TECHNOLOGICAL INSTITUTE OF THE PHILIPPINES
938 Aurora Boulevard, Cubao, Quezon City
COLLEGE OF ENGINEERING AND ARCHITECTURE
CIVIL ENGINEERING DEPARTMENT
CE 507
WATER RESOURCES ENGINEERING
“DESIGN OF WATER DISTRIBUTION SYSTEM IN NORTH OLYMPUS, ZABARTE SUBDIVISION USING
EPANET”
SUBMITTED BY:
JERALD ARIS C. CAJAYON
SUBMITTED TO:
ENGR. ALVIN DELIRO
1st Semester, A.Y. 2020-2021
[Type here]
Contents
CHAPTER 1: INTRODUCTION .................................................................................................................... 1
1.1 Background of the Study ..................................................................................................................... 1
1.2 The Project .......................................................................................................................................... 1
1.3 Project Location .................................................................................................................................. 2
CHAPTER 2: PROJECT DESIGN METHODOLOGY ............................................................................... 3
2.1 Steps in Distribution System Design Using Computer Software ........................................................ 3
2.1.1 Base Mapping .................................................................................................................................. 4
2.1.2 Water Demand Projection ................................................................................................................ 4
2.1.3 Tentative Layout ............................................................................................................................... 5
2.1.4 Distribution Demands ....................................................................................................................... 5
2.1.5 Encoding of Input Data..................................................................................................................... 6
2.1.6 Hydraulic Network Simulation .......................................................................................................... 7
2.1.7 Examination of Hydraulic Run Result ............................................................................................ 31
CHAPTER 3: DESIGN CRITERIA .............................................................................................................. 32
3.1 Project Population ............................................................................................................................. 33
3.1.1 Population Growth after 10 years .............................................................................................. 34
3.2 Design Inputs .................................................................................................................................... 34
3.3 Design Criteria and Standards .......................................................................................................... 35
3.4 Water Demand Variation ................................................................................................................... 35
3.6 Design of Reservoir ....................................................................................................................... 35
3.7 Design of Distribution System Conditions ......................................................................................... 36
3.8.1 Pipeline Materials ........................................................................................................................... 36
3.9 Pumps ............................................................................................................................................... 37
CHAPTER 4: PRESENTATION, INTERPRETATION AND ANALYSIS OF DATA .................................... 38
4.1.2 Tank Demand ................................................................................................................................. 40
4.1.3 Pumps ............................................................................................................................................ 41
CHAPTER 5: DATA RESULTS AND CONCLUSION ................................................................................. 42
5.1 Simulation Results ............................................................................................................................ 42
5.2 Conclusion......................................................................................................................................... 60
[Type here]
CHAPTER 1: INTRODUCTION
1.1 Background of the Study
Water is at the heart of sustainable development and is essential for socio-economic growth, healthy ecosystems
and human survival. It is essential to reduce the global disease burden and to improve people's health, welfare and
productivity. It is essential to manufacturing and preserving a host of people's advantages and services. Everyone
is entitled to water. Unfortunately, billions of individuals around the globe do not have access to safe drinking water,
defined as affordable on-site water, available when required and free of contamination. In the Philippines, there is
still no access to improved water sources for about 1 in 10 individuals. The situation could deteriorate as the country
is afflicted by the El Niño phenomenon and climate change that contributes to temperature rise, drying up our water
sources.
Insufficient and intermittent water supply in some part of North Olympus can have severe health implications, and
other areas of the nation. Often individuals are compelled to depend on drinking water sources that may not be
secure when water is scarce. They may also lack sufficient water for fundamental hygiene to wash themselves and
their clothes, and to prevent infection from foodborne illnesses and waterborne diseases. Because of brief supply,
low or negative water pressure in pipes can attract contaminants which, when the supply is restored, will jeopardize
water quality. Furthermore, restricted supply requires more water to be stored by individuals. This will provide more
opportunities for mosquitoes to breed if not treated correctly and subsequently boost instances of mosquito-borne
illnesses such as dengue fever.
1.2 The Project
During the dry season, water supply in some part of North Olympus diminishes as the subdivision depends on just
one water tank. With every other dry season and the imminent impacts of climate change on our natural resources,
water supply is threatened with passing year by year and thus affecting all kinds of customers directly. The scientists
strive to provide and develop water line design for domestic water consumers to benefit both customers and the
two concessionaires as they have a greater ability to adapt water sustainability methodologies.
The purpose of water distribution system is to transport water to the consumer with sufficient supply. The need of
water supply in North Olympus, Novaliches must be provided for the daily routine of its settlers.
1
1.3 Project Location
The project is located at Barangay Kaligayahan, North Olympus Zabarte, Novaliches. It is lying around at longitude
of 121.0438523 and latitude of 14.767413 also has an elevation of 59m.
Figure 1-1 Project Location
Source: elevation.maplogs.com
2
CHAPTER 2: PROJECT DESIGN METHODOLOGY
2.1 Steps in Distribution System Design Using Computer Software
The students used the modern tools and software for the project to compute for different parameters needed. The
following were used for designing:
EPANET is a software application used throughout the world to model water distribution systems. It was developed
as a tool for understanding the movement and fate of drinking water constituents within distribution systems, and
can be used for many different types of applications in distribution systems analysis. Today, engineers and
consultants use EPANET to design and size new water infrastructure, retrofit existing aging infrastructure, optimize
operations of tanks and pumps, reduce energy usage, investigate water quality problems, and prepare for
emergencies. It can also be used to model contamination threats and evaluate resilience to security threats or
natural disasters.
Figure 2-1 Epanet Software
AutoCAD is a commercial computer-aided design (CAD) and drafting software application. Developed and
marketed by Autodesk, [AutoCAD was first released in December 1989 as a desktop app running on
microcomputers with internal graphics controllers. Before AutoCAD was introduced, most commercial CAD
programs ran on mainframe computers or minicomputers, with each CAD operator (user) working at a separate
graphics terminal. Since 2010, AutoCAD was released as a mobile- and web app as well, marketed as AutoCAD
360.
3
Figure 2-2 AutoCAD Software
2.1.1 Base Mapping
A base map is the graphic representation at a specified scale of selected fundamental map information; used as a
framework upon which additional data of a specialized nature may be compiled (American Society of
Photogrammetry, 1980). Within the multipurpose cadastre, the base map provides a primary medium by which the
locations of cadastral parcels can be related to the geodetic reference framework; to major natural and man-made
features such as bodies of water. roads, buildings, and fences; and to municipal and political boundaries. The base
map also provides the means by which all land-related information may be related graphically to cadastral parcels.
Figure 2-3: Site Development Plan
4
2.1.2 Water Demand Projection
The districts develop water demand projections to determine existing legal uses, anticipated future needs, existing
and reasonably anticipated sources of water, and potential savings via conservation efforts. The districts’ goal in
projecting water demands is to develop estimates of projected need that are reasonable based on the best
information available and that are mutually acceptable to the water users and the districts. The projected increase
in demand is used in water resource analyses to determine the potential for unacceptable impacts to groundwater
quality, wetlands and water bodies. The methods used in determining the projections can be found here.
Water use and projected demand in the districts is grouped into six water use categories for water supply
planning.
• Public supply
• Domestic self-supply and small public supply systems (DSS)
• Agricultural irrigation self-supply
• Landscape / recreational / aesthetic irrigation self-supply (LRA)
• Commercial / industrial / institutional and mining / dewatering self-supply (CII/MD)
• Thermoelectric power generation self-supply (PG)
2.1.3 Tentative Layout
Figure 2-4: Water Distribution Lay-out of Barangay Kaligayahan, North Olympus Zabarte
Figure 2-4 shows the layout of water distribution system along Barangay Kaligayahan, North Olympus Zabarte, It
includes arrangement of pipes, tanks, and junctions
2.1.4 Distribution Demands
Water Demand is equivalent to water use which is volume rate of flow that is applied to some beneficial purpose.
We use large amounts of water each day, as water serves many different purposes. We use water to drink, to do
the dishes, to take a shower, to flush the toilet, to cook diner and form any other purposes. But water is not only
5
used for domestic purposes, humans also use water in the industries and in agriculture. In agriculture water is
mainly used to water crops, but in the industries it serves many different purposes. It can serve as an ingredient of
a product we produce, but it can also be a part of the whole production process.
2.1.5 Encoding of Input Data
1) Water Pressure - If water pressure is too low, this will be inconvenient for building users whereas, If pressure is
too high, this will lead to wastage of water, as well as high wear and tear on the system.
2) Water Flow rate - A flow rate that is too high will result in water being wasted, whereas a flow rate that is too
low will mean that sanitary fixtures and appliances don’t work properly.
Flow rate is affected by:
•
•
•
Water pressure – pressure is directly proportional to flow rate thus, the high pressure equates to high
flow rate and vice versa.
Pipe diameters – The smaller the internal diameter of the pipe, the lower the pressure and flow rate.
Water temperature – higher temperatures will tend to raise pressure and flow rates
3) Pipe size (diameter) – Pipes must be sized to achieve the designed flow rate. When calculating pipe
sizes, the velocity of the water flowing through the pipes must not exceed 3.0 m/s.
4) Pipe materials and specifications – Pipe materials must be selected properly. The pipes used in a
project must not contaminate potable water supply, and must be suitable for the water pressure, flow rate
and temperature of water they will be carrying.
6
2.1.6 Hydraulic Network Simulation
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Table 2-1 Result of Hydraulic Simulation
30
2.1.7 Examination of Hydraulic Run Result
Figure 2-5 Average Reaction Rates
Figure 2- 6 Energy Report
31
CHAPTER 3: DESIGN CRITERIA
For the students to have a better understanding of the case area being considered, the Water Distribution Layout
and Tank-Pump Layout of the model and case area, Brgy. Salvacion,Tigaon, Camarines Sur is provided below for
analysis. Likewise, the hydraulic model will be simulated under Single Period and Extended Period using EPANET
through consideration of different conditions such as physical and nonphysical components of the system.
Figure 3-1 Water Distribution Lay-out of Brgy. Kaligayahan, North Olympus Zabarte, Novaliches
Figure 3-1 shows the layout of water distribution system along Brgy. Kaligayahan, North Olympus Zabarte,
Novaliches. It includes arrangement of pipes, tanks, and junctions
Figure 3-2 Tank-Pump Layout
32
All the required parameters for the Physical Components of the system (i.e. Reservoir, Tanks, Valve, and Pipes
(Links) and Junctions (Nodes) were already provided in the EPANET Model File except for the following:
Physical Component
Required Parameters
Reservoir
Total Head
Pipes
Diameter and Hazen-William, C-coefficient
Tanks
Initial Water Level, Min and Water Level and Diameter
Pumps
Power and Speed
Junctions
Base-Demand and Demand Pattern
Valves
Diameter, Setting Time and Loss Coefficient
Table 3-1 Required Parameters for Physical Components
Correspondingly, here are the following data for the non-physical components (i.e. Curves, Time Patterns and
Controls) needed to run the model.
Non – Physical Components
Required Parameters
Curves
Pump Curve
Time Patterns
Demand Pattern
Controls
Tank Water Level
Table 3-2 Required Parameters for Non-Physical Components
In line with the design of the water-distribution system, herein provided the data and computations used for the
simulation of hydraulic model.
3.1 Project Population
A population projection gives a picture of what the future size and structure of the population by sex and age might
look like. It is based on knowledge of the past trends, and, for the future, on assumptions made for three
components: fertility, mortality and migration. Different evolution assumptions are made for each component,
constituting different scenarios. The projections serve as a basis for long-term thinking, particularly in terms of
collective development. They make it possible to analyse population trends if the assumptions are true, but are not
forecasts. Individual behaviour, certain public policy actions, scientific progress or unforeseen events (weather
events, epidemics) in the coming years may have a lasting effect and significantly influence trends, which the
projections do not take into account.
Urban/Rural
Population (2015 census)
Urban
54,576
Table 3-3 Base Population Data
33
3.1.1 Population Growth after 10 years
The population of Kaligayahan grew from 18,135 in 1990 to 54,576 in 2015, an increase of 36,441 people. The
latest census figures in 2015 denote a positive growth rate of 2.30%, or an increase of 6,143 people, from the
previous population of 48,433 in 2010.
𝑃=𝑃𝑜𝑒𝑟𝑡
Where: P = total Population after time “t”
Po = Starting Population
r = % Rate of growth
T = time in hours
e = euler’s number
Urban/Rural
Population (2015 census)
Rural
60,344
Table 35
Population Growth after 10 years
3.2 Design Inputs
The following input for design were considered:
a. Design Period: 10 years
b. Water Demand
• Minimum Demand
• Average Daily Demand
• Peak Hour Demand
• Maximum Daily Demand
c. Non-Revenue Water (NRW): 15 percent
d. Household per Pubic Faucet: 26-58 household
• Per Capita Consumption
Level II: 50-60 LPCD
Level III: Domestic: 80-100 LPCD
Institutional: 1m3 /day or actual
Commercial: 0.8m3 /day
e. Design of Pump
• Pump TDH: Depth of Pumping Water Level + Maximum Reservoir Water Level + Friction Losses
• Pump Capacity = Max Day Demand/Operating Hours
34
f. Design of Reservoir
• Reservoir Capacity = 25% (ADD)
3.3 Design Criteria and Standards
Pipe Material
Plastic
Diameter
<300 mm
Recommended C-values
140
Table 2-6 C-values and Pipe Material (Source: Water Supply Volume 1 Design Manual)
This table represents the recommended C-value for Plastic Pipe.
3.4 Water Demand Variation
Demand Parameter
Average Day Demand
Minimum Day Demand
Maximum Day Demand
Peak Hour Demand
Demand Factor
1
0.30 of average demand
1.3 of average demand
2.5ADD (if >1000 connections) 3.0ADD (if<1000
connections)
Table 3-7 Water Demand Variation
Minimum Day Demand
The minimum amount of water required in a single day over a year.
Average Day Demand
Average Day Demand is the average of the daily water demand spread in a year.
3.5 Design of Pump
To determine the power needed by the pump, the following equation is to be used:
𝑷=𝑸𝝆𝒈𝒉
Where:
𝑄 – flow in m3/s
𝜌 – density of the liquid in kg/m3
𝑔 – acceleration due to gravity
ℎ – pressure loss in the system in meters
3.6 Design of Reservoir
To determine the head of the reservoir the equation below is to be used:
𝒛= 𝑷𝜸𝒈
Where:
𝑃 – Pressure head
𝛾 – unit weight of liquid
35
𝑔 – acceleration due to gravity
To compute for the capacity of the tank:
𝑹𝒆𝒔𝒆𝒓𝒗𝒐𝒊𝒓 𝑪𝒂𝒑𝒂𝒄𝒊𝒕𝒚=𝟐𝟓% 𝒐𝒇 𝑨𝑫𝑫
Assuming the tank is cylindrical in shape:
𝑽= 𝝅𝒓𝟐𝒉
The minimum water level in the tank can be computed by the following formula using the minimum allowable unit
head loss and the corresponding distance from the farthest node to the reservoir.
𝒉𝑚𝑖𝑛=𝑢𝑛𝑖𝑡 ℎ𝑒𝑎𝑑𝑙𝑜𝑠𝑠∗𝑑
3.7 Design of Distribution System Conditions
Pressure: 70 m to 7 m (100 psi to 10 psi)
Water Velocity Range: 0.4 m/s to 3 m/s
Pipe Friction Head loss: 0.5 m/km to 10 m/km
Maximum Day Demand
Maximum Day Demand is the maximum amount of water required in a single day over a year.
Peak Hour Demand
Peak Hour Demand is the highest hourly demand in a day.
3.8 Pipes
A pipe is a tubular section or hollow cylinder, usually but not necessarily of circular cross-section, used mainly to
convey substances which can flow — liquids and gases (fluids), slurries, powders and masses of small solids. It
can also be used for structural applications; hollow pipe is far stiffer per unit weight than solid members.
3.8.1 Pipeline Materials
Piping material selection mainly depends on process conditions such as
• Fluid it transports;
• at what temperature
• at what pressure it transports.
Similar to process fluid properties, there are certain material properties that also consider while selecting pipe
material. Some of them are
Ultimate Tensile Strength – that is the capacity of a material to withstand when subjected to tension.
Yield Strength – that is the load at which plastic deformation or you can say permanent deformation start.
Elasticity – is the ability of a material to resume its normal shape after the load is removed just like rubber.
% Elongation – Percent elongation is a measure of ductility.
Hardness – is ability of a material to resist plastic deformation.
Toughness – ability of a material to absorb energy before fracture.
36
Creep resistance – ability to resist any kind of distortion when under a load over an extended period.
Fatigue Resistance – is ability of material to withstand cyclic load for a given number of cycles before it fails.
Now considering both process and material property you can choose piping material from a verity of material
available. In this chart, I have listed different types of material that used in process piping to meet various design
condition. Piping material broadly classified into three categories. Metal, Nonmetal, and composite, which is a
combination of metal to metal or metal to non-metal.
Figure 3-3 Piping Material Selection
3.9 Pumps
Water pumps are commonly used on construction sites for dewatering or removing excess water accumulation.
Water can build up due to heavy rains or from a high water table, and pumps allow you to move the water quickly
to minimize downtime. Water pumps suitable for this application come in two main types and can be electric, gaspowered, hydraulic, or manual.
There are two basic types of water pumps: centrifugal and positive displacement. Both types are designed to move
water from one place to another continuously.
A centrifugal water pump uses a rotating impeller to move water into the pump and pressurize the discharge flow.
Centrifugal water pumps come in several different types, including standard, trash, and submersible models. All
liquids can be pumped using centrifugal water pumps, even those with low viscosity. These pumps work well with
thin liquids and offer high flow rates.
Positive displacement water pumps deliver a fixed amount of flow through the mechanical contraction and
expansion of a flexible diaphragm. Positive displacement pumps are used in many industries that manage highviscosity liquids and where sensitive solids may be present. They are recommended for applications requiring a
combination of low flow and high pressure.
37
CHAPTER 4: PRESENTATION, INTERPRETATION AND ANALYSIS OF DATA
4.1 Data Assumption
4.1.1 Valve
A valve is a device that regulates, directs or controls the flow of a fluid by opening, closing, or partially obstructing
various passageways. Valves are technically fittings, but are usually discussed as a separate category. In an open
valve, fluid flows in a direction from higher pressure to lower pressure
Figure 4-1 Properties of Valve
38
Figure 4-2 Pump Curve
Figure 4-3 System Flow Balance
39
4.1.2 Tank Demand
Figure 4-4 Profile Tank Demand @ 0:00 hrs
Figure 4-5 Profile Tank Demand @ 24:00 hrs
40
4.1.3 Pumps
Figure 4-6 Flow for Pumps @ 24:00 hrs
41
CHAPTER 5: DATA RESULTS AND CONCLUSION
5.1 Simulation Results
Network Table - Links at 0:00 Hrs
Friction
Factor
Status
fps
Unit
Headloss
ft/Kft
7.42
0.04
0
0.06
Open
100
6.6
0.03
0
0.076
Open
6
100
5.78
0.03
0
0.066
Open
26.24
6
100
4.95
0.02
0
0.045
Open
Pipe 5
26.24
6
100
4.13
0.02
0
0.065
Open
Pipe 6
26.24
6
100
3.3
0.02
0
0.101
Open
Pipe 7
26.24
6
100
2.48
0.01
0
0
Open
Pipe 8
30
6
100
1.65
0.01
0
0.355
Open
Pipe 9
30
6
100
0.82
0
0
0
Open
Pipe 16
92
6
100
29.48
0.15
0.02
0.053
Open
Pipe 17
26.24
6
100
7.42
0.04
0
0.08
Open
Pipe 18
26.24
6
100
6.6
0.03
0
0.051
Open
Pipe 19
26.24
6
100
5.78
0.03
0
0.066
Open
Pipe 20
26.24
6
100
4.95
0.02
0
0.09
Open
Pipe 21
26.24
6
100
4.13
0.02
0
0.065
Open
Pipe 22
26.24
6
100
3.3
0.02
0
0.101
Open
Pipe 23
26.24
6
100
2.48
0.01
0
0
Open
Pipe 24
30
6
100
1.65
0.01
0
0
Open
Pipe 25
30
6
100
0.83
0
0
0
Open
Pipe 27
56
6
100
37.8
0.19
0.04
0.052
Open
Pipe 30
15
6
100
0.23
0.01
0
0
Open
Pipe 31
15
6
100
0.15
0.01
0
0
Open
Pipe 32
15
6
100
0.08
0.01
0
0
Open
Pipe 33
15
6
100
0.23
0.01
0
0
Open
Pipe 34
15
6
100
0.15
0.01
0
0
Open
Pipe 35
15
6
100
0.08
0.01
0
0
Open
Pipe 36
15
6
100
-0.07
0.01
0
5.151
Open
Pipe 37
15
6
100
-0.15
0.01
0
0
Open
Pipe 38
15
6
100
0.15
0.01
0
0
Open
Pipe 39
15
6
100
0.08
0
0
5.151
Open
Pipe 40
15
6
100
-0.38
0
0
0
Open
Pipe 41
15
6
100
0.38
0
0
0
Open
Pipe 42
15
6
100
0.15
0
0
0
Open
Pipe 43
15
6
100
0.08
0
0
5.151
Open
Length
Diameter
Link ID
ft
in
Pipe 1
26.24
6
Pipe 2
26.24
Pipe 3
Roughness
Flow
Velocity
GPM
100
6
26.24
Pipe 4
42
Pipe 44
15
6
100
-0.15
0
0
0
Open
Pipe 45
15
6
100
0.08
0
0
5.151
Open
Pipe 46
35
6
100
-0.52
0
0
0
Open
Pipe 47
26.24
6
100
-1.35
0.01
0
0
Open
Pipe 48
15
6
100
0.38
0
0
0
Open
Pipe 49
15
6
100
0.38
0
0
0
Open
Pipe 50
15
6
100
0.15
0
0
0
Open
Pipe 51
15
6
100
0.08
0
0
0
Open
Pipe 52
15
6
100
0.15
0
0
0
Open
Pipe 53
15
6
100
0.08
0
0
0
Open
Pipe 54
15
6
100
0.15
0
0
0
Open
Pipe 55
15
6
100
0.08
0
0
0
Open
Pipe 56
15
6
100
0.15
0
0
0
Open
Pipe 57
15
6
100
0.08
0
0
0
Open
Pipe 58
26.24
6
100
-2.17
0.01
0
0.233
Open
Pipe 59
15
6
100
-0.08
0.01
0
0
Open
Pipe 60
15
6
100
-0.15
0.01
0
0
Open
Pipe 61
15
6
100
0.15
0.01
0
0
Open
Pipe 62
15
6
100
0.08
0
0
0
Open
Pipe 63
15
6
100
-0.38
0
0
0.206
Open
Pipe 64
15
6
100
0.38
0
0
0.206
Open
Pipe 65
15
6
100
-0.15
0
0
0
Open
Pipe 66
15
6
100
0.15
0
0
0
Open
Pipe 67
15
6
100
0.08
0
0
0
Open
Pipe 68
15
6
100
0.08
0
0
0
Open
Pipe 69
26.24
6
100
-3
0.02
0
0
Open
Pipe 70
26.24
6
100
-3.83
0.02
0
0.075
Open
Pipe 71
26.24
6
100
-4.65
0.02
0
0.102
Open
Pipe 72
26.24
6
100
-5.47
0.03
0
0.037
Open
Pipe 73
26.24
6
100
-6.3
0.03
0
0.083
Open
Pipe 75
92
6
100
-21.15
0.11
0.01
0.056
Open
Pipe 76
15
6
100
-0.07
0.11
0
0
Open
Pipe 77
15
6
100
-0.15
0.11
0
0
Open
Pipe 78
15
6
100
0.15
0.11
0
0
Open
Pipe 79
15
6
100
0.08
0.11
0
0
Open
Pipe 80
15
6
100
-0.38
0
0
0
Open
Pipe 81
15
6
100
0.38
0
0
0
Open
Pipe 82
15
6
100
0.15
0
0
0
Open
Pipe 83
15
6
100
0.08
0
0
0
Open
Pipe 84
15
6
100
0.15
0.14
0
0
Open
Pipe 85
15
6
100
0.08
0.14
0
0
Open
43
Pipe 86
15
6
100
0.38
0.14
0
0
Open
Pipe 87
15
6
100
0.38
0.14
0
0
Open
Pipe 88
15
6
100
0.15
0.14
0
0
Open
Pipe 89
15
6
100
0.08
0.14
0
0
Open
Pipe 90
15
6
100
0.15
0.14
0
0
Open
Pipe 91
15
6
100
0.08
0.14
0
0
Open
Pipe 92
15
6
100
0.15
0
0
0
Open
Pipe 93
15
6
100
0.08
0
0
0
Open
Pipe 94
15
6
100
0.15
0
0
0
Open
Pipe 95
15
6
100
0.08
0.15
0
0
Open
Pipe 96
15
6
100
0.38
0.12
0
0.206
Open
Pipe 97
15
6
100
0.15
0.15
0
0
Open
Pipe 98
15
6
100
0.08
0.15
0
0
Open
Pipe 99
Pipe
100
Pipe
101
Pipe
102
Pipe
103
Pipe
104
Pipe
105
Pipe
106
Pipe
107
Pipe
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Pipe
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Pipe
111
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112
Pipe
113
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114
Pipe
115
Pipe
116
Pipe
117
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0.15
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.15
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0.14
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.38
0.12
0
0.206
Open
15
6
100
-0.15
0.12
0
0
Open
44
Pipe
118
Pipe
119
Pipe
120
Pipe
121
Pipe
122
Pipe
123
Pipe
124
Pipe
125
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Pipe
144
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
-0.07
0.12
0
0
Open
15
6
100
-0.38
0.12
0
0.206
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.38
0.12
0
0.206
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.38
0.12
0
0.206
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.08
0.12
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
-0.38
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.38
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.15
0.12
0
0
Open
45
Pipe
145
Pipe
146
Pipe
147
Pipe
148
Pipe
149
Pipe
150
Pipe
151
Pipe
152
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Pipe
160
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163
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Pipe
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Pipe
167
Pipe
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Pipe
169
Pipe
170
Pipe
171
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0.03
0
0.206
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.38
0.03
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.38
0.03
0
0
Open
46
Pipe
172
Pipe
173
Pipe
174
Pipe
175
Pipe
176
Pipe
177
Pipe
178
Pipe
179
Pipe
180
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189
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Pipe
192
Pipe
193
Pipe
194
Pipe
195
Pipe
196
Pipe
197
Pipe
198
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.38
0.03
0
0
Open
15
6
100
0.15
0.03
0
1.288
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.15
0.03
0
1.288
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.38
0.03
0
0
Open
15
6
100
0.15
0
0
1.288
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
1.288
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0.2
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0.01
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.13
0
0
Open
15
6
100
0.38
0.1
0
0.206
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0
0
0
Open
47
Pipe
199
Pipe
200
Pipe
201
Pipe
203
Pipe
204
Pipe
205
Pipe
206
Pipe
207
Pipe
208
Pipe
209
Pipe
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211
Pipe
212
Pipe
213
Pipe
214
Pipe
215
Pipe
216
Pipe
217
Pipe
218
Pipe
219
Pipe
220
Pipe
221
Pipe
222
Pipe
223
Pipe
224
Pipe
225
Pipe
226
15
6
100
-0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.38
0.02
0
0.206
Open
15
6
100
0.08
0.02
0
0
Open
15
6
100
0.15
0.02
0
0
Open
15
6
100
0.08
0.02
0
0
Open
15
6
100
0.15
0.02
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0.12
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
48
Pipe
227
Pipe
228
Pipe
229
Pipe
230
Pipe
231
Pipe
232
Pipe
233
Pipe
234
Pipe
235
Pipe
236
Pipe
237
Pipe
238
Pipe
239
Pipe
240
Pipe
241
Pipe
242
Pipe
243
Pipe
244
Pipe
245
Pipe
246
Pipe
247
Pipe
248
Pipe
249
Pipe
250
Pipe
251
Pipe
252
Pipe
253
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0.12
0
1.288
Open
15
6
100
0.15
0
0
1.288
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0.12
0
0
Open
15
6
100
-0.08
0.01
0
0
Open
15
6
100
-0.15
0.12
0
1.288
Open
15
6
100
0.15
0.01
0
1.288
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.08
0.01
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0.01
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
49
Pipe
254
Pipe
255
Pipe
256
Pipe
257
Pipe
258
Pipe
259
Pipe
260
Pipe
261
Pipe
262
Pipe
263
Pipe
264
Pipe
265
Pipe
266
Pipe
267
Pipe
268
Pipe
269
Pipe
270
Pipe
271
Pipe
272
Pipe
273
Pipe
274
Pipe
275
Pipe
276
Pipe
277
Pipe
278
Pipe
279
Pipe
280
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.01
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0.01
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0.01
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0.01
0
0
Open
15
6
100
-0.08
0.01
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.01
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0.01
0
0.206
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0
0
0
Open
50
Pipe
281
Pipe
282
Pipe
283
Pipe
284
Pipe
285
Pipe
286
Pipe
287
Pipe
288
Pipe
289
Pipe
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Pipe
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Pipe
292
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293
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Pipe
295
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296
Pipe
297
Pipe
298
Pipe
299
Pipe
300
Pipe
301
Pipe
302
Pipe
303
Pipe
304
Pipe
305
Pipe
306
Pipe
307
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0.01
0
0.206
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0.01
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0.01
0
0
Open
15
6
100
-0.15
0.12
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.01
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
51
Pipe
308
Pipe
309
Pipe
310
Pipe
311
Pipe
312
Pipe
313
Pipe
314
Pipe
315
Pipe
316
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320
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321
Pipe
322
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323
Pipe
324
Pipe
325
Pipe
326
Pipe
327
Pipe
328
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329
Pipe
330
Pipe
331
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332
Pipe
333
Pipe
334
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0.12
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0.12
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0.12
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
52
Pipe
335
Pipe
336
Pipe
338
Pipe
339
Pipe
340
Pipe
341
Pipe
342
Pipe
343
Pipe
344
Pipe
345
Pipe
346
Pipe
347
Pipe
348
Pipe
349
Pipe
350
Pipe
351
Pipe
352
Pipe
353
Pipe
354
Pipe
355
Pipe
356
Pipe
357
Pipe
358
Pipe
359
Pipe
360
Pipe
361
Pipe
362
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
26.24
6
100
-0.82
0
0
0
Open
26.24
6
100
-1.65
0.01
0
0
Open
26.24
6
100
-2.48
0.01
0
0
Open
26.24
6
100
-3.3
0.02
0
0.101
Open
26.24
6
100
-4.13
0.02
0
0.065
Open
26.24
6
100
-4.95
0.02
0
0.09
Open
26.24
6
100
-5.78
0.03
0
0.066
Open
92
6
100
-13.95
0.07
0.01
0.06
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0.07
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0.07
0
0
Open
15
6
100
0.15
0
0
0
Open
53
Pipe
363
Pipe
364
Pipe
365
Pipe
366
Pipe
367
Pipe
368
Pipe
369
Pipe
370
Pipe
371
Pipe
372
Pipe
373
Pipe
374
Pipe
375
Pipe
376
Pipe
377
Pipe
378
Pipe
379
Pipe
380
Pipe
381
Pipe
382
Pipe
383
Pipe
384
Pipe
385
Pipe
386
Pipe
387
Pipe
388
Pipe
389
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0.07
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
-0.07
0.04
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.07
0
0
Open
15
6
100
-0.38
0.04
0
0
Open
15
6
100
0.38
0.07
0
0
Open
15
6
100
0.15
0.07
0
0
Open
15
6
100
0.08
0.04
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0.04
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
1.288
Open
15
6
100
0.15
0
0
1.288
Open
15
6
100
0.08
0
0
0
Open
54
Pipe
390
Pipe
391
Pipe
392
Pipe
393
Pipe
394
Pipe
395
Pipe
396
Pipe
397
Pipe
398
Pipe
399
Pipe
400
Pipe
401
Pipe
402
Pipe
403
Pipe
404
Pipe
405
Pipe
406
Pipe
407
Pipe
408
Pipe
409
Pipe
410
Pipe
411
Pipe
412
Pipe
413
Pipe
414
Pipe
415
Pipe
417
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0.04
0
1.288
Open
15
6
100
0.08
0.04
0
0
Open
15
6
100
0.15
0
0
1.288
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0.04
0
0
Open
15
6
100
-0.15
0
0
0
Open
35
6
100
-0.53
0
0
0
Open
55
Pipe
418
Pipe
419
Pipe
420
Pipe
421
Pipe
422
Pipe
423
Pipe
424
Pipe
426
Pipe
427
Pipe
428
Pipe
429
Pipe
430
Pipe
431
Pipe
432
Pipe
433
Pipe
434
Pipe
435
Pipe
436
Pipe
437
Pipe
438
Pipe
439
Pipe
440
Pipe
441
Pipe
442
Pipe
443
Pipe
444
Pipe
445
26.24
6
100
-1.35
0.01
0
0
Open
26.24
6
100
-2.17
0.01
0
0.233
Open
26.24
6
100
-3
0.02
0
0
Open
26.24
6
100
-3.83
0.02
0
0.075
Open
26.24
6
100
-4.65
0.02
0
0.102
Open
26.24
6
100
-5.47
0.03
0
0.037
Open
26.24
6
100
-6.3
0.03
0
0.083
Open
92
6
100
7.28
0.04
0
0.065
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
-0.22
0
0
0
Open
15
6
100
0.23
0
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
-0.07
0.2
0
5.151
Open
15
6
100
-0.15
0.03
0
0
Open
15
6
100
0.15
0.1
0
0
Open
15
6
100
0.08
0.05
0
5.151
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
5.151
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
5.151
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
56
Pipe
446
Pipe
447
Pipe
448
Pipe
449
Pipe
450
Pipe
451
Pipe
452
Pipe
453
Pipe
454
Pipe
455
Pipe
456
Pipe
457
Pipe
458
Pipe
459
Pipe
460
Pipe
461
Pipe
462
Pipe
463
Pipe
464
Pipe
465
Pipe
466
Pipe
467
Pipe
468
Pipe
469
Pipe
470
Pipe
471
Pipe
472
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0.05
0
0
Open
15
6
100
0.08
0.16
0
0
Open
15
6
100
0.15
0.03
0
0
Open
15
6
100
0.08
0.12
0
0
Open
15
6
100
-0.07
0.03
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.07
0
0
0
Open
15
6
100
-0.15
0.02
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0.1
0
0
Open
15
6
100
-0.38
0.05
0
0
Open
15
6
100
0.38
0.2
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
57
Pipe
473
Pipe
474
Pipe
475
Pipe
476
Pipe
477
Pipe
478
Pipe
479
Pipe
480
Pipe
481
Pipe
482
Pipe
483
Pipe
484
Pipe
485
Pipe
486
Pipe
487
Pipe
488
Pipe
489
Pipe
490
Pipe
491
Pipe
492
Pipe
493
Pipe
494
Pipe
495
Pipe
496
Pipe
497
Pipe
498
Pipe
499
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0.1
0
0
Open
15
6
100
0.38
0.06
0
0
Open
15
6
100
0.15
0.2
0
0
Open
15
6
100
0.08
0.28
0
0
Open
15
6
100
0.15
0.14
0
0
Open
15
6
100
0.08
0.05
0
0
Open
15
6
100
-0.08
0.3
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0.1
0
0.206
Open
15
6
100
0.15
0.02
0
0
Open
15
6
100
0.08
0.03
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0.01
0
0
Open
15
6
100
-0.15
0.01
0
0
Open
15
6
100
0.15
0.01
0
0
Open
15
6
100
0.08
0.01
0
0
Open
15
6
100
-0.38
0
0
0
Open
15
6
100
0.38
0
0
0
Open
15
6
100
0.15
0
0
0
Open
58
Pipe
500
Pipe
501
Pipe
502
Pipe
503
Pipe
504
Pipe
505
Pipe
506
Pipe
507
Pipe
508
Pipe
509
Pipe
510
Pipe
511
Pipe
512
Pipe
513
Pump
p1
Valve 13
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.08
0
0
0
Open
15
6
100
-0.15
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
-0.38
0
0
0.206
Open
15
6
100
0.38
0
0
0.206
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
15
6
100
0.15
0
0
0
Open
15
6
100
0.08
0
0
0
Open
20
6
100
0.07
0
0
0
Open
#N/A
#N/A
#N/A
37.95
0
-66.07
0
Open
#N/A
12
#N/A
8.25
0.02
0
0
Open
Valve 15
#N/A
12
#N/A
8.25
0.02
0
0
Open
Valve 28
#N/A
12
#N/A
37.88
0.11
0
0
Open
Valve 74
Valve
202
Valve
425
#N/A
12
#N/A
7.13
0.02
0
0
Open
#N/A
12
#N/A
-6.6
0.02
0
0
Open
#N/A
12
#N/A
7.13
0.02
0
0
Open
59
5.2 Conclusion
In water supply system based on my research, the Distribution Network comprises if 60-70% of the total cost of the
system optimization helps in reducing the cost of pipe network by selecting best possible diameter to guarantee
best flow rate. Also the design for optimal distribution of the network is a complex task. The water distribution
network was designed using epanet software that is a big help to lessen the work of the engineers and it is more
efficient to use especially in designing pipes. The use of simulations greatly help the designing process of
distribution systems as you could see the different outputs whenever there is a change in the system which you
could use to adjust and tweak all the different variables to optimize and maximize the effectivity and efficiency of
the system. It is to be noted that adjusting the power and speed of the pump will be the variable that will increase
or decrease of the pressure head in the nodes. While adjusting the diameter of the pipes will alter the unit headloss
and velocities for each.
By using knowledge in hydraulics, the designing of water distribution system using epanet became easy to
understand. The results shows that velocity present in all the pipes lies well within a standart recommended range
of 0.984252 fps to 9.84252fps (based on my research).
60