameters of pipes in
each link, total network costs and hydraulic
information.
1.1 Necessity of project and condition
leading to the planning of the project
These villages are 30 to 35 km from Gondia
city, Maharashtra, India. All the newly
established educational institutions are
within the vicinity of these villages. The
development is very fast and hence a new
water supply scheme is urgently needed.
Hence Water Supply Scheme for Kudwa and
Katangi-kala villages with WTP as source is
proposed along with water supply rate of 70
lpcd at consumer end for Kudwa and
Katangi-kala villages.
2.0 EXISTING WORK INFORMATION
OF KUDWA AND KATANGI-KALA
Kudwa and Katangi-kala village are in
Gondia District. Gondia town is a H.Q. of
Gondia District, it is situated on Mumbai
Howarah Broad gauge Railway Line it is
about 68 Km from Bhandara and 150 Km
from Nagpur. The population of Kudwa and
Katangi-kala villages is 9436 and 6161.
2.1 Present Water Supply Scheme and
Condition:
At present Kudwa and Katangi-kala villages
are getting water supply through individual
water supply schemes.The individual
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 12
sources of the existing schemes are Bore
wells in village Kudwa & Katangi-kala. The
schemes were designed for the ultimate
stage for year 2004 with 40 Lpcd as rate of
water supply. These schemes are outlived
their designed life of 15 years.
2.1.1 Head Works
Intake well:-2.5 m diameter Intake well is
constructed by sinking method in the bed of
Wainganga River.
2.1.2 Connecting Main
27" (700 mm DIA) C.I. Connecting main of
37 m long connected with intake well to
twin jack well on left bank of river
Wainganga.
2.1.3 Jack Well and Pump House
Twin jack wells of 7.30 m diameter each in
circular are constructed on left bank of River
Wainganga. The depth of well is 18.50 m
below G.L. and constructed in
B.B.Masonary and R.C.C. Ring beam at
regular interval.The pump house of 18.25 m
x 7.90 m size is built up over the twin jack
well having the R.C.C. floor and 3 Sets of
pumping machinery have been installed in
it.
2.1.4 Raw Water Pumping Machinery
240 BHP VT pumps 3 sets are proposed
having discharging capacity 735000 Lph
against 121 Mtr head for each pump. 2 sets
will run at a time and one will be standby
(i.e.50% standby). Hours of pumping are 22
Hrs in ultimate stage .Existing pumps are
proposed to be replaced in the same capacity
and the discharge thereof as the existing
Raw Water R/Main is considered to be used
simultaneously.
2.1.5 Existing Raw Water Rising Main
450 mm Diameter, DI K9 Length 16250 m.
2.1.6 Water Treatment Plant
A conventional water treatment plant of
capacity 2.5 Mld is designed for immediate
stage.
2.1.7 Water Sump & Pump House
Water sump size 12 m x 12 x 5.755 m pump
house size 12.00 x 6.00 x height 6.45 m over
the half portion of sump.
2.1.8 Water Pumping Machinery
3 Sets of V.T. pumps 90 BHP each having
discharging capacity 832840 Lit/hr against
total head of 40 m,
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 13
2.1.9 Water Rising Main
It is proposed to existing water rising main,
along with the water pumping machinery for
existing two no’s ESRs and also it is
proposed to fill up the MBR to be
constructed near WTP for ESRs by a rising
main of 450 mm dia DI K-9 pipe 100 m in
length.
2.1.10 Master Balancing Reservoir
It is proposed to construct RCC MBR near
WTP having capacity of 740000 liters
staging height 25m to supply water by
gravity to proposed ESR of Kudwa and
Katangi-kala.
2.1.11 Elevated Service Reservoirs
1) 1,00,000 Lit cap.12.0 m staging height at
ESR, at village Kudwa
2) 1,00,000 Lit cap.12.0 m staging height
ESR, at Katangi-kala.
3.0 MATERIALS AND METHODE
3.1 Data collect:-For design a water
distribution network of Kudwa and Katangi-
kala villages, the following data were
obtained from MJP (Maharashtra Jeevan
Pradhikaran).
1] Collect the population of last 6 decades of Kudwa and Katangi-kala villages..
2] Collect the existing work data of head work, WTP, MBR and raw water pipeline.
3] Road map of Kudwa and Katangi-kala villages.
4] Data of previous existing water pipeline.
5] Existing location of ESR.
6] Capacity of existing ESR.
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 14
Fig 3 - Katangi-kala Village Map with Node No., Pipe No., Length and Elevation
Fig 4 - Kudwa Village Map with Node No., Pipe No., Length and Elevation
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 15
Fig 3 – DGPS (Digital Global Positioning
System)
3.2 PROPOSED WORK INFORMATION
OF KUDWA AND KATANGI-KALA
WATER DISTRIBUTION
3.2.1 Population of Villages
On the basis of population of last 6 decades
the calculated forecast population of 2012,
2027, and 2042 of KUDWA village was
10533, 15261 and 22181 and the
KATANGI-KALA village was 6459, 9142
and 12863.
3.2.2 Daily Water Demand
The rate of water supply was 70 lpcd. The
daily requirement of water in MLD
2012 2027 2042
At Consumer
End
1.19 1.71 2.45
At Head Work 1.39 2.0 2.87
3.2.3 Water Gravity Main
It is proposed to carry water from MBR to
Two nos ESR by gravity main network
stated as below
Diameter Pipe Type Pipe Length
250 mm DI K-7 50 m
200 mm DI K-7 3950 m
150 mm DI K-7 70 m
Total
4070 m
3.2.4 Elevated Service Reservoir
The proposed ESRs location and capacity
are as under;
Location
of ESR
Capacity Unit Lt. Staging
Height
Katangi -
kala
3.34 Lakhs 15 m
Kudwa 5.75 Lakhs . 15 m
3.2.5 Distribution System
The proposed was of CI pipe class. Design
the distribution network in Branch and Loop
software and also a manually. For manual
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 16
calculation Hazen William’s formula was
used.
Pipes distribution system is given as under;
Name
of
Village
300
mm
250
mm
200
mm
150
mm
100 mm Total
Length
Katangi
-kala
0 150 509 570 7356 8585
Kudwa 170 88 264 1803 10420
12745
Total
Length
170 238 773 2373 17776
21330
Hazen Williams Head Loss formula
HEAD LOSS hf =
Where,
hf = Head loss in m
L = Length of Pipe in m
Q = Flow in m3/s
C = Friction Coefficient
D = Diameter of Pipe in m
Fig 4 - KEY PLAN OF KUDWA & KATANGI-KALA
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 17
Fig 5 - FLOW DIAGRAM OF KUDWA & KATANGI-KALA
4.0 RESULT AND DISCUSSION
A node number and pipe number marking of
Kudwa and Katangi kala villages is
represented in Fig 1 and Fig 2. The survey
instrument DGPS (Digital Global
Positioning System) is represented in Fig
3.The presented results are based on the
Branch and Loop software and manually. It
is also based on forecast population of 2012,
2027 and 2042. The comparison of result of
Branch and Loop and manually is same. The
result of water gravity main of Branch and
Loop software and manually is same
represented in table no. 4.1 and 4.2). The
result of water distribution network of
Branch and Loop software and manually is
same of both the villages is represented in
table no. 4.3, 4.4, 4.5 and 4.6). The cost of
gravity main is 11205. The cost of Kudwa
and Katangi kala village distribution cost is
58318 and 30553. This cost is given by the
software.
Branch and Loop software saves the time
and manpower and also more beneficial and
calculate the least cost of water distribution
network. The Branch and Loop software
calculation are more accurate than manual
calculation.
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 18
Table 4.1 Result Comparison of Water Gravity Main by Software and Manual
Pipe Detail
Pipe No.
From Node
To Node
Peak Flow
Dia (mm)
Hazen’s const
HL (m) HL/1000 (m)
Length(m)
1 1 2 34.716 250 140 0.10 2.00 50 2 2 3 21.967 200 140 1.24 2.48 500 3 3 4 21.967 200 140 0.12 2.40 50 4 2 5 12.749 200 140 3.07 0.90 3400 5 5 6 12.749 150 140 0.26 3.71 70
Table 4.2 Manual Result of Water Gravity Main
Pipe Detail
Pipe Node GL Initial Flow
Peak Flow
Cummula-tive Peak
Flow
Cummula-tive Peak
Flow Length Dia Head Loss
No. Start End Start End lps Lps lps m3/s m M M
1 1 2 315.00 315.12 0.000 0 34.716 0.0347 50 0.250 0.10 2 2 3 315.12 312.60 0.000 0 21.967 0.0220 500 0.200 1.22 3 3 4 312.60 332.63 19.970 21.967 21.967 0.0220 50 0.200 0.12 4 2 5 332.63 311.00 0.000 0 12.749 0.0127 3400 0.200 3.03 5 5 6 311.00 331.1 11.590 12.749 12.749 0.0127 70 0.150 0.25
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 19
Result Comparison of Water Distribution of Katangi-kala village by Software and Manual
Table 4.3 Software result Table 4.4 Manual result
Pipe No.
From Node
To Node
Flow (lps)
Dia (mm)
HL (m)
Length (m)
1 1 2 37.170 230 0.16 50
2 2 3 4.363 96 0.35 80 3 3 4 3.031 96 0.11 50 4 4 5 0.219 96 0.00 50 5 3 6 0.982 96 0.03 114 6 4 7 0.438 96 0.01 100 7 4 8 2.155 96 0.27 230 8 8 9 1.147 96 0.03 90 9 9 10 0.132 96 0.00 30
10 2 11 32.588 230 0.26 10 11 11 12 22.462 182 0.14 34 12 12 13 21.942 182 0.17 44 13 13 14 21.254 182 0.18 50 14 14 15 19.597 182 0.31 100 15 15 16 21.025 182 0.08 22 16 17 87 0.192 96 0.00 44 17 11 17 9.687 182 0.04 44 18 17 18 5.748 134 0.05 38 19 18 19 3.099 96 0.03 14 20 19 88 3.073 96 0.07 30 21 88 20 0.210 96 0.00 48 22 6 19 0.034 96 0.00 102 23 17 21 3.555 96 0.10 34 24 18 22 2.481 96 0.05 34 25 88 23 2.731 96 0.04 24 26 12 21 0.371 96 0.00 44 27 21 22 0.665 96 0.01 38 28 23 24 0.201 96 0.00 46 29 21 25 2.919 96 0.09 44 30 22 26 2.831 96 0.09 44 31 23 27 2.425 96 0.07 46
Pipe No.
From Node
To Node
Dia (mm)
HL (m)
1 1 2 230 0.16
2 2 3 96 0.35 3 3 4 96 0.11 4 4 5 96 0.00 5 3 6 96 0.03 6 4 7 96 0.01 7 4 8 96 0.27 8 8 9 96 0.03 9 9 10 96 0.00
10 2 11 230 0.26 11 11 12 182 0.14 12 12 13 182 0.17 13 13 14 182 0.18 14 14 15 182 0.31 15 15 16 182 0.08 16 17 87 96 0.00 17 11 17 182 0.04 18 17 18 134 0.05 19 18 19 96 0.03 20 19 88 96 0.07 21 88 20 96 0.00 22 6 19 96 0.00 23 17 21 96 0.10 24 18 22 96 0.05 25 88 23 96 0.04 26 12 21 96 0.00 27 21 22 96 0.01 28 23 24 96 0.00 29 21 25 96 0.09 30 22 26 96 0.09
31 23 27 96 0.07
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 20
32 25 13 2.652 96 0.08 44 33 25 26 0.075 96 0.00 38 34 26 27 2.546 96 0.07 46 35 27 29 4.566 96 0.20 42 36 14 28 1.437 96 0.05 88 37 29 28 1.469 96 0.03 58 38 29 30 2.914 96 0.07 36 39 30 31 1.401 96 0.02 30 40 31 32 0.132 96 0.00 30 41 28 33 2.267 96 0.13 100 42 30 34 1.354 96 0.07 130 43 31 35 1.137 96 0.05 130 44 33 15 2.304 96 0.13 100 45 34 33 0.913 96 0.02 100 46 35 34 0.348 96 0.00 50 47 35 36 0.219 96 0.00 50 48 9 16 2.873 96 0.37 184 49 16 37 1.227 96 0.12 280 50 16 38 21.768 182 0.09 25 51 38 39 1.227 96 0.12 280 52 38 40 20.430 182 0.64 190 53 40 41 9.860 134 0.12 30 54 41 42 9.596 134 1.26 340 55 42 43 4.798 96 0.10 20 56 43 44 4.711 96 0.45 90 57 44 45 4.441 96 0.42 94 58 45 46 3.565 96 0.42 140 59 46 47 2.237 96 0.04 30 60 47 48 0.376 96 0.00 36 61 48 49 1.366 96 0.07 142 62 49 50 0.219 96 0.00 50 63 41 51 0.132 96 0.00 30 64 40 52 9.736 134 0.62 162 65 52 54 4.547 96 0.69 146 66 52 53 4.477 96 0.69 150 67 53 54 0.174 96 0.00 100 68 53 66 3.646 96 0.31 100 69 42 55 3.307 96 0.24 92 70 55 56 1.687 96 0.05 60 71 56 61 0.949 96 0.02 80 72 56 57 0.474 96 0.01 108 73 55 58 3.162 96 0.07 28 74 58 59 0.350 96 0.00 78 75 59 60 0.264 96 0.00 60 76 61 59 0.511 96 0.00 58
32 25 13 96 0.08 33 25 26 96 0.00 34 26 27 96 0.07 35 27 29 96 0.20 36 14 28 96 0.05 37 29 28 96 0.03 38 29 30 96 0.07 39 30 31 96 0.02 40 31 32 96 0.00 41 28 33 96 0.13 42 30 34 96 0.06 43 31 35 96 0.05 44 33 15 96 0.11 45 34 33 96 0.02 46 35 34 96 0.00 47 35 36 96 0.00 48 9 16 96 0.37 49 16 37 96 0.12 50 16 38 182 0.09 51 38 39 96 0.12 52 38 40 182 0.64 53 40 41 134 0.12 54 41 42 134 1.26 55 42 43 96 0.10 56 43 44 96 0.45 57 44 45 96 0.42 58 45 46 96 0.42 59 46 47 96 0.04 60 47 48 96 0.00 61 48 49 96 0.07 62 49 50 96 0.00 63 41 51 96 0.00 64 40 52 134 0.62 65 52 54 96 0.69 66 52 53 96 0.69 67 53 54 96 0.00 68 53 66 96 0.31 69 42 55 96 0.24 70 55 56 96 0.04 71 56 61 96 0.02 72 56 57 96 0.01 73 55 58 96 0.07 74 58 59 96 0.00 75 59 60 96 0.00 76 61 59 96 0.00
IJAEST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 21
77 61 62 0.087 96 0.00 20 78 63 55 2.226 96 0.08 64 79 54 63 4.083 96 0.23 60 80 63 64 1.593 96 0.04 60 81 64 65 0.132 96 0.00 30 82 64 66 1.197 96 0.04 100 83 66 67 3.967 96 0.18 50 84 58 44 2.689 96 0.25 140 85 44 68 1.952 96 0.08 84 86 68 69 0.174 96 0.00 40 87 68 70 1.409 96 0.11 210 88 67 70 3.748 96 0.33 100 89 70 71 0.219 96 0.00 50 90 45 72 0.465 96 0.01 106 91 46 73 0.712 96 0.01 80 92 73 74 0.306 96 0.00 70 93 75 73 0.739 96 0.01 80 94 75 76 0.483 96 0.01 110 95 47 77 1.730 96 0.05 60 96 77 78 1.247 96 0.02 42 97 78 79 0.845 96 0.01 44 98 79 80 0.434 96 0.00 52 99 77 81 0.219 96 0.00 50 100 78 82 0.219 96 0.00 50 101 79 83 0.219 96 0.00 50 102 84 48 1.369 96 0.03 50 103 73 84 0.443 96 0.00 32 104 85 84 1.322 96 0.03 58 105 85 75 1.336 96 0.01 26 106 70 85 3.578 96 0.64 210 107 49 80 0.304 96 0.00 116 108 49 86 0.219 96 0.00 50 109 89 90 0.306 96 0.00 70 110 13 89 2.953 96 0.19 89 111 89 9 2.473 96 0.01 9
77 61 62 96 0.00 78 63 55 96 0.08 79 54 63 96 0.23 80 63 64 96 0.04 81 64 65 96 0.00 82 64 66 96 0.04 83 66 67 96 0.18 84 58 44 96 0.25 85 44 68 96 0.08 86 68 69 96 0.00 87 68 70 96 0.11 88 67 70 96 0.33 89 70 71 96 0.00 90 45 72 96 0.01 91 46 73 96 0.01 92 73 74 96 o.00 93 75 73 96 0.01 94 75 76 96 0.01 95 47 77 96 0.05 96 77 78 96 0.02 97 78 79 96 0.01 98 79 80 96 0.00 99 77 81 96 0.00
100 78 82 96 0.00 101 79 83 96 0.00 102 84 48 96 0.03 103 73 84 96 0.00 104 85 84 96 0.03 105 85 75 96 0.01 106 70 85 96 0.63 107 49 80 96 0.00 108 49 86 96 0.00 109 89 90 96 0.00 110 13 89 96 0.19 111 89 9 96 0.01 IJA
EST
Niklesh R. Murekar* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES Vol No. 7, Issue No. 2, 178 - 196
ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 22
Result Comparison of Water Distribution of Kudwa village by Software and Manual
Table 4.5 Software result Table 4.6 Manual result
Pipe No.
From Node
To Node
Dia (mm)
HL (m)
1 1 2 300 0.05 2 2 3 96 0.71 3 3 4 96 0.00 4 3 5 96 0.01 5 2 6 300 0.33 6 6 7 230 0.22 7 7 8 182 0.51 8 8 9 182 0.11 9 9 10 182 0.07
10 10 11 182 0.08 11 11 12 134 0.09 12 12 13 134 0.08 13 13 14 96 0.18 14 14 15 96 0.14 15 15 16 96 0.06 16 16 17 96 0.15 17 17 18 96 0.08 18 9 19 134 0.07 19 19 20 134 0.04 20 20 21 134 0.06 21 19 22 96 0.00 22 20 23 96 0.00 23 10 24 96 0.01 24 24 25 96 0.02 25 25 26 96 0.00 26 19 24 96 0.01 27 25 20 96 0.01 28 11 27 96 0.13 29 27 28 96 0.04 30 29 28 96 0.01 31 29 30 96 0.06 32 30 31 96 0.02 33 21 29 134 0.14 34 30 32 96 0.00 35 31 33 96 0.00 36 12 34 96 0.06 37 34 35 96 0.04 38 35 36 96 0.00
Pipe No.
From Node
To Node
Flow (lps)
Dia (mm)
HL (m)
Length (m)
1 1 2 63.426 300 0.05 20 2 2 3 2.640 96 0.71 410 3 3 4 0.099 96 0.00 20 4 3 5 0.498 96 0.01 100 5 2 6 60.687 300 0.33 150 6 6 7 31.820 230 0.22 88 7 7 8 24.325 182 0.51 110 8 8 9 21.875 182 0.11 28 9 9 10 15.142 182 0.07 36
10 10 11 13.947 182 0.08 50 11 11 12 9.912 134 0.09 22 12 12 13 7.357 134 0.08 36 13 13 14 4.056 96 0.18 48 14 14 15 3.552 96 0.14 46 15 15 16 2.785 96 0.06 30 16 16 17 2.635 96 0.15 90 17 17 18 1.783 96 0.08 100 18 9 19 6.592 134 0.07 40 19 19 20 5.390 134 0.04 30 20 20 21 5.966 134 0.06 40 21 19 22 0.198 96 0.00 40 22 20 23 0.198 96 0.00 40 23 10 24 1.015 96 0.01 40 24 24 25 1.421 96 0.02 30 25 25 26 0.150 96 0.00 30 26 19 24 0.806 96 0.01 40 27 25 20 1.121 96 0.01 40 28 11 27 3.786 96 0.13 40 29 27 28 2.173 96 0.04 30 30 29 28 0.802 96 0.01 30 31 29 30 2.467 96 0.06 40 32 30 31 1.405 96 0.02 30 33 21 29 5.768 134 0.14 100 34 30 32 0.249 96 0.00 50 35 31 33 0.300 96 0.00 60 36 12 34 2.445 96 0.06 40 37 34 35 3.401 96 0.04 15 38 35 36 0.574 96 0.00 15
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39 36 37 0.499 96 0.00 30 40 37 38 1.900 96 0.04 40 41 38 39 1.601 96 0.02 30 42 28 38 2.825 96 0.06 30 43 29 37 1.851 96 0.03 30 44 30 38 0.615 96 0.00 30 45 31 39 0.955 96 0.01 30 46 34 40 0.150 96 0.00 30 47 35 42 2.752 96 0.07 40 48 37 41 0.150 96 0.00 30 49 38 45 3.241 96 0.09 36 50 39 52 2.256 96 0.11 86 51 13 42 3.121 96 0.09 40 52 42 43 2.573 96 0.07 40 53 43 44 0.608 96 0.00 40 54 45 44 1.232 96 0.01 30 55 42 46 2.901 96 0.09 44 56 43 61 1.767 96 0.03 42 57 44 49 1.492 96 0.03 42 58 45 50 1.828 96 0.04 42 59 14 46 0.264 96 0.00 42 60 46 47 0.780 96 0.01 32 61 47 48 0.621 96 0.00 15 62 49 48 0.554 96 0.00 25 63 50 49 0.365 96 0.00 25 64 50 51 1.130 96 0.00 10 65 51 52 0.199 96 0.00 25 66 52 53 0.997 96 0.00 12 67 53 54 0.069 96 0.00 40 68 46 55 1.955 96 0.05 46 69 48 56 1.100 96 0.02 46 70 49 57 0.971 96 0.01 46 71 51 58 0.880 96 0.01 42 72 52 59 0.907 96 0.01 42 73 53 60 0.868 96 0.01 42 74 61 54 0.339 96 0.00 42 75 55 15 3.245 96 0.09 36 76 56 55 1.518 96 0.02 36 77 57 56 0.826 96 0.01 28 78 58 57 0.224 96 0.00 28 79 58 59 0.308 96 0.00 28 80 59 60 0.867 96 0.00 12 81 61 60 0.969 96 0.01 40 82 61 62 0.249 96 0.00 50 83 60 63 2.235 96 0.06 44
39 36 37 96 0.00 40 37 38 96 0.04 41 38 39 96 0.02 42 28 38 96 0.06 43 29 37 96 0.03 44 30 38 96 0.00 45 31 39 96 0.01 46 34 40 96 0.00 47 35 42 96 0.07 48 37 41 96 0.00 49 38 45 96 0.09 50 39 52 96 0.11 51 13 42 96 0.09 52 42 43 96 0.07 53 43 44 96 0.00 54 45 44 96 0.01 55 42 46 96 0.09 56 43 61 96 0.03 57 44 49 96 0.03 58 45 50 96 0.04 59 14 46 96 0.00 60 46 47 96 0.01 61 47 48 96 0.00 62 49 48 96 0.00 63 50 49 96 0.00 64 50 51 96 0.00 65 51 52 96 0.00 66 52 53 96 0.00 67 53 54 96 0.00 68 46 55 96 0.05 69 48 56 96 0.02 70 49 57 96 0.01 71 51 58 96 0.01 72 52 59 96 0.01 73 53 60 96 0.01 74 61 54 96 0.00 75 55 15 96 0.09 76 56 55 96 0.02 77 57 56 96 0.01 78 58 57 96 0.00 79 58 59 96 0.00 80 59 60 96 0.00 81 61 60 96 0.01 82 61 62 96 0.00 83 60 63 96 0.06
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84 63 68 1.008 96 0.01 20 85 68 70 0.475 96 0.00 26 86 63 64 1.008 96 0.01 22 87 64 65 0.487 96 0.00 30 88 65 66 0.119 96 0.00 26 89 64 66 0.409 96 0.00 44 90 66 67 0.198 96 0.00 40 91 68 69 0.435 96 0.00 52 92 65 69 0.219 96 0.00 20 93 70 71 0.346 96 0.00 52 94 69 71 0.293 96 0.00 26 95 71 72 0.249 96 0.00 50 96 18 73 1.285 96 0.07 150 97 73 74 0.198 96 0.00 40 98 73 76 0.340 96 0.00 60 99 17 75 0.402 96 0.00 60
100 75 76 3.457 96 0.15 53 101 15 75 3.604 96 0.21 70 102 76 77 3.233 96 0.41 165 103 77 79 0.129 96 0.00 26 104 77 78 0.639 96 0.02 128 105 77 80 1.643 96 0.02 26 106 80 81 0.180 96 0.00 36 107 80 82 1.334 96 0.02 34 108 82 83 1.163 96 0.05 127 109 83 84 0.120 96 0.00 24 110 85 83 0.160 96 0.00 114 111 86 85 0.409 96 0.00 50 112 86 87 1.179 96 0.07 176 113 89 86 3.751 96 1.43 434 114 8 89 1.901 96 0.17 186 115 90 89 3.326 96 0.29 110 116 7 90 7.048 134 0.40 190 117 90 91 2.774 96 0.06 30 118 91 92 0.597 96 0.00 30 119 92 93 0.198 96 0.00 40 120 92 94 0.249 96 0.00 50 121 91 140 2.027 96 0.43 410 122 6 95 8.485 134 0.44 150 123 95 117 0.374 96 0.00 48 124 95 96 7.363 134 0.51 226 125 96 97 2.907 96 0.42 202 126 97 98 2.583 96 0.10 60
84 63 68 96 0.01 85 68 70 96 0.00 86 63 64 96 0.01 87 64 65 96 0.00 88 65 66 96 0.00 89 64 66 96 0.00 90 66 67 96 0.00 91 68 69 96 0.00 92 65 69 96 0.00 93 70 71 96 0.00 94 69 71 96 0.00 95 71 72 96 0.00 96 18 73 96 0.07 97 73 74 96 0.00 98 73 76 96 0.00 99 17 75 96 0.00 100 75 76 96 0.15 101 15 75 96 0.21 102 76 77 96 0.41 103 77 79 96 0.00 104 77 78 96 0.02 105 77 80 96 0.02 106 80 81 96 0.00 107 80 82 96 0.02 108 82 83 96 0.05 109 83 84 96 0.00 110 85 83 96 0.00 111 86 85 96 0.00 112 86 87 96 0.07 113 89 86 96 1.43 114 8 89 96 0.17 115 90 89 96 0.29 116 7 90 134 0.40 117 90 91 96 0.06 118 91 92 96 0.00 119 92 93 96 0.00 120 92 94 96 0.00 121 91 140 96 0.43 122 6 95 134 0.44 123 95 117 96 0.00 124 95 96 134 0.51 125 96 97 96 0.41 126 97 98 96 0.10
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127 98 99 1.785 96 0.03 36 128 99 100 1.107 96 0.01 38 129 100 101 0.618 96 0.00 38 130 101 102 0.129 96 0.00 26 131 98 105 0.300 96 0.00 60 132 99 106 0.300 96 0.00 60 133 100 107 0.300 96 0.00 60 134 101 108 0.300 96 0.00 60 135 98 103 0.198 96 0.00 40 136 99 104 0.198 96 0.00 40 137 109 97 0.648 96 0.01 96 138 96 109 3.329 96 0.40 152 139 109 110 1.408 96 0.03 60 140 110 111 1.158 96 0.09 232 141 112 110 0.050 96 0.00 10 142 112 113 3.082 96 0.51 222 143 113 114 0.249 96 0.00 50 144 113 133 1.726 96 0.08 100 145 133 134 2.287 96 0.30 226 146 134 135 0.249 96 0.00 50 147 134 143 0.910 96 0.05 208 148 143 145 0.249 96 0.00 50 149 6 115 19.64 182 0.13 40 150 115 116 10.25 134 0.07 16 151 116 117 2.862 96 0.25 126 152 116 120 7.309 134 0.16 72 153 117 118 2.369 96 0.06 42 154 120 121 8.119 134 0.17 62 155 118 121 1.631 96 0.02 26 156 118 119 0.528 96 0.01 106 157 121 122 8.446 134 0.54 185 158 122 123 0.198 96 0.00 40 159 122 124 7.327 134 0.09 42 160 124 125 0.150 96 0.00 30 161 124 126 6.967 134 0.14 66 162 126 127 0.150 96 0.00 30 163 126 128 6.487 134 0.07 40 164 128 112 3.231 96 0.03 10 165 128 129 3.058 96 0.27 120 166 115 136 9.186 134 0.20 60 167 136 120 1.389 96 0.02 44 168 136 137 7.497 134 0.20 84 169 121 137 0.666 96 0.01 40
127 98 99 96 0.03 128 99 100 96 0.01 129 100 101 96 0.00 130 101 102 96 0.00 131 98 105 96 0.00 132 99 106 96 0.00 133 100 107 96 0.00 134 101 108 96 0.00 135 98 103 96 0.00 136 99 104 96 0.00 137 109 97 96 0.01 138 96 109 96 0.40 139 109 110 96 0.03 140 110 111 96 0.09 141 112 110 96 0.00 142 112 113 96 0.51 143 113 114 96 0.00 144 113 133 96 0.08 145 133 134 96 0.30 146 134 135 96 0.00 147 134 143 96 0.05 148 143 145 96 0.00 149 6 115 182 0.13 150 115 116 134 0.07 151 116 117 96 0.25 152 116 120 134 0.16 153 117 118 96 0.06 154 120 121 134 0.17 155 118 121 96 0.02 156 118 119 96 0.01 157 121 122 134 0.54 158 122 123 96 0.00 159 122 124 134 0.09 160 124 125 96 0.00 161 124 126 134 0.14 162 126 127 96 0.00 163 126 128 134 0.07 164 128 112 96 0.03 165 128 129 96 0.27 166 115 136 134 0.20 167 136 120 96 0.02 168 136 137 134 0.20 169 121 137 96 0.01
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