Download pdf - Design of Water Distribution System for SVNIT Campus

DESIGN OF WATER DISTRIBUTION SYSTEM ( SVNIT CAMPUS)

FOR REVISED DEMAND

2011-2012

Submitted by Guided by

ANSHUK GARG U08CE069

RAJWANSH SINGH U08CE047

RAVI TEJA U08CE056

TAMMU TULSIRAM U08CE044

AVINASH KUMAR U08CE067

SACHIN GAUTAM U08CE006

CIVIL ENGINEERING DEPARTMENT

SARDAR VALLABHBHAI NATIONAL INSTITUTE OF

TECHNOLOGY SURAT- 395007

Dr. P.L.PATEL

Professor

CERTIFICATE

This is to certify the following students of B. Tech -IV sem. 7th

have

satisfactorily completed their project preliminary report on ―Design of

Water Distribution System (SVNIT CAMPUS) for Revised Demand‖

during academic year 2011 – 2012.

CIVIL ENGINEERING DEPARTMENT

SARDAR VALLABHBHAI NATIONAL INSTITUTE OF

TECHNOLOGY SURAT- 395007

Signature of Head of

Department

ANSHUK GARG U08CE069

RAJWANSH SINGH U08CE047

RAVI TEJA U08CE056

TAMMU TULSIRAM U08CE044

AVINASH KUMAR U08CE067

SACHIN GAUTAM U08CE006

Signature of Guide

ACKNOWLEDGEMENT

We take great opportunity to express our deep sense of gratitude and indebtedness to

―Dr.P.L.Patel‖ in Civil Engineering department, S.V.N.I.T, Surat for his valuable guidance,

useful comments and co-operation with kind and encouraging attitude at all stages of the

experimental work for the successful completion of this work.

We would like to thank Dr. P.V.Timbadiya and Viraj Sir for their help with the softwares and

guidance in the Hydrology Lab.

We would also like to thank our head of department ‗Dr. J.N. Patel‘.

We are thankful to S.V.N.I.T, Surat and its staff for providing us this opportunity which helped

in gaining knowledge and to make this Project report successful endeavour.

Thank You

TABLE OF CONTENTS

1. Introduction……………………………………………………………………………….1

2. Networking parameters…………………………………………………………………...2

3. Darcy-Weisbach equation and Newton-Raphson Method……………………………….3

4. Analysis of study area…………………………………………………………………….5

5. Analysis of Capacity and Demand……………………………………………………….6

6. Analysis of the network………………………………………………………………….7

7. Gravity network………………………………………………………………………….7

8. Pressure network…………………………………………………………………………8

9. Software support

a. LOOP 4.0………………………………………………………………………...8

b. WaterGEMS……………………………………………………………………...9

10. Nodes for Gravity Network……………………………………………………………...13

11. Gravity Network Layout………………………………………………………………..15

12. Pressure Network Layout……………………………………………………………….16

13. Results

a. Pipe Results……………………………………………………………………..17

b. Junction Results…………………………………………………………………19

14. Conclusions……………………………………………………………………………..22

INTRODUCTION

Water is a vital element in the living system and is an important component and also a key

element for the socio-economic development of a country. All living things require water for

their sustenance. In fixing the living standards of the population, the availability of water to

domestic needs plays an important role. With the increase in population in the sphere, the

demand for water and the fight to share this resource during the period of scarcity also increases

enormously. This has been true with particular reference to the recent past. In a country like

India, the rainfall is seasonal and is highly erratic in nature, leading to spatial and temporal ·

variations in the water availability. Thus, it becomes necessary for the water supply engineers to

supply pure and adequate water, equally to all the consumers. For this challenging task, the

design, and the analysis, of the pipe network system on optimization and other techniques have

been based throughout the world.

A water distribution system is an essential infrastructure in the supply of water for domestic as

well as industrial uses. It connects consumers to sources of water, using hydraulic components,

such as pipes, valves, pumps and tanks. The design of such systems is a multifarious task

involving numerous interrelated factors, requiring careful consideration in the design process.

Important design parameters include water demand, minimum pressure requirements,

topography; system reliability, economics, piping, pumping and energy use.

The primary goal of all water distribution system engineers is the delivery of water to meet the

demands on quantity and pressure. Unfortunately, as a water distribution system ages, its ability

to transport water diminishes and the demands placed upon it typically increase. In addition to

the unsatisfactory performance of a deteriorated network, there are direct economic impacts of a

failing system. Older systems ·have reduced the carrying capacity due to corrosion and

tuberculation and are more susceptible to leaks and breaks, resulting in loss of water, requiring

time and money to repair. Moreover population explosion is one of the main reasons for the

increase in the demand of water for consumption and most of the networks fail to meet this

demand.

Researchers have developed two principal approaches in pipe network design and analysis. One

is the linear programming approach and the other one is the non-linear programming approach.

The non linear optimization includes MINOs (Murtagh and Saunders 1987), GINO and GAMS.

All these packages use a constrained generalized reduced gradient technique to identify a local

optimum for the network problem. Constraints can be included explicitly in the model. Examples

include, the continuity equations, head losses around loops or between reservoirs, minimum and

maximum pressure limitations, and minimum and maximum diameters. Costs can be expressed

as any non-linear function of pipe diameter and length. The limitations of the technique are as

follows:

1. Since the pipe diameters are continuous variables, the optimal values will not necessarily

confirm to the available pipe sizes; thus a rounding off of the final solution is required.

2. Only a local optimum is obtained.

3. There is a limitation on the number of constraints and hence the size of the network that

can be handled.

The main objective of this project is to design a water distribution network for the increasing

requirement in Sardar Vallabhbhai National Institute Of Technology, Surat.

NETWORKING PARAMETERS

For the design of network there is a need for calibration of various parameters like discharge at

nodes, height requirement to acquire the desired head etc. In addition to that it also requires the

capacity of various structures, the daily demand of various buildings. The following are various

sequential networking parameters that are to be calibrated.

Configuration-It involves the location of sites for various elements such as elevated service

reservoirs, pumps, pipes, valves, and accessories. The configuration is decided by taking into

consideration the existing pattern of streets and highways, existing and planned subdivisions,

property right-of-ways, possible sites for elevated and ground service reservoirs, location and

density of demand centres, and general topography.

Pipe Lengths-The pipe lengths are obtained from the known geometrical layout of the network.

When nodes are connected by links consisting of pipes in series, in parallel, and in series-parallel

combination, such pipes are usually replaced by equivalent pipes in network analysis.

Pipe Diameters-The pipe diameters are either known or calculated for equivalent pipes.

Pipe Roughness coefficients-The pipe roughness coefficients such as Hazen-William coefficient

CHW and Manning‘s coefficient N are considered known and remains constant during the

analysis. But Darcy-Weisbach friction factor f is a function of Reynolds number and therefore of

pipe discharge, and thus must be re-evaluated when the pipe discharge changes.

Minor Appurtenances-The effect of minor appurtenances can be individually considered.

However in network analysis, it is common practice to consider equivalent pipes and

correspondingly increase the pipe length by 5-10% to account for the effect of minor

appurtenances.

Demand Pattern-The demand fluctuate with time, days and seasons. But it is common practice

to assume that demands remain constant in the analysis.

Hydraulic Gradient Levels-The hydraulic gradient levels or simply the heads are mostly

unknown and obtained from the analysis.

DARCY-WEISHBACH EQUATION

In fluid dynamics, the Darcy–Weisbach equation is a phenomenological equation, which relates

the head loss or pressure loss — due to friction along a given length of pipe to the average

velocity of the fluid flow. The equation is named after Henry Darcy and Julius Weisbach.

It is of two types

Pressure loss form:

Head loss form:

hf – head loss due to friction

L - length of pipe

D- hydraulic diameter of the pipe

V- average velocity of flow

g- acceleration due to gravity

f- dimensionless constant, darcy‘s friction coefficient

The calibrations in many software is done by using three main hydraulic equations named Darcy-

Weisbach equation, Newton-Raphson method and Manning‘s equation.

NEWTON-RAPHSON’S METHOD

In numerical analysis, Newton's method (also known as the Newton–Raphson method), named

after Issac Newton and Joseph Raphson, is a method for finding successively better

approximations to the roots (or zeroes) of a real -valued function. The algorithm is first in the

class of Householder‘s method succeeded by Halley‘s method. The method can also be extended

to complex functions and to systems of equations.

Given a function ƒ defined over the real x, and its derivative f‘, we begin with a first guess x0 for

a root of the function f. Provided the function is reasonably well-behaved a better

approximation x1 is

Geometrically, (x1, 0) is the intersection with the x-axis of a line tangent to f at (x0, f (x0)).The

process is repeated as

until a sufficiently accurate value is reached.

The idea of the method is as follows: one starts with an initial guess which is reasonably close to

the true root, then the function is approximated by its tangent line (which can be computed using

the tools of calculus), and one computes the x-intercept of this tangent line (which is easily done

with elementary algebra). This x-intercept will typically be a better approximation to the

function's root than the original guess, and the method can be iterated.

ANALYSIS OF PRESENT STUDY AREA BY ZONES

Academic zone:

This zone comprises of Administrative building and drawing hall, Civil engineering department,

Applied mechanics department, Applied sciences and humanities department, Electronics

engineering department, Electrical engineering department, Chemical engineering department,

Mechanical engineering department and Production engineering department.

Hostels :

This includes the all places other than academic area which include Bhabha bhavan, Nehru

bhavan, PG boys hostel, Raman bhavan, Gajjar bhavan, Sardar bhavan, Gandhi bhavan, New

girls hostel, Kasthuriba bhavan, Sarojini bhavan, Staff quarters.

Staff Quarters:

Include the A ,B ,C and D type quarters. Director‘s Bungalow and proposed staff quarters.

Other Institutional Buildings:

This area includes some places like Staff club, Post office, Canteen, Student activity centre and

Dispensary

ANALYSIS OF CAPACITY AND DEMAND

HOSTEL AREA NO. OF

PEOPLE

DEMAND TANK

CAPACITY

BHABHA BHAVAN 960 52800 75000 TAGORE BHAVAN 192 10560 15000 NEHRU BHAVAN 200 11000 15000 PG BOYS HOSTEL 960 52800 75000 RAMAN BHAVAN 170 9350 12000 GAJJAR BHAVAN 950 52250 60000 SARDAR BHAVAN 143 7865 9000 GANDHI BHAVAN 143 7865 9000

NEW GIRLS HOSTEL 800 44000 60000 KASTURBA BHAVAN 246 13530 15000 SAROJINI BHAVAN 126 6930 9000

80 TOTAL 268950 354000

STAFF QUARTERS

A1-6 30 4050 18000 B1-16 80 10800 21000 C1-12 60 8100 12000 C13-48 180 24300 39000 D1-48 240 32400 24000 D49-72 120 16200 12000

TOTAL 95850 126000

ACADEMIC AREA

CRC 600 3000 6000 CIVIL ENGG DEPT 300 1500 9000 TRANSPORTATION

LAB 100 500 3000

WATER RESOURCE

LAB 100 1000 6000

WATER RESOURCE

NEW LAB 100 10000 15000

WORKSHOP 200 1000 3000 AMD 200 1000 6000

CONCRETE LAB 100 2000 6000

PRODUCTION DEPT 100 500 3000 SEMINAR HALL 150 750 3000

APPLIED SCIENCES

AND HUMANITIES 300 1500 6000

CCC 200 1000 3000 COMPUTER DEPT 200 1000 6000 ADMINISTRTIVE

BUILDING 200 1000 15000

ELECTRICAL DEPT 200 1000 9000 ELECTRICAL

CIRCUITS LAB 100 500 3000

ELECTRONICS DEPT 300 1500 3000 CHEMICAL DEPT 200 1000 6000

ESTATE BUILDING 50 400 9000 GENERATOR ROOM 100 2000 6000

LIBRARY 200 1000 6000 MECHANICAL DEPT 400 2000 6000 FLUID MECHANICS

LAB 100 2000 6000

IC ENGINES LAB 100 500 3000 BOILER LAB 100 5000 3000

CAD LAB 100 500 6000

TOTAL AREA 43150 156000

OTHER AREA STAFF CLUB 100 1500 3000

BANK 200 1000 6000 POST OFFICE 200 1000 6000

CANTEEN 500 4000 6000 SAC 2000 1000 6000

DISPENSARY 100 500 3000

TOTAL 9000 30000

TOTAL CAPACITY 416950 666000

ANALYSIS OF NETWORK

After calculating the demand we need to design a pipe network.

The pipe network can be divided in two ways

1. Gravity network

2. Pumping network

There is a need to know which type of network has to adopted for our requirement, the network

methods are clearly explained in the next section.

In order to prepare the design the co-ordinates for all nodes have to be analysed, the table under

shows the co-ordinates of various nodes.

GRAVITY NETWORK

In this network, the pressure required for the water to serve our needs is provided by the gravity

head(acquired during storage in over head tank). There is no requirement of any pumping system

to be arranged at the target regions to pump the water to the over head tanks of buildings. It is

simple to design this kind of network where the additional requirement of power to pump the

water into overhead tank is not required.

In the present study area there is no need of providing any pumps provided the target building is

less than 2 storey.

The water head available at consumer door is just a minimum quantity, the remaining head is

consumed in frictional and other losses.

PUMPING NETWORK

The distribution system here includes distribution of water by using pumps. There is a power

required to pump the water , here there is a additional charge for maitainance of these pumping

systems. This system is adopted when the gravity head provided by the main tank is not

sufficient for the water to get stored in the over head tanks of the targets.

In the present study area, if the building is more than 2 storey this system is adopted. This system

supports the given network by providing the required head by mechanical means.

SOFTWARE SUPPORT

The software used in designing the water distribution system is LOOP 4.0 and WaterGEMS.

There are many other software for these purposes.

LOOP 4.0:

It is developed and distributed under the joint efforts of UNDP/World Bank. It is user friendly

software. Loop has been programmed in Microsoft quick basic 1.5. It could be used for the

design of new, partially and fully existing gravity as well as pumped water distribution system. It

allows for reservoirs(both with fixed head and variable head), valves(pressure reducing as well

as check valves) and online booster pump.

General Information sheet-wise:

Sheet-1:

Number of nodes

Number of pipes

Number of common diameter having pipes

Peak design factor

Type of formula

Units of various pipe parameters

Sheet-2:

Pipe to and fro length

Diameter

Hazen‘s pipe

Node number

Material.

Sheet-3:

Node number

Peak flow factor

Elevation

Minimum pressure

Maximum pressure.

Sheet-4:

Number of fixtures:

Number of nodes with fixed HGL

Number of nodes with variable HGL

Number of booster pumps

Number of pressure reducing valves

Number of check valves

Sheet-5:

Internal diameter of pipe

Hazen‘s constant

Cost per metre

Allowable pressure

Sheet-6:

Design Information:

Newton-Raphson stopping criterion

Minimum Pressure

Maximum Pressure

Design hydraulic gradient in km

Simulate or Design

WaterGEMS:

It can simulate Fires, pipe breaks, energy costs, power outrages, tank out of service, shutdown

for rehab or connection, unusual demands, use your imagination.

It u8ses the water use patterns, demand patterns, time scales, system-wide temporal water use to

calibrate the results.

Simulation process:

Controls:

Operational controls:

Property of a controlled element

Limited to a single condition/action

Logical(rule based) controls:

Kept with logical alternatives

Complex conditions/action

Operational rules:

Must tell mode how pumps and valves operate

Status(digital):

o Pipe: open or closed

o Pumps: on or off

o Valves: active, inactive, closed

Setting(analog):

o Pumps: relative speed factor

o Valves: pressure, flow or head loss coefficient

Data entry Initial conditions First time step Solve network

Check

controls

Last step ? results

yes

no

Logical controls:

Controls made up of conditions and actions

If(condition is true)

Then(action)

Else(action)

If(flow at p-17 >200) then (pmp-1=on) else(pmp-1=off)

Conditions:

Element ( hgl at j11>145 )

Time from start ( t>= 7 )

Clock time ( clock time < 7:00 am )

System demand(demand > 500)

Composite conditions and actions:

Flow>200 and clock time>3: 00 pm

Pmp-1=off and p-11=open

Each action and condition has label

If(cc01 and cc02) then(aa02 and aa05)

Can find references foe each action or condition

Setting logical controls:

Reporting time step(calc option)

Saves results for all steps(default)

Can save only at constant increment

Define conditions

and actions

Create controls Create

control sets

Specify control

set

Can save at variable increments

o Can skip range of time steps

o Can save at constant or all time steps in some range

Results file path:

Results saved with .mdb by default

May want to save results files elsewhere

Can specify alternative path

Some result files

o .out main results file

o .nrg energy cost results

GRAVITY NETWORK DESIGNED USING WaterGEMS:

Fig 1

Fig 2

NODES FOR GRAVITY NETWORK

NODE X Y Z

1 1594 813 7.773

2 1575 819 7.819

3 1640 862 7.609

4 1618 881 8.059

5 1627 884 8.059

6 1612 877 8.059

7 1606 906 7.508

8 1693 889 7.616

9 1676 906 7.981

10 1682 911 7.981

11 1668 905 7.981

12 1668 924 7.568

13 1748 924 7.615

14 1738 940 7.752

15 1732 938 7.752

16 1740 943 7.752

17 1729 963 7.759

18 1723 961 7.759

19 1705 1030 7.557

20 1696 1033 7.557

21 1697 1056 7.349

22 1686 1052 7.349

23 1700 1060 7.561

24 1683 1097 7.349

25 1666 1091 7.351

26 1692 1100 7.176

27 1670 1119 7.13

28 1685 1126 6.937

29 1660 1172 6.742

30 1675 1178 6.742

31 1521 935 8.095

32 1581 965 7.653

33 1564 994 7.612

34 1592 942 7.867

35 1581 940 7.867

36 1596 943 7.867

37 1636 997 7.605

38 1650 972 7.463

39 1637 966 7.463

40 1652 974 7.463

41 1626 1014 7.288

42 1437 1127 6.896

43 1477 1136 6.75

44 1538 805 7.877

45 1525 823 7.895

46 1462 777 7.892

47 1435 831 7.72

48 1395 808 7.446

49 1391 900 7.689

50 1393 875 7.682

51 1457 894 8.13

52 1374 934 7.819

53 1363 954 7.561

54 1338 954 7.737

55 1373 971 7.676

56 1320 989 7.825

57 1359 1011 7.205

58 1314 1063 7.687

59 1298 1052 7.505

60 1333 1065 7.687

61 1336 886 7.38

62 1285 959 7.77

63 1274 953 7.77

64 1252 1025 7.786

65 1245 1015 7.484

66 1244 1019 7.484

67 1217 1006 7.342

68 1268 855 7.207

69 1255 873 7.554

70 1249 845 7.743

71 1207 854 7.927

72 1220 834 7.337

73 1225 815 7.406

74 1168 800 7.327

75 1173 788 7.484

76 1144 786 7.849

77 1109 776 8.11

78 1100 855 7.802

79 1131 871 7.105

80 1077 702 7.812

81 1113 915 7.14

82 1409 741 7.183

83 1356 818 7.673

84 1336 806 7.491

85 1314 795 7.647

86 1280 777 7.563

87 1236 755 7.357

88 1243 744 7.273

89 1349 794 7.704

90 1321 780 7.718

91 1283 767 7.563

92 1298 804 7.689

93 1325 821 8.168

94 1389 725 6.944

95 1422 666 6.946

96 1301 678 7.529

97 1318 622 7.341

PRESSURE NETWORK USING WaterGEMS :

Fig3

PIPE RESULTS:

Label Length (m) Start Node Stop Node

Diameter (mm) Flow (L/day) Velocity (m/s)

P-1 19.92 J-1 J-2 152.4 144549 0.0917

P-2 77.94 J-2 J-3 152.4 73118 0.0464

P-3 29.07 J-3 J-4 152.4 16400 0.0104

P-4 27.73 J-4 J-7 152.4 5600 0.0036

P-5 9.49 J-4 J-5 152.4 5400 0.0034

P-6 7.21 J-4 J-6 152.4 5400 0.0034

P-7 59.48 J-3 J-8 152.4 56718 0.036

P-8 24.04 J-8 J-9 152.4 16800 0.0107

P-9 7.81 J-9 J-10 152.4 5600 0.0036

P-10 8.06 J-9 J-11 152.4 5600 0.0036

P-11 19.7 J-9 J-12 152.4 5600 0.0036

P-12 65.19 J-8 J-13 152.4 39918 0.0253

P-13 18.87 J-13 J-14 152.4 39918 0.0253

P-14 6.32 J-14 J-15 152.4 4628 0.0029

P-15 3.61 J-14 J-16 152.4 4628 0.0029

P-16 24.7 J-14 J-17 152.4 30662 0.0195

P-17 6.32 J-17 J-18 152.4 4628 0.0029

P-18 71.17 J-17 J-19 152.4 26034 0.0165

P-19 9.49 J-19 J-20 152.4 1350 0.0009

P-20 27.2 J-19 J-21 152.4 24684 0.0157

P-21 11.7 J-21 J-22 152.4 1350 0.0009

P-22 5 J-21 J-23 152.4 4628 0.0029

P-23 43.32 J-21 J-24 152.4 18706 0.0119

P-24 18.03 J-24 J-25 152.4 1350 0.0009

P-25 9.49 J-24 J-26 152.4 4628 0.0029

P-26 25.55 J-24 J-27 152.4 12728 0.0081

P-27 16.55 J-27 J-28 152.4 8100 0.0051

P-28 53.94 J-27 J-29 152.4 4628 0.0029

P-29 16.16 J-29 J-30 152.4 4628 0.0029

P-30 127.95 J-2 J-31 152.4 14800 0.0094

P-31 67.08 J-31 J-32 152.4 13800 0.0088

P-32 33.62 J-32 J-33 152.4 1500 0.001

P-33 25.5 J-32 J-34 152.4 5400 0.0034

P-34 11.18 J-34 J-35 152.4 2700 0.0017

P-35 4.12 J-34 J-36 152.4 2700 0.0017

P-36 63.63 J-32 J-37 152.4 6900 0.0044

P-37 28.65 J-37 J-38 152.4 5400 0.0034

P-38 14.32 J-38 J-39 152.4 2700 0.0017

P-39 2.83 J-38 J-40 152.4 2700 0.0017

P-40 19.72 J-37 J-41 152.4 1500 0.001

P-42 209.57 J-31 J-42 152.4 1000 0.0006

P-43 41 J-42 J-43 152.4 1000 0.0006

P-44 39.56 J-2 J-44 152.4 56631 0.0359

P-45 11.8 J-44 J-45 152.4 4000 0.0025

P-46 80.99 J-44 J-46 152.4 52631 0.0334

P-48 60.37 J-46 J-47 152.4 22703 0.0144

P-49 46.14 J-47 J-48 152.4 2000 0.0013

P-50 51.88 J-47 J-49 152.4 20703 0.0131

P-51 14.56 J-49 J-50 152.4 1000 0.0006

P-52 49.04 J-49 J-51 152.4 0 0

P-53 43.08 J-49 J-52 152.4 19703 0.0125

P-54 42.44 J-52 J-53 152.4 5500 0.0035

P-55 22.56 J-53 J-54 152.4 1500 0.001

P-56 15.56 J-53 J-55 152.4 0 0

P-57 58.52 J-53 J-56 152.4 4000 0.0025

P-58 20.17 J-56 J-57 152.4 1000 0.0006

P-59 67.12 J-56 J-58 152.4 3000 0.0019

P-61 19.1 J-58 J-60 152.4 3000 0.0019

P-62 66.65 J-52 J-61 152.4 14203 0.009

P-63 89.05 J-61 J-62 152.4 12500 0.0079

P-64 12.53 J-62 J-63 152.4 2000 0.0013

P-65 73.79 J-62 J-64 152.4 10500 0.0067

P-66 16.73 J-64 J-65 152.4 10500 0.0067

P-67 6.28 J-65 J-66 152.4 500 0.0003

P-68 23.1 J-65 J-67 152.4 10000 0.0063

P-69 74.73 J-61 J-68 152.4 1703 0.0011

P-70 21.08 J-68 J-69 152.4 1000 0.0006

P-71 26.93 J-68 J-70 152.4 703 0.0004

P-72 26.08 J-70 J-71 152.4 1000 0.0006

P-73 25.5 J-70 J-72 152.4 -297 0.0002

P-74 19.65 J-72 J-73 152.4 1000 0.0006

P-75 62.13 J-72 J-74 152.4 -1297 0.0008

P-76 13 J-74 J-75 152.4 1000 0.0006

P-77 27.78 J-74 J-76 152.4 -2297 0.0015

P-78 36.4 J-76 J-77 152.4 400 0.0003

P-79 81.84 J-76 J-78 152.4 1000 0.0006

P-80 34.89 J-78 J-79 152.4 0 0

P-81 53.16 J-78 J-80 152.4 1000 0.0006

P-82 29.41 J-80 J-81 152.4 0 0

P-83 64.07 J-46 J-82 152.4 29927 0.019

P-84 93.48 J-82 J-83 152.4 10300 0.0065

P-85 23.32 J-83 J-84 152.4 10300 0.0065

P-86 24.6 J-84 J-85 152.4 7800 0.0049

P-87 38.47 J-85 J-86 152.4 5300 0.0034

P-88 49.19 J-86 J-87 152.4 300 0.0002

P-89 13.04 J-87 J-88 152.4 300 0.0002

P-90 13.46 J-84 J-89 152.4 2000 0.0013

P-91 16.55 J-85 J-90 152.4 500 0.0003

P-92 11.51 J-86 J-91 152.4 5000 0.0032

P-93 13.1 J-85 J-92 152.4 2000 0.0013

P-94 13.98 J-84 J-93 152.4 500 0.0003

P-95 25.61 J-82 J-94 152.4 19627 0.0125

P-96 67.6 J-94 J-95 152.4 7865 0.005

P-97 99.76 J-94 J-96 152.4 11762 0.0075

P-98 58.52 J-96 J-97 152.4 7865 0.005

P-99 81.39 J-96 J-98 152.4 3897 0.0025

P-100 81.27 J-98 J-99 152.4 3897 0.0025

P-101 29.15 J-99 J-100 152.4 200 0.0001

P-102 26 J-99 J-101 152.4 0 0

P-103 18.19 J-1 T-1 152.4 -144549 0.0917

P-104 85.87 J-99 J-76 152.4 3697 0.0023

JUNCTION RESULTS :

Label Elevation (m) Zone Demand (L/day) HYDRAULIC GRADE (M) Pressure (kPa)

J-1 7.7 <None> 0 22.2 141.9

J-2 7.82 <None> 0 22.2 140.7

J-3 7.6 <None> 0 22.19 142.8

J-4 8.05 <None> 0 22.19 138.4

J-5 8.05 c type 5400 22.19 138.4

J-6 8.05 c type 5400 22.19 138.4

J-7 7.5 c type 5600 22.19 143.8

J-8 7.61 <None> 0 22.19 142.7

J-9 7.99 <None> 0 22.19 139

J-10 7.98 c type 5600 22.19 139.1

J-11 7.98 c type 5600 22.19 139.1

J-12 7.56 c type 5600 22.19 143.2

J-13 7.61 <None> 0 22.19 142.7

J-14 7.75 <None> 0 22.19 141.4

J-15 7.75 D-Type Staff Quarters 4628 22.19 141.4


J-17 7.75 <None> 0 22.19 141.3


J-19 7.55 <None> 0 22.19 143.3

J-20 7.55 A-Type 1350 22.19 143.3

J-21 7.34 <None> 0 22.19 145.4

J-22 7.34 A-Type 1350 22.19 145.4


J-24 7.34 <None> 0 22.19 145.4

J-25 7.35 A-Type 1350 22.19 145.3

J-26 7.17 D-Type Staff Quarters 4628 22.19 147

J-27 7.13 <None> 0 22.19 147.4


J-29 6.74 <None> 0 22.19 151.2


J-31 8.09 <None> 0 22.2 138.1

J-32 7.65 <None> 0 22.2 142.4

J-33 7.61 staff club 1500 22.2 142.8

J-34 7.86 <None> 0 22.2 140.3

J-35 7.86 b type 2700 22.2 140.3

J-36 7.86 b type 2700 22.2 140.3

J-37 7.6 <None> 0 22.2 142.9

J-38 7.46 <None> 0 22.2 144.2

J-39 7.46 b type 2700 22.2 144.2

J-40 7.46 b type 2700 22.2 144.2

J-41 7.29 director bunglow 1500 22.2 145.9

J-42 6.89 <None> 0 22.2 149.8

J-43 6.75 bank 1000 22.2 151.2

J-44 7.87 <None> 0 22.2 140.2

J-45 7.89 canteen 4000 22.2 140

J-46 7.89 <None> 0 22.19 140

J-47 7.72 <None> 0 22.19 141.7

J-48 7.44 institutional buildings 2000 22.19 144.4

J-49 7.68 <None> 0 22.19 142.1


J-51 8.13 <None> 0 22.19 137.6

J-52 7.81 <None> 0 22.19 140.8

J-53 7.56 <None> 0 22.19 143.2


J-55 9.67 <None> 0 22.19 122.6

J-56 7.82 <None> 0 22.19 140.7


J-58 7.68 <None> 0 22.19 142

J-60 7.68 institutional buildings 3000 22.19 142

J-61 7.38 <None> 0 22.19 145

J-62 7.77 <None> 0 22.19 141.2

J-63 7.77 Labs 2000 22.19 141.2

J-64 7.78 <None> 0 22.19 141.1

J-65 7.48 <None> 0 22.19 144

J-66 7.48 Labs 500 22.19 144

J-67 7.34 Labs 10000 22.19 145.4

J-68 7.2 <None> 0 22.19 146.7


J-70 7.74 <None> 0 22.19 141.5


J-72 7.34 <None> 0 22.19 145.4


J-74 7.32 <None> 0 22.19 145.6

J-75 7.48 institutional buildings 1000 22.19 144

J-76 7.84 <None> 0 22.19 140.5


J-78 7.8 <None> 0 22.19 140.9

J-79 7.1 <None> 0 22.19 147.7


J-81 7.14 <None> 0 22.19 147.3

J-82 7.18 <None> 0 22.19 146.9

J-83 7.67 <None> 0 22.19 142.1

J-84 7.49 <None> 0 22.19 143.9

J-85 7.64 <None> 0 22.19 142.4

J-86 7.56 <None> 0 22.19 143.2

J-87 7.35 <None> 0 22.19 145.3

J-88 7.27 <None> 300 22.19 146.1

J-89 7.7 Labs 2000 22.19 141.9

J-90 7.72 Labs 500 22.19 141.7

J-91 7.56 Labs 5000 22.19 143.2

J-92 7.69 Labs 2000 22.19 142

J-93 8.17 Labs 500 22.19 137.3

J-94 6.94 <None> 0 22.19 149.3

J-95 6.95 hostel area 7865 22.19 149.2

J-96 7.53 <None> 0 22.19 143.5

J-97 7.34 hostel area 7865 22.19 145.4

J-98 7.67 <None> 0 22.19 142.2

J-99 7.53 <None> 0 22.19 143.6


J-101 7.1 <None> 0 22.19 147.7

CONCLUSION

The project done using watergems and loop concludes that the network designed by the team is

sufficient enough to meet the needs like demand, capacity and also the pressure heads. A

pressure network is designed where the head is not enough to carry the water to the overhead

tanks of all individual buildings i.e. where the gravity network is not adoptable The drawings and

respective tables showing capacity, demand, co-ordinates are calibrated in the project. The pipe

diameter is taken as a constant 152.6 mm, there is a flexibility to change the diameter where

there is less demand so that the overall cost of the project can be reduced. The total demand for

the study area (S.V.N.I.T Campus)is 0.416 MLD.

REFERENCES

• Jyothi Prakash and V Natarajan (June,2011), Pipe Network analysis in an educational

campus, Journal of IWWA.

• Richard Ainsworth(2004) , Managing Water Distribution Network , IWA Publishing,

London, UK.

• Shie-Yui Liong(2006), Optimal Water Distribution Network, Journal of the Institution of

Engineers, Singapore.

• Glenn O.Brown(1999) , The History of Darcy-Weishbach Equation, Paper published by

Okalahoma State University.

• Adi Ben-Israel(1990), Newton-Raphson‘s method for the solution of system of equations,

research supported by the Swope Foundation.