1. REPORT OF
WATER
DISTRIBUTIO
N SYSTEM

2. TABLE OF CONTENTS
Page no.
Preface ....…………………………………………………….
3
CHAPTER 1
INTRODUCTION
i. Study area ..…………..………………………………...
4
ii. Land use analysis …………….………………………...
5
CHAPTER 2
WATER DISTRIBUTION SYSTEM
i. Basics of WDS ………………………………………...
6
ii. Types of pipes ………………………………………….
9
iii. Basic equations ..……………………………………….
9
CHAPTER 3
METHODOLOGY OF WDS
2

3. i. Hardy cross method …………………………………….
11
ii. Loop software …………………………………………..
12
CHAPTER 4
DESIGN OF WDN IN
"FUTURE VISION HOUSING SOCIETY IEER UET LHR"
i. Design data ……………………………………………
13
ii. Design criteria …………………………………………..
14
iii. Results ………………………………………………
15
iv. Comments ………………………………………………
16
REFERENCES ……………………………………………...
17
PREFACE
This report is submitted to Assistant Professor Husnain Haider,
the sessional report on water distribution system for 6th term
.Architecture Engineering
This report can help reader to understand the proper
methodology of preparing the design of WDS of the housing
society. Further more there is a brief discussion on efficiency
of system, suggestions to make sure the supply of portable
water, cost analysis, positive & negative features of system
etc. so that every one may understand the whole process
easily. In this way I can conclude that it is a complete &
comprehensive report in all manner but still comments &
3

4. .suggestions are greatly welcomed
I would like to thank my teacher Mr. Husnain Haider for
.guiding me the steps for designing
CHAPTER 1
INTRODUCTION
STUDY AREA:
 LOCATION:
The housing society (Future Vision Housing Society
IEER UET LHR.) for which we are requiring to design the "Water
Distribution Net Work " is situated near "Upper Chanab Canal" .
 TOPOGRAPHY:
4

5. The over all surface area of the housing society is FLAT,
because the slope of area at almost all the points is between (1% - 2%)
Since we can have three types of surface areas; on the basis of their
slopes:
1. Flat Area (slope; 1% - 2%)
2. Rolling Area (slope; 5% - 8%)
3. Steep Area (slope; > 8%)
 CLIMATE:
Since usually the flat areas have moderate climatic
conditions, similarly the area under consideration has.
Maximum temperature in summer may range from 30˚C - 45˚C & rains
usually occur in mid July & August. In winters he temperature can fall
up to 0˚C, but winter season usually remains for only three to four
months.
 DIFFERENT USES OF WATER:
The uses of water in the society under consideration are:
a. Domestic use:
Drinking, cooking, washing, bathing, irrigation of plants etc. The
range of domestic use can vary from 100 – 300 LPCD1.
b. Commercial use:
Washing & freezing for cooling purpose etc. usually 12.2
m3/1000m²/day2 water is consumed in commercial areas.
c. Public use:
School, parks & dispensary etc. Range of water for public use
can vary from 50 – 70 LPCD3.
d. Fire demand:
The total fire flow for a single fire should not exceed 22680
l/min4.
e. Losses & waste:
Uncounted fall, misuse or wastage etc.
LAND USE ANALYSIS:
Sr. # Land use Covered area %
(m²)
1 Residential plots 32218 60.88
2 Flats 1404 2.65
5

6. 3 Apartments 4116 7.78
4 Commercial area 482 0.911
5 School 687 1.298
6 Grave yard 276 0.522
7 Dispensary 240 0.454
8 Open areas 2487 4.699
(parks)
9 D.S + T.P 1396.5 2.64
11 Roads 9613.5 18.167
Total 52920
CHAPTER 2
WATER DISTRIBUTION SYSTEM
BASICS OF WDS:
 SOURCES OF WATER SUPPY:
a. Surface water sources.
6

7. b. Groundwater sources.
We have ground water source in our society, as we are obtaining
water from tube well
.
 COMPONENTS OF WATER SUPPLY SCHEME:
a. Collection works.
b. Purification works.
c. Transmission works.
d. Distribution works.
But here in our society, we just have concern with
distribution works.
 MINIMUM RESIDUAL PRESSURE:
It is the pressure required to reach the farthest point in the community.
If the pressure in pipes is less than the minimum residual pressure the
diameter of pipe is increased, in this way the velocity of water
decreases & hence the frictional losses decreases, so as head loss.
According to WASA-LDA criteria, the minimum residual pressure should
be 20psi (or pressure head should be 14m in water supply pipes).
 PER CAPITA WATER CONSUMPION:
Water consumed by one person in one day is called per capita water
consumption. Usually it is represented as LPCD (Liters Per Capita per
Day) or GPCD (Gallons Per Capita per Day) .
 PEAK FACTOR:
The ratio of maximum or peak flow to average flow is called as
"peak factor".
 MAXIMUM HEAD LOSS:
The maximum acceptable value of head loss in a water distribution
system is termed as "maximum head loss".
REQUIREMENTS OF AN IDEAL WATER DISTRIBUTION
SYSTEM:
a. To supply adequate amount of water, to completely the
need of community.
b. To supply water with minimum residual pressure at all
points of the community.
c. To supply water which is esthetically appealing (tasteless,
colorless, odorless)
d. To supply water that is hygienic & free from all sorts of
pathogens.
7

8. AVEGAGE WATER DEMAND (AWD):
The average amount of water required for a community for its design
period is termed as AWD.
MAXIMUM DAILY DEMAND (MDD):
The maximum amount of water required in a day, for a community is
termed as ADD.
PEAK HOURLY DEMAND (PHD):
The calculation of per hour water requirement for a community is
termed as PHD.
According to WASA-LDA :
MDD = 1.5 * AWD
PHD = 2.25 * AWD
PHD = 1.5 * MDD
:Fire demand
it is the demand of water required for a particular time when
there is fire blown at some area. For the fire extinguishing, the water
required is to be of high pressure and excessive quantity. For meeting
the fire demand, quantity of water required is calculated from following
:formulae
F = 18 C A0.5
WATER DISTRIBUTION SYSTEM:
 Layout:
a. Dead end system.
b. Grid Iron system / loop network.
Dead end system:
In this system it is easy to add on and easy to calculate.
Advantages:
• Require less no. of valves to cut-off supply to the area
• Cheap system
Disadvantages:
• Stagnation
• Larger area is cut-off in case of repairs
8

9. Grid Iron system / loop network:
Disadvantages:
• Require more no. of valves to cut-off supply to the area
• Difficult to design
Advantages:
• No stagnation
• No larger area is cut-off in case of repairs
 Methods of distribution:
a. Distribution by gravity.
b. Pumping without storage.
c. Pumping with storage.
Distribution by gravity:
Distribution by gravity is possible only when the source of water
is located substantially above the level of the site where water is
to be provided. Here we have to rely on the pressures and heads
already defined by the elevation difference between the water
reservoir and the area which is to be supplied with water.
Pumping without storage:
It is least desirable method as it provides low reserve flow during
power failure. High power costs are required to meet the peak
hourly demands.
Pumping with storage:
It is the most common and the best method of water distribution
Water is pumped at uniform rate, supported with the stored water
during peak hours. This system is reliable during fire fighting and
power failures.
 Types of supply:
a. Continuous supply.
b. Intermittent supply.
Continuous supply:
In this type of supply, the water is made available to the
consumer throughout 24 hours
a day.
:Advantages
9

10. • Availability of water for fire fighting at any time.
• No infiltration of undesirable water occurs.
:Disadvantages
• More use of water.
• Costly method.
Intermittent supply:
In this type of supply water is available to the consumer only
two to three times a day, that means, during periods of high
.consumption
:Disadvantages
• Infiltration of dirty water may occur.
• Fire fighting may be difficult.
• The meets of the consumer are not adequately fulfilled.
TYPES OF PIPES USED IN WDS:
Following types of pipes are used in water distribution system:
• AC (Asbestos Cement).
• PVC (Polyvinyl Chlorine).
• GI (Galvanized Iron).
• MS (mild Steel).
• Concrete pipes.
• Iron pipes.
BASIC EQUATIONS:
a. Manning's equation:
V = 1/n R2/3 S1/2
Where:
V = velocity
n = Manning's roughness coefficient
R = hydraulic mean depth / hydraulic radius
S = longitudinal slope
b. Chezy's equation:
V = C √RS
Where:
V = velocity
c = chezy's roughness coefficient
R = hydraulic mean depth / hydraulic radius
S = longitudinal slope
10

11. c. Hazen William's equation:
Q = 0.278 C D0.63 (HL/L)0.54 D2
Or
HL = 10.68 (Q/C)1.85 L/(D)4.87
Where:
HL = Head loss
Q = Flow
C = Hazen William constant
L = Length of pipe
D = Diameter of pipe
One requirement should be fulfilled while using above equations is
that, flow should be uniform. Uniform flow means that "fluid
characteristics should remain same in the section under
consideration."
11

12. CHAPTER 3
METHODOLOGY OF WDS
Hardy Cross method is used while designing a WDN.
HARDY CROSS METHOD:
The analysis of pipe network is done by
Hardy Cross Method. By using this method, accurate determination of
flow rates & head losses through a system cam be calculated.
ALGORITHM USED:
a. Inflow = out flow at a node.
b. Sum of HL in a loop = 0.
PROCEDURE:
1. Assume any suitable diameter for network
pipe & then assume any internally consistent
distribution of flow. The sum of flow entering
at any junction must be equal to the sum of
low leaving.
2. Compute HL in each pipe by using :
3. HL = 10.68 (Q/C)1.85 L/(D)4.87
4. With due attention to sign compute the ∑HL
around the loop.
5. Compute without regard to sign (H/Q) for
each pipe in the loop.
6. Find ∑H/Q without regard to sign in each
pipe.
7. Find correction using :
8. ∆ = - ∑H/ [1.85 ∑ (H/Q)]
9. Repeat the steps 1 – 7 until ∆ is less than
10% minimum flow in a pipe of the loop.
10. Find residual heads at all points. If residual
heads are close to the minimum required
residual head, then the design is complete. If
the residual head is less than the required
12

13. minimum residual head then increase the
diameter & start from step 1; again. If heads
are much higher than minimum residual
head then decrease the diameters so that
cost would be reduced, & then start the
process again from step 1.
LOOP SOFTWARE:
Loop is a computer program in BASIC
for Hydraulic Simulation of Looped Water Distribution Networks.
BRIEF HISTORY:
• Language : BASIC
• Contribution by : UNDP & World Bank
• Contribution for: International Drinking Water Supply &
Sanitation Decade 1980 – 1991.
• Why: Based on the results of a study conducted by WHO &
World Bank in 1970s.
• 80% of all disease
• 60% of child death
• Program developed by: University of North Carolina, USA.
LIMITATIONS:
• Max no. of pipes = 500
• Max no. of nodes = 400
• Nos assigned to nodes = 1 – 36000
• Can handle up to 10 nodes with known HGL ( generally
OHRs)
EQUATION USED:
Hazen William equation is used to find head
losses :
HL = 10.68 (Q/C)1.85 L/(D)4.87
OUTPUT:
• Flow in pipes
• Velocities in pipes
• Pressure at nodes
• Direction of flows
• Head losses in pipes etc.
UNITS:
13

14. • Flow = m3/sec
• Length = meter
• Diameter = mm
• Nodal withdrawal = -ve
• Pumping quantity = +ve
NODAL FIXITY:
• Pumping source = 1.0
• Network nodes = 0
CHAPTER 4
DESIGN OF WDN IN
"FUTURE VISION HOUSING SOCIETY
IEER UET LHR"
DESIGN DATA:
No. of plots = 281
No. of apartments = 3
No. of flats = 3
Design period = 20
PRESENT (2011) AT THE END OF
DP (2031)
Persons per 8 10
plot
Persons per 500 700
apartments
Persons per 300 500
flat
Per capita water consumption = 250 + 10 Y
= 250 + 10 (17)
= 420 LPCD
14

15. Design population = Pf = 2810 + 2100 + 1500
= 6410 persons
Average Daily Demand (ADD) = A.W.C * population
= 420 * 6410
= 2692200 L/day
P.H.D = 2.25 * A.D.D
= 2.25 * 2692200
= 6057450L/day
M.R.H = 14m
DESIGN CRITERIA:
We have the following combination in our society:
 Grid Iron system.
 Pumping with storage.
 Continuous supply.
⇒ Since we are having with a relatively small housing society. &
load of flows on pipes is not much, so we can use pipes with
moderately small diameters. Like
a. Pipe of 225 mm diameter can be used from OHR to
Node #1 as a primary pipe
b. Pipes of 100 mm diameter can be used in secondary network
c. Pipes of 75 mm diameter can be used in tertiary network
⇒ There must be a minimum earth cover of 1 m, so that there
would be minimum affects of load on pipelines. As the affects
of load reduces
80 – 90% up till 1 m earth cover.
⇒ MRH: The minimum residual head should be 14m (20psi)
according to WASA – LDA criteria.
⇒ We are using AC pipes in our WDS having structural life = 50
years. With Hazen William constant value between 120 – 140
5
.
15

16. :DISCUSSION OF RESULTS
:PIPES
DIAMETER OF PIPES NO OF PIPES
mm 150
mm 100
1 Maximum diameter = mm
2 Minimum diameter = mm
:(PRESSURES (RESIDUAL HEAD
3 Maximum residual head = m
4 Minimum residual head = m
5 Average head = 15 m
:LENGTHS
6 Maximum length = m
7 Minimum length = m
16

17. RESULTS:
⇒ Since velocity in some of the pipes is low than the desired
range (0.5 – 2.5 m/sec), but doesn't matter, because velocity
is not the design criteria of water supply network.
⇒ Since in some pipelines, the head loss is higher than our
restriction (20m/km), but still it can't affect the efficiency of
WDN, as the diameters of these pipes are adequate &
supplying the water more than the required flow & pressure.
⇒ Since the available heads in all pipelines are much more than
required heads (14 m) but are acceptable.
COMMENTS:
⇒ Since manual Hardy Cross is very tiresome & time
consuming, but by using LOOP software we can calculate
flows, diameters & velocities etc. just in few seconds.
⇒ Since we are pumping water from ground using tube well,
therefore there is no need of water treatment plant, but the
laboratory tests of water should be carried regularly & proper
disinfection of water should be done to insure a supply of
potable water.
⇒ Since we are using AC pipes which have structural life up to
50 years & the design period of our society is 20years, it
means at least up to 20years after the full development of
society, we don't have any need to replace new pipelines.
⇒ Since we are having a Grid Iron system, this means that
stagnation of water does not take place as more water comes
from more than one direction.
17

18. REFRENCES:
⇒ 1,2,3,4,6 "Water Supply & Sewerage" by "E.W.Steel",
TERENGE J.M C G H E E 6TH EDITION
⇒ 5 "Water Works Engineering" (Planning, Designing &
operation)
By "Syed R. Qasim, Edward M. Motley, Guang Zhu”
page#166
18