... .:-.,
't..:.,
'.
--.....
CIVIL ENGINEERING STUDIES ENVIRONMENTAL ENGINEERING
Project Report on
:-
DESIGN OF DISTRIBUTION
WATER
-:
PREPARED
SYSTEM
BY :-
JAIN. NIKHIL. R.
(MEMBER. PROJECT
-: GUIDE PROF
GROUP)
:-
B. K. SAMTANI
CIVIL ENGINEERING DEPARTMENT
S V REGIONALCOLLEGE OF ENGINEERING5 TECHNOLOGY SURAT - 395 007. (GUJARAT)
..
1998 - 99
DEPARTMENT OF CIVILENGINEERING
SARDAR VALLABHBHAI REGIONAL COL~EGE OF ENGINEERING & TECHNOLOGY
SURAT
- 395007
CERTIFICATE
s s ~o certify that the project, entitled "Design 5.; s:e"" J
has been prepared
by~.
v/(2iJd.
/.!C.
of Water Roll. No.
Distribution 26
,a final
ear student of Civil Engineering, during the year 1998-99, as a partial fulfillment of the
'"'90_'"'e,...entfor the award of Bachelor of Engineering Degree in Civil Engineering of SOUTH GUJARAT UNIVERSITY, SURAT. His work has been found to be satisfactory.
3JIDED BY:
~
~
,,:: .
_' '<--- '
"'I '"-
Prof B. K. Samtani)
HEADrfEPARTMENT
~1/~ ( Dr. B. K. Kaiti)
v'y'-
Acknowledgment Right from the procurement of material to the clearing of conceptual difficulties, we cannot withhold our sincerest thanks to Prof. B.K Samtanil Civil Engineering department,
SVRCE~
Surat, without
whose
invaluable
guidance
and
cooperation the project would not have been accomplished
we would also like to thank Dr.B.K.Katti, Prof. and Head, Civil Engg. Department, whose support and encouragement are transparent in the work it self.
PROJECT GROUP
-:';:'~.!I!i.~:.'«Io~":'~--"---"-iiJ!('
ROLL
NO.
In~
INDEX 1.
INTRODUCTION
1
2.
TYPES OF DISTRIBUTION
2
2.1 2.2 2.3
2 3 3
3..
Gravity
System
Pumping System Dual System
LAYOUT OF DISTRIBUTION SYSTEM
4
3.1 3.2 3.3 3.4
4 5 5 6
Dead end or Tree System Grid iron System Circular System Radial System
4.
PRESSURE IN THE DISTRIBUTION SYSTEM
8
5.
VALVES AND FITTINGS
11
6.
DESIGN OF DISTRIBUTION SYSTEM
15
6.1
Manual Design
15
6.1.1 Design of Pipe Lines 6.1.2 Analysis & Design of Pipe Network
15 16
Software Design
19
6.2.1 Software Details 6.2.2 Input and Output Files
19 19
6.2
7.
CONCLUSION
29
REFERENCES
30
--
1.
INTRODUCTION
After complete treatment of water, it becomes necessary to distribute it to a number of houses, estates, industries and public places by means of a network of distribution system. The distribution system consists of pipes of various sizes, values, meters, pumps etc. The following are the "equirements of a good distribution system. 1
)
It should convey the treated water upto the consumers with the same degree of purity.
(2)
The water should reach to every consumer with the repaired pressure head.
(3)
Sufficient quantity of treated water should reach for the domestic and industrial use.
(4)
It should be economical and easy to maintain and use.
\5)
It should be able to transport sufficient quantity of water during emergency such as fole fighting etc.
(6)
During repair work, it should bot cause obstruction to the traffic.
(7)
It should be safe against any future pollution.
(8)
The quantity of pipes laid should be good and it should not trust.
(9)
It should be water tight and the water losses due to leakage should be minimum as for as possible.
1
2.
TYPES OF DISTRIBUTION SYSTEM
For efficient distribution it is required that water should reach to every consumer with repaired rate of how. Depending upon the methods of distribution, the distribution system is classified as follows:
2.1
(i)
Gravity System
(ii)
Pumping System
(iii)
Dual System on Combined Gravity and Pumping System.
Gravity System
When some ground sufficiently high above the city area is available, this can be best utilized for the distribution system in maintaining pressure in water pipes. The water flows in the mains due to quaitational force. As no pumping is repaired, there fore it is the most reliable system for the distribution of water.
The water head available at the consumers door is just minimum required and the remaining head is consumed in frictional and other losses.
Fig. 2.1 of Gravity System of Distribution
.
2.
2.2
Pumping System
In this system water is directly pumped in the mains. The maintenance cost is high. High lift pumps are required and their operations are continuously watched. If the power fails, the whole supply of the town will be stopped. Therefore stand bye diesel pumps should be kept.
Fig. 2.2 of Pumping System of Distribution
CLE~R \YATER RI: S fR VOIR
23
DualSystem
This is also known as combined gravity and pumping system. In the beginning when demand is small the water is stored in the elevated reservoir, but when demand increases the rate of pumping, the flow in the distribution system comes both from the pumping station as well as . elevated reservoir. As in this system water comes from two sources one from reservoir and second from pumping station, it is closed dual system.
Fig. 2.3 Dual System of Distribution. I"'I..U.. DRAfT
"",~T~T~C ~~T:R:~Aj 7
--
~ -:. -:.:.:.
- -Jt: : : =
MAXIMUM ORAFT~
TOW N
3
~HF
- - - _ _;j
it I. I I
3.
LAYOUT OF DISTRIBUTION SYSTEM
There are four different systems of distribution which are used. Depending upon their layout and direction of supply, they are classified as follows: (i)
Dead End or Tree System
(ii)
Grid iron System
(iii)
Circular or Ring System
(iv)
Radial System
3.1
Dead End or Tree System
Fig. 3.1 Layout of Dead end system The above figure shows the layout of this system. It is suitable for irregular developed towns or cities. In this system one main starts from require reservoir along the main road. Sub mains are connected to the main in both the directions along other roads which meet the main road. Sub mains, branches and minor distributors are connected to sub mains. They are cheap in initial cost. When the pipe breaks down or is closed for repair the whole locality beyond the point goes without water. It cannot meet the five demand.
4
3.2
Grid Iron System BUILDINGS
DISTRIBUTOR
MAIN
~
Fig. 3.2 of Layout of Grid Iron System This system is also known as reticulated system and is most convenient for towns having rectangular layout of roads. This system is an improvement or dead end system. All the dead ends are interconnected and water circulates freely throughout the system. Main line is laid along the main road. Sub mains are taken in both the directions along other minor roads and streets. From these sub mains branches are taken out and are inter connected as shown in figure. This system removes all the disadvantages of dead end system.
3.3 . WATER
-+
MAIN
WATER MAINS-+
Fig. 3.3 of Layout of Circular or Ring System.
5
~,S system can be adopted only in well planned locality of cities. In this system each locality is divided into square or circular blocks and the water mains are laid around all the four sides of the square or round the circle.
This system requires many values and more pipe length. This system is suitable for towns and cities having well planned roads.
3.4
Radial System BUILDINGS BUILDINGS
~I Fig. 3.4 of Layout of Radial System This system is not adopted in India, because for this system the roads should be laid out radial from the center. This system is the reverse of ring system. The entire district is divided into various zones and one reservoir is provided for each zone. Which is placed in the center of zone.
By considering the advantages and disadvantages of all these systems, we have found out that grid iron system is most suitable for our site. Therefore we have adopted grid iron system.
6
-
The advantages of Grid iron system: ;',
As water is supplied from both the sides at every point, very small area will be affected during repair.
(ii)
Since water reaches every point from more than one route, the friction losses and the sizes of the pipes are reduced.
(iii)
All the dead ends are completely eliminated, therefore the water remain in continuous flow and there is no stagnation and chance of pollution is reduced to minimum.
(iv)
In case of fire, more quantity of water can be diverted to wards the affected area, by closing the valves of nearby localities.
7
.. t
4.
PRESSURE IN THE DISTRIBUTION SYSTEM
When the water enters in the distribution main, the water head continuously is lost due to friction m pipes,-at-entrance-of-reducers;-due-to valves, bends, meters etc. till it reaches the consumer's tap. The net available head at the consumer's tap is the head at the entrance of the water main minus all the losses in the way. The effective head available at the service connection to a building is very important, because the height up to which the water can rise in the building will depend on this available head only. The greater the head the more will be the height up to which it will rise. If adequate head is not available at the connection to the building, the water will not reach the upper storeys
(Le. 2nd, 3rd, 4th etc.). to
overcome this difficulty the required effective head is maintained in the street pipe lines.
The water should reach each and consumer therefore it should reach on the uppermost storey. The pressure which is required to be maintained in the distribution system depends upon the following factors: (1)
The height of highest building up to which water should reach without boosting.
(2)
The distance of the locality from the distribution reservoir.
(3)
The supply is to be metered or not. Higher pressure will be required to compensate for the high loss of head in meters.
(4)
How much pressure will be required for fire-hydrants.
8
...
5
The funds available for the project work.
J
I
Sometimes the design pressure is determined from the fire fighting requirements. In some cities and towns the fire fighting squads are equipped with pumping sets fitted on their vehicles for lifting the water at the site itself. At such places the design pressure may be determined by the minimum required by the consumers. But in most of towns in India the people living at 2nd,3rd or 4th storey face lots of difficulties due to nonsupply of water in their storeys. At such places small lifting pumps may be individually used which directly pump the water in their water lines.
In multistoreyed structures the following pressures are considered satisfactory : Up to 3 storeys
2.1 kg/ cnf
From 3 to 6 storeys
2.1 to 4.2 kg/ cnf
From 6 to 10 storeys
4.2 to 5.27 kg/ cnf
Above 10 storeys
5.27 to 7 kg/ cm2
While designing pipes of distribution systems the following points should be kept in mind : (i)
The main line should be designed to carry 3 times the average demand of the city.
(ii)
The service pipes should be able to carry twice the average demand.
9
j
The water demand at various points in the city should be noted. ;v)
The lengths and sizes of each pipe should be clearly marked on the site plan along with hydrants, valves, meters, etc.
(v)
The pressure drops at the end of each line should be calculated and marked.
The minimum velocity in pipe lines should not be less than 0.6 ml sec and maximum velocity should not be more than 3 ml sec. For best results the velocities in different pipes should be as follows :
Diameter of pipes
velocity
10 cm
0.9 m/sec
15 cm
1.21 ml sec
25cm
1.52 ml sec
40cm
1.82 ml sec
10
5.
VALVES AND FITTINGS
Introdu(~n: Valves are required to control the flow of water, to regulate the pressure to release or to admit air and to prevent flow of water in opposite direction. In every noses various types of fittings such as taps bends tees sockets etc. are required for the distribution and forming network the pipes insides the noses standard specifications for most commonly used valves are published by Indian standard institution.
(a)
Sluice Valve:
These are also known as gate valves and most commonly used in practice. These valves are cheaper offer less resistance to flow of water than other valves used for same purposes. Gate valves control the flow of water through pipes and fixed in main lines bringing water from source town at 3 to 5 kms intervals thus dividing the pipeline into different sections. This valve is made of cast iron with bran bronze and stainless steel. It mainly consist of a wedge shaped circular disc fitted closely in a recess against the opening in the valve. Fig. 5.1 Sluice Valve
11
Figure shows the sectional view of a Gate value small sized gate valves are burled underground, and can be opened from the surface through a stop box larger valves are operated in under ground chamber and are opened or closed through searing.
(b)
Pressure Relief Valve:
These valves relieve high pressure in pipe lines. Figure illustration such type of valve which is intended to release excessive pressure that may build up in a closed pipe. It is essentially consists of a disc controlled by a springs which can be adjusted for any pressure when the pressure in the pipe line exceeds the desired pressure, the disc is forced off from its seat and excessive pressure is relived through cross pipe, after this disc comes down automatically due to force of spring.
Fig. 5.2 Pressure Relief Valve
12
-
:
Check Valve:
--;"ese are also called reflux valves are non return valves and are a..rtomaticdevices which allow water to flow only in one direction and prevent it from flowing in reverse direction. The arrow indicates the direction of flow of water when the water flows the disc rotates round the
hinge and remain in a horizontalplane. The water therefore passes off without any obstruction now ifthe flow reverses the disc automatically falls down by rotating round the hinge and remains tightly pressed against the
valve seat buy the pressure of water it self, in this way it does not allow the water to flow in reverse direction. [Fig. illustrates such type of check valve]
PIVO T
Fig. 5.3 Check Valve (d)
Air Relief Valve:
When the water enters in the pipe lines, it also carries some air with it in which tends to accumulate at high points of pipe. These valves consist of
a cast iron chamber bolted on the pipe over the opening in the crown. These valve are automatic in action. Fig. shows tow type of air relief valves.
13
-
Fig. 5.4 Air Relief Valve (e)
Drain Valve:
In the summits of mains, it is possible that some suspended impurities may settle down and cause obstruction to flow the water. In the distribution system at dead ends if water is not taken out it will stagnate and bacteria will be born in it. To avoid the above difficulties drain valves are provided at all such points. When drain valve is opened the water rushes out thus removing all the silt, clay etc. from the main line.
,._ ;.
:" , . i
r,
- ..
I
~.
TEl
Fig. 5.5 Drain Valve
.
14
~
,r:"': ~.\. ..
-
6. 6.1
DESIGN OF DISTRIBUTION SYSTEM
Manual Design
The layout of the city of town, topography etc. wiJlgreatly effect the layout and design of the distribution system. The existing population expected future population commercial and industrial present and future water requirements all have to be considered in the layout and design of the distribution system.
The main work in the distribution system design is to determine the sizes of the distribution pipes which will be capable to carry the repaired quantity of water at the desired pressure. 6.1.1 Design of pipe lines Till date no direct method are available for the design of distribution pipes. While doing the design first of all Dia. of the pipes are assumed the terminal pressure heads which could be made avaHable.at the end of each pipe section after allowing for the loss of pressure head in the pipe section when full peak flow discharge is flowing are then determined. The determination of the friction losses in each pipe section is done. The total discharge flowing through main pipes is to be determined in advance.
Hazen William formula is widely used for determine the velocity through pipes. It states :
..
15
r-1eadoss due to friction is determined by 1
Q
L
(_)1.85
HL = 1094
CH
d4.97
6.1.2 Analysis & design of pipe network In the distribution system for any closed network of the pipes the following conditions must be fulfilled: (a)
The quantity of water entering a junction, must be equal to the quantity of water leaving the same junction. In other words entering flow must be equal to the leaving flow Le. low of continuity is satisfied.
(b)
The algebraic sum of the pressure drops around closed loop must be zero. Le. there shall be continuity in the pressure.
Following are the various methods for the analysis of flow in pipe network (1)
Circle Method
(2)
Equivalent Pipe Method
(3)
Electrical Analogy Method
(4)
Hardy Cross Method
Hardy cross method is most widely used.
Hardy Cross Method: In this method the corrections are applied to the assumed flow in each successive trail. The head loss in each pipe is determined by pipe flow formula. The successive corrections are made in the flow in each pipe will
16
~"'eheads are balanced and the principle of continuity is satisfied at each junction.
Now it Qa be the assumed flow in a pipe and Q be the actual flow in that pipe, then correction will be given by the relation. ~ = Q ~ Qa Q = Qa + ~ If the head loss in the pipe under reference is HL it can be determined by formula
When k is a constant depending upon the size of the pipe and its interval condition. The head loss can also be determined by Hazen William formula in this term. As a common practice +ve sign is given to the head losses in clockwise direction and - ve signs to those in the anti-clockwise direction. The minor losses are usually neglected. In case of network of pipes having many loops, the system must be divided in to two or more loops such that each pipe in the network is included in the circuit of one loop. We have adopted Hardy cross method for analysis of pipe network. The results obtained by the manual design is tabulated below:
Since the result obtained by manual method is found to be more economical than the latter due to have adopted the manual method in our design
of pipes.
17
.
--..---
..
..
Results obtain by the Manual Design: Pipe no.
Pipe Dia.
HL
Ht.l1000m
Length
1.
400
1.228
9.45
390
2.
200
2.652
6.80
500
3.
250
2.425
4.85
4.
200
1.560
3.90
450
5.
350
3.610
8.02
500
6.
200
4.350
8.70
365
7.
200
0.823
2.26
535
8.
200
3.317
6.20
490
9.
200
0.953
1.95
500
10.
300
2.750
5.50
565
11.
200
1.977
3.50
355
12.
150
4.210
11.92
365
13.
150
4.307
11.80
365
14.
150
1.000
1.87
540
15.
200
1.750
3.50
500
16.
150
1.953
3.10
630
17.
100
1.307
5.82
225
18.
100
1.457
6.20
235
f-
400
I
.t.
18
5...2
Software Design
5.2.1
software details
Required input data are given to the software package of distribution
networkdesign.Then computersoftwareof design gives the output file of pipe details, pipe pressure details and node details.
Computer software package,which consider so many factors regarding the distributionsystem.Hence it gives economicaldesign as compareto the manual design.
6.2.2 Input &Output Files The input & output files of software design are given as below:
19
1
NPUT FILE
Echoing Input Variables Title of the Project
: Mandvi
Name of the User
:SMC
Number of Pipes
: 18
Number of nodes
: 13
Type of Pipe Materials Used
:CI
Number of Commercial Dia per Material Peak Design Factor
:1
Newtor Raphson Stopping Criterion MLD
: 0.001
MinimumPressure (m)
: 15
MaximumPressure (m)
: 30
Design HydraulicGradient m in km
:2
Simlate or Design?
:D
No. of Res. Nodes with Fixed HGL
:1
No. of Res. Nodes with Variable HGL No. of Boo&er Pumps No. of Pressure Reducing Valves No. of Check Valves : Hazen's
Type of Formula
..
2.0
.
:o.rrrmerciaJ Diameter Data Allow Press
P :;e D a.
Harzen's
Unit Cost
.'"'t. (mm)
Constant
RS/m Length M
100.0
100.00000
500.00
30.00
CI
150.0
100.00000
597.93
30.00
cr
200.0
100.00000
871.88
30.00
CI
250.0
100.00000
1283.32
30.00
CI
300.0
100.00000
1663.23
30.00
CI
1400.0
100.00000
2539.92
30.00
CI
100.00000
3002.83
30.00
CI
100.00000
3674.22
30.00
CI
100.00000
4896.47
30.00
CI
1600.0 750.0
100.00000
7076.84
30.00
CI
900.0
110.00000
8600.00
30.00
MS
1000.0
110.00000
9500.00
30.00
MS
1100.0
110.00000
10000.00
30.00
MS
1200.0
110.00000
12000.00
30.00
MS
1500.0
110.00000
14500.00
30.00
MS
1555.0
110.00000
15000.00
30.00
MS
i
Pipe Material
i
I 1450.0 500.0
I
2.1
I
.
r
II
"-'ode
Data
" .:ce
Peak
No. 1
11.00 I
2 J
1.00
Flow
Elevati
Min. Press
Max. Press
MLD
on
m
M
0.000
106.00
15.00
30.00
-6.512
15.00
15.00
30.00
3
1.00
-0.540
103.00
15.00
30.00
4
1.00
-0.648
104.00
15.00
30.00
5
1.00
-5.068
1105.00
15.00
30.00
6
1.00
-1.040
102.00
15.00
30.00
1.00
-0.900
15.00
30.00
/8
1.00
-0.730
101.00
15.00
30.00
9
1.00
-3.929
101.00
15.00
30.00
10
1.00
-0.557
103.00
15.00
30.00
111
1.00
0.000
103.00
15.00
30.00
12
1.00
-0.715
104.00
15.00
30.00
13
1.00
0.000
104.00
15.00
30.00
17
I
197.00 I
I
I
Fixed Head Reservoir Data Source Node
Head m
Ref Res. ?
I
(R)
I
1
121.00
.
R
22.
. Pipe Data ':)
"tY11
To
Length
Hazen's
Pipe
mm
Const
Material (C/P)
.
Node Node M
1
1
2
130.00
0.0
100.00000
CI
2
2
3
390.00
0.0
100.00000
CI
13
2
6
500.00
0.0
100.00000
CI
4
3
4
400.00
0.0
100.00000
CI
5
2
5
450.00
0.0
100.00000
CI
6
6
7
500.00
0.0
100.00000
CI
5
4
365.00
0.0
100.00000
CI
5
7
535.00
0.0
100.00000
CI
4
10
490.00
0.0
100.00000
CI
10
5
9
500.00
0.0
100.00000
CI
11
7
8
565.00
0.0
100.00000
CI
9
10
355.00
0.0
100.00000
CI
13
9
8
365.00
0.0
100.00000
CI
44
10
11
540.00
0.0
100.00000
CI
15
9
12
500.00
0.0
100.00000
CI
-i6
8
13
630.00
0.0
100.00000
CI
17
12
11
225.00
0.0
100.00000
CI
18
12
13
235.00
0.0
100.00000
CI
17 18 9 I
12
I
23 ..
Status
Diameter
-
100.0
CI
535.00
267.50
1904.10
S
100.0
CI
420.00
245.00
2149.18
10
100.0
CI
500.00
250.00
2399.18
11
100.0
CI
565.00
282.50
2681.68
12
100.0
CI
355.00
177.50
2859.18
13
100.0
CI
365.00
182.50
3041.68
14
100.0
CI
540.00
270.00
3311.68
15
100.0
CI
500.00
250.00
3561.68
16
100.0
CI
630.00
315.00
3876.68
I 17
100.0
CI
225.00
112.50
3989.18
100.0
CI
235.00
117.50
4106.68
Q
I
!
I I
i
118
24
4'
9
3.929
101.00
119.06
18.06
10
-0.557
103.00
119.17
16.17
11
0.000
103.00
119.10
16.10
12
-0.715
104.00
119.07
15.07
13
0.000
104.00
119.08
15.08
Length (m)
Cost (1000 Rs)
Cum. Cost
cost summary
Pipe
D.
.__
(mm)
Pipe material
(1000 Rs) 100.0
CI
7075.00
3547.50
3547.50
200.0
CI
450.00
397.35
3939.85
250.0
CI
130.00
166.83
4106.68
Pipe wise II Pipe no
: ,1
cost summary Pipe
Length
Cost
Cum. cost
material
(m)
(1000 Rs)
(1000 Rs)
250.0
CI
130.00
166.83
166.83
Dia. (mm)
i
12
100.0
CI
390.00
195.00
361.83
I \3
100.0
CI
300.00
250.00
611.83
4
100.0
CI
400.00
200.00
811.83
15 I
200.0
CI
450.00
392.35
1204.18
! 1.6
100.0
CI
500.00
250.00
1454.18
:7
100.0
CI
365.00
182.00
1636.68
. 2.S J
.
OUTPUT FILE Looped water distribution network design output Band width
=3
~umber of loops
=6
...e 10n Raphson iterations
=2
Pfpe Details HU1000
=":e
From
To
Flow
Dia
HL
-... ...
Node
Node
MLD
(mm)
(m)
1
2
15.325
250.0
0.32
2.45
130.00
0.58
2
3
1.803
100.0
0.51
1.30
390.00
0.23
-
2
6
2.013
100.0
0.80
1.59
500.00
0.26
-
3
4
1.263
100.0
0.27
0.67
400.00
0.16
=:
-
2
5
10.319 200.0
0.51
1.12
450.00
0.33
-
6
7
100.0
0.21
0.41
500.00
0.12
-
5
4
100.0
0.27
0.74
365.00
0.17
B
5
7
100.0
0.50
0.93
535.00
0.19
9
4
10
100.0
0.73
1.50
490.00
0.25
i"v
5
9
100.0
1.12
2.23
500.00
0.31
11
7
8
100.0
0.57
1.01
565.00
0.20
12
9
10
100.0
-0.11
-0.32
355.00
-0.11
13
9
8
100.0
-0.05
-0.13
365.00 -0.07
14
10
11
100.0
0.08
0.14
540.00
0.07
15
9
12
100.0
-0.01
-0.01
500.00
-0.02
-
....
-
0.973 1.330 1.306 1.945 20415 1.571 -0.845 -0.530 0.543 -0.139
2.6
m (m)
Length (m)
Velocity (m/s)
II'"
,
16
8
13
0.311
100.0
0.03
0.05
630.00
17
12
11
-0.543
100.0
-0.03
-0.14
225.00 -0.07
18
12
13
-0.311
100.0
-0.01
0.05
235.00
0.04
-0.04
Note: Negative value indicates the flow in reverse direction in that pipe Pipe pressure details Pipe
From To
Dia.
no.
Node Node
(mm)
constant
1
1
2
250.0
100.00000 CI
16.68
30.0
3
100.0
100.00000
CI
17.18
30.0
6
100.0
100.00000
CI
17.89
30.0
4
100.0
100.00000
CI
17.18
30.0
2
Harzen's
Pipe
Max
Allow
material press (m) press (m) (C/P)
12 3 4
\2
I
13
5
2
5
200.0
100.00000
CI
16.68
30.0
6
6
7
100.0
100.00000
CI
22.68
30.0
7
5
4
100.0
100.00000
CI
15.91
30.0
8
:5 I
7
100.0
100.00000
CI
22.68
30.0
10
100.0
100.00000
CI
16.17
30.0
I
I
19
Status
14
27
I
Pipe pressure details cont'd Pipe
From To
Dia
no.
Node Node
(mm)
const
material press (m) press (m)
10
5
9
100.0
100.00000
CI
18.06
30.00
11
7
8
100.0
100.00000
cr
22.68
30.00
12
9
10
100.0
100.00000
CI
18.06
30.00
13
9
8
100.0
100.00000
CI
18.11
30.00
14
10
11
100.0
100.00000
cr
16.17
30.00
15
9
12
100.0
100.00000
CI
18.06
30.00
I 16
8
13
100.0
100.00000
CI
18.11
30.00
17
12
11
100.0
100.00000
CI
16.10
30.00
18
12
13
100.0
100.00000
CI
15.08
30.00
Harzen's
Pipe
Max
Allow
I
I
I
I
Node details Node no.
Flow (MLD)
Elev. (m)
H.G.L. (m)
Pressure (m)
1
15.325
106.00
121.00
15.00
2
-6.512
104.00
120.68
16.68
3
-0.540
103.00
120.10
17.18
4
-0.648
104.00
119.91
15.91
5
-5.068
105.00
120.18
15.18
6
-1.040
102.00
119.89
17.89
J
-0.908
97.00
119.68
22.68
8
-0.730
101.00
119.11
18.11
....
28
Status (C/P)
I
7.
CONCLUSION
Result of distribution system from manual & software show that there is a difference between them. Computer software sophistical package which consider so many factor regarding the distribution system. Hence it gives economical design as compare to manual design. In manual design hardy cross method is most widely used method. But it is too much time consuming & so many iteration are required.
2.9
I
I
REFERENCES 1.
A.G.Bhole.
"Low
cost package water treatment plant
for rural areas" I.E (I) Journal - EN 1995. 2.
Birdie J.S.
"Water supply and sanitary engineering",
Pub.: Dhanpat Rai & Sons, New Delhi, 1994. 3.
Fair G.M.
"Water and waste water engineering" (vol.1&2) john Wiley & sons, inc. New York, 1967.
4.
Garg S.K.
'Water supply engineering" Khanna pub., New Delhi, 1994.
5.
Govt. of India.
"Manual on Water Supply & Treatment", Ministry of works & housing, New Delhi, 1984.
6.
Hudson H.E Jr.
"Water Clarification process:
Design
& Evaluation"
Practical Van
Norstrand
Reinhold Co., New York, 1981. 7.
8.
Steel EW. &
'Water Supply & Sewerage" McGraw Hill
Mcggee T.J.
Ltd., New York, 1981.
Twart A.C.
'Water Supply" Arnold International Student Edition (AISE), Great Britain, 1985.
,
30
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