department of civil engineering, · pdf fileintegrated master in civil engineering sanitary...

2015/2016 1

José Saldanha Matos (responsible)

António Jorge Monteiro

Filipa Ferreira

Ana Galvão

INTEGRATED MASTER IN CIVIL ENGINEERING

SANITARY ENGINEERING

DEPARTMENT OF CIVIL ENGINEERING,

ARCHITECTURE AND GEORESOURCES

2015/2016 2

SANITARY ENGINEERING Lesson 1 / SUMMARY

Objectives and course program.

Evaluation methodology. Classes plan.

Urban Water Cycle.

System components.

2015/2016 3

SANITARY ENGINEERING MAIN OBJECTIVES

Develop skills to design infrastructures for water supply and

wastewater disposal in urban areas, namely:

Water transmission and storage systems

Water distribution systems

Wastewater sewage systems

Attain knowledge in concepts such as:

storm water drainage in urban areas

Treatment schemes (for water supply and wastewater)

Basic parameters for water quality characterization

Water distribution and wastewater simplified systems for

developing countries

2015/2016 4

SANITARY ENGINEERING COURSE PROGRAM

1- Scope and objectives of environmental sanitation. Fundamental concepts. Urban

water cycle. Basic data.

2 - Water supply systems: historical perspective and fundamental concepts

2.1 - Intake and water supply works;

2.2 - Pumping Facilities;

2.3 - Reservoirs / tanks;

2.4 - Water distribution network;

2.5 - Simplified water distribution systems for developing countries.

3 - Wastewater systems: historical and current perspective

3.1 - Source, quantification and nature of wastewater;

3.2 – Design and sizing of wastewater drainage network;

3.3 – Drainage system components;

3.3 – Appurtenances for drainage systems;

3.5 – Storm water drainage in urban areas.

3.6 - Special works (inverted syphon, overflow and purging installations)

4 - Introduction to water quality and pollution control

4.1 – Water quality, water and wastewater treatment basic concepts;

4.2 – Simplified sanitation systems (drainage and treatment) for developing countries.

2015/2016 5

SANITARY ENGINEERING Method of evaluation

Final written exam at the end of the semester (40%)

(Minimum grade 9,50).

Evaluation of 2 projects developed during practical classes, with

“power point” presentation and discussion

(60%) Project 1: Study of a water supply;

Project 2: Project of a water distribution network and a wastewater

sewage network.

2015/2016 6

14 weeks of classes;

1 Theoretical lesson per week, (2h each);

1 Practical lesson per week (3h each);

3 or 4 students per group;

Each practical lesson has a maximum of 7 groups-

The practical lesson do not have a general presentation.

Doubts about the projects will be clarified, usually for

each group individually.

SANITARY ENGINEERING Lesson planning

2015/2016 7

WATER AND SEWAGE SYSTEMS URBAN WATER CYCLE – IMPACT ON AQUIFERS

2015/2016 8

WATER AND SEWAGE SYSTEMS URBAN WATER CYCLE – IMPACT ON AQUIFERS

2015/2016 9

WATER AND SEWAGE SYSTEMS HISTORICAL REFERENCES OF SANYTARY SYSTEMS

Historical References

3000 BC – Mohengo-Doro (Hindu civilization, nowadays Pakistan)

1000 a 3000 BC–Cnossos Palace, Island of Crete

500 BC – Roman Cloaca Máxima (cloacarium tax and clocarium curators )

200 AC – Caracala Therms – Rome public water supply

1650 AC – 1st underground sewer main (London)

1800 AC – Paris sewers/tunnels

1870 AC – 1st separative systems (Lenox and Memphis, USA)

Ruins of a 1st century public latrine.

Ephessos, Turkey

Boat tour to the Paris

sewers, 1896

2015/2016 10

PORTUGUESE HISTORICAL REFERENCES

1400 – Limpeza dos canos (D. João II)

1748 – Aqueduto da Águas Livres (Water supply to Lisbon)

1755 – Methodical canalization (unitary system mesh )

Lisbon: mains made of cascões, or “rateiros”

1950 – Setúbal “canecos” on the doorway for the of excreta retrieval

Saimel (Pombalino) Cascões


2015/2016 11

BY THE END OF THE XIX CENTURY AND BEGGINING OF XX CENTURY

THERE WAS THE TRUE TECNOLOGICAL REVOLUCION

1 – Utilization of cast iron on pressured pipes.

2 – Sewer networks (clay and stoneware).

3 – Concrete mains, circular shape.

HYGIENIST MOVEMENT

Concern with public health

Analogy between cities’ systems (water and sewer) and the human

body and blood circulatiiom

Circular (ceramic stoneware) Cast iron


2015/2016 12

WATER AND SEWAGE SYSTEMS URBAN WATER CYCLE – SYSTEM’S COMPONENTS

1. Water catchment

2. WTP

3. Reservoir

4. Distribution system

5. Water use

6. Sewer system

7. WWTP

8. Discharge

3

1

2

4 5 6

7

8

2015/2016 13

Components Structures Objective / function

Intake

Water catchment

Catch raw water (superficial or subterraneous) as

described on the Portguese legislation (DL 236/98,

de 1 de Agosto), in agreement with the needs and

availability.

Treatment

Water treatment plant

WTP

Produces, from raw water, drinkable water. In

accordance with the quality regulations (DL

306/2007, de 27 de Agosto - Anexo I).

Pumping stations

Booster pumping

stations

Pump the water (raw or treated) between a lower

elevation point and one or more higher locations.

Transmission

Transmission pipes,

aqueducts, and

channels

Set of works designed to transport water from its

origin to its distribution. This transport can be done

under pressure (pumped or gravitationally) or with

free surface (aqueducts or channels).

WATER AND SEWAGE SYSTEMS URBAN WATER CYCLE – SYSTEM’S COMPONENTS

2015/2016 14

The production and transport

system is know for its 3 sub-

systems that have over 700 km

of water mains, with a nominal

capacity that can go up to 1 000

000 m³/day and a storage

capacity of about 337 230 m³.

These sub-systems have 2

WTP (Asseisseira e Vale da

Pedra), 32 pumping stations, 36

reservoirs and 19 chlorination

posts.

WATER DISTRIBUTION AND SUPPLY SYSTEMS EPAL, S.A. PRODUCTION AND TRANSPORT SYSTEM

2015/2016 15

The water produces by the 3 sub-

systems is transported by its

respective mains (Castelo do

Bode, do Tejo e do Alviela ) and

one additional main at Vila Franca

de Xira-Telheiras, having transport

capacity of 240 000 m³/day and

the Circunvalação main that has a

capacity of 410 000 m³/day.

WATER DISTRIBUTION AND SUPPLY SYSTEMS EPAL, S.A. PRODUCTION AND TRANSPORT SYSTEM

2015/2016 16

Water intake tower

Reservoir

walkway

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM’S COMPONENTS WATER CATCHMENT AT CASTELO DO BODE / EPAL, S.A.

2015/2016 17

Hydropneumatic (Pressure) Tanks

Elevation main

WATER DISTRIBUTION AND SUPPLY SYSTEMS PUMPING STATION AND ELEVATION MAIN AT CASTELO DO BODE /

EPAL, S.A. [1st AND 2nd PHASES- 500 000 m3/day]

Pumping station at Castelo do Bode

2015/2016 18

Main Building

P de transformação

Reagent’s storage

Sludge dehidration

Thickeners

Treated water storage

CO2 and chlorine storage

Mistura rápida Floculation

Filtraton

Cleaning filter’s water

storage

Workshops

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS / TREATMENT

WTP ASSEISSEIRA / EPAL, S.A. [1st AND 2nd PHASES- 500 000 m3/day]

2015/2016 19

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS / TREATMENT

WTP ASSEISSEIRA / EPAL, S.A. [CURRENTLY - 625 000 m3/day]

2015/2016 20

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS / PUMPING STATIONS

Pumping stations

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Components Structures Objective / Function

Storage

Tanks

Regulates and compensates the fluctuations of

the consumption when compared to the intake.

It’s also the storage for emergencies (firefighting

or other cases of acidental or involuntary

interruption of the system upstream).

It also balances the pressures on the distribution

network.

It regulates the operation of the pumps.

Distribution

Water distribution

networks

Set of pipes and appurtenances, as joints, gate or

flushing valves, blow-offs, air release valves,

hydrants and metering instruments that aims to

convey water for distribution.

Household

connection Water connections

Ensure the household supply of water, since the

public network until the boundaries of the

property, with good conditions of flow and

pressure.

Interior Distribution Building water piping

Systems

Set of pipe and other elements that ensures the

water distribution inside the buildings.

WATER DISTRIBUTION AND SUPPLY SYSTEMS URBAN WATER CYCLE – SYSTEM COMPONENTS

2015/2016 22

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS – STORAGE TANKS

RESERVOIR’S MANEUVRE CHAMBER WITH TWO CELLS

2015/2016 23

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS / PUBLIC WATER DISTRIBUTION

WATER DISTRIBUTION NETWORK

2015/2016 24

WATER DISTRIBUTION AND SUPPLY SYSTEMS SYSTEM COMPONENTS / INTERIOR DISTRIBUTION

BUILDING WATER PIPING SYSTEMS

2015/2016 25

WASTEWATER DRAINAGE SYSTEMS AND FINAL DESTINATION SYSTEM COMPONENTS

2015/2016 26

Components Structures Objective / Function

Interior drainage

network

Wastewater building

drainage pipes

Set of pipes and accessory items to collect indoor

wastewater.

Household

connection Wastewater connections

Ensure the collection of wastewater from the

property boundary to the public network.

Drainage System Wastewater collection

system

Set of pipes and accessories, such as manholes, in

order to collect the wastewater to interceptors and

outfalls.

Transporte para

ETAR e destino Final

Wastewater interception

sewer

Set of pipes and accessories such as manholes,

intended to carry wastewater to the treatment plant

or to final destination.

Wastewater

treatment

Wastewater treatment

plant

TTreat the wastewater in order to produce an

effluent compatible with its reuse or to be

discharged in to the receiving environment.

WASTEWATER DRAINAGE SYSTEMS AND FINAL DESTINATION URBAN WATER CYCLE – SYSTEM COMPONENTS

2015/2016 27

Lesson 2

Quantitative basis for projects of water supply and sanitation;

Design flows;

Groundwater and surface water abstractions.

Water supply pipeline in plant

SANITARY ENGINEERING LESSON 2 / SUMMARY

2015/2016 28

Goal:

Assess, as accurate as possible, the quantities of water for which

the system components must be designed.

Main Elements:

A) Design horizon;

B) Design population;

C) Design flows;

D) Served area;

E) Design Hydrology;

WATER SUPPLY AND DISTRIBUTION SYSTEMS QUANTITATIVE BASIS FOR PROJECTS (WATER AND SEWER)

2015/2016 29

WATER SUPPLY AND DISTRIBUTION SYSTEMS QUANTITATIVE BASIS FOR PROJECTS / PROJECT HORIZON

Definition:

Number of years for which the system or structures and equipment

have to work in good conditions

Factores:

Useful life of civil works and equipment

Easiness or difficulties to expand the system);

Preditcion of demographic trends;

Interest rate during the amortization period of the investment

Operating conditions during the first years of operation;

Financial capacity of the managing body;

Water resources availability;

2015/2016 30

Type of structure Likely

Duration (years)

Design Horizon (years)

Drilled wells

50 to 60

20 to 30

Water intake

40 to 50

20 to 40

WATER SUPPLY AND DISTRIBUTION SYSTEMS QUANTITATIVE BASIS FOR PROJECTS / USEFUL LIFE AND PROJECT HORIZON

2015/2016 31


Duration (years)


Large trunk pipes 60 to 80 40 to 50

Storage and elevated tanks

80 to 100 20 to 40


2015/2016 32


Duration (years)


Pumping stations

(civil works) 40 to 60 20 to 40

Pumps and electromechanical

equipment 25 to 35 20 to 25


2015/2016 33


Duration (years)


Water treatment plants

(civil works)

40 to 60

20 to 40

Water treatment plants

(equipment)

20 to 30

20 to 25


2015/2016 34


Duration (years)


Water supply pipe networks

30 to 40

Maximum

urban

expansion

Sewer networks

30 to 40

Maximum

urban

expansion


2015/2016 35

Definition:

Population to be served on the design horizon

Design Population:

Methods:

Extrapolation or regression methods;

a. Linear P20= P0 + Ka ( t20 - t0 )

b. Geometric P20= P0 (1+Kg )(t20

- t0)

Comparison;

Visual extrapolation;

Decreasing growth rate;

Curve logistic;

Piecemeal analysis;

Employment prediction;

Information of Master

Plans

Base elements:

Census and voter registration.

Problems: Migrations.

WATER SUPPLY AND DISTRIBUTION SYSTEMS QUANTITATIVE BASIS FOR PROJECTS / PROJECT POPULATION

2015/2016 36

Demand components:

Permanent or resident population;

Temporary population;

Public Entities;

Commercial Activities;

Industry;

Agricultural and livestock activities;

Firefighting;

Emergencies;

Losses.

Per capita consumption:

Relation between the total annual demand and the number of

inhabitants per day of the year [L/(hab.day)].

Per capita consumption is an average characteristic of the

demand;

Difficulties on the assignment of a value for design horizon.

WATER SUPPLY AND DISTRIBUTION SYSTEMS QUANTITATIVE BASIS FOR PROJECTS / PROJECT FLOWS

2015/2016 37

Factors afecting per capita flow:

1. Population

Minimum demand dicated by the portuguese legislation (Regulamento Geral dos

Sistemas Públicos e Prediais de Distribuição de Água e de Drenagem de Águas Residuais

(RGAAR)) (Dec. Reg 23/95, 23 August):

80 L/(hab.day) until 1000 hab.

100 L/(hab.day) from 1000 hab. to 10 000 hab.

125 L/(hab.day) from 10 000 hab. to 20 000 hab.

150 L/(hab.day) from 20 000 hab. to 50 000 hab.

175 L/(hab.day) aborve 50 000 hab.

2. Climatic conditions

3. Personal hygiene habits

4. The existence, or not, of outdoor

networks

5. Type of wastewater disposal

6. Conservation condition of the system

7. Tariff structure

8. Inclusion of small commercial

activities, public (5 a 20 L/(hab.

day)) or industrial.

9. Water losses (minimum to be

consxidered (RGAAR) 10% of total

flow)


2015/2016 38

Type of establishment Demand

Wineries

Schools

Offices

Rest stations

Garages

Dairy

Laundries

Slaughterhouse (large animals)

Abattoir (midsize)

Bakeries

Pensions (no kitchen or laundry)

Restaurants

5 L /litro de produto

50 L /(student.day)

50 L /(worker.day)

150 L /(vehicle.day)

50 L /(vehicle.day)

4-12 L/(kg of product)

30 L/(kg of laundry)

300 L/(head)

150 L/(head)

0,6 L/(kg of flour)

120 L/(guest.day)

25 L/meal

Type of animal Per capita consumption

Cattle

Goats

Sheep

Equines

Chickens

Turkeys

Pigs

Cattle (dairy cows)

40 (L/animal/day)

8 (L/animal/day)

8 (L/animal/day)

40 (L/animal/day)

0,4 (L/animal/day)

0,75 (L/animal/day)

10 (L/animal/day)

75 (L/animal/day)


2015/2016 39

Annual average flow – Qm:

Product between population and per capita demand:

Qm = Per capita demand x Population [L3T-1]

Peak flow – Qp:

Defines the characteristics of extreme demand;

Determined by multiplying the average flow by the appropriate peak

factor :

Qp = fp x Qm [L3T-1]

Usually defined by:

Monthly peak flow (average flow for the month of highest

consumption);

Daily peak flow (average flow of the day higher consumption);

Hourly peak flow (average flow of the hour of greatest

consumption).


2015/2016 40

Spring Radial well

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / GROUDWATER ABSTRACTIONS

2015/2016 41

Problems in coastal areas : saline intrusion

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / GROUDWATER ABSTRACTIONS

2015/2016 42

Water intake in river or bayou (longitudinal view)

Water intake and pumping

station (top view)

SISTEMAS DE ABASTECIMENTO E DISTRIBUIÇÃO DE ÁGUA CAPTAÇÕES DE ÁGUA / CAPTAÇÃO DE ÁGUAS SUPERFICIAIS WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / SURFACE WATER ABSTRACTIONS

2015/2016 43

Centrifugal Pumps with vertical axis

for direct water intake Mobile water intakes

Floating water intake

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / SURFACE WATER ABSTRACTIONS

2015/2016 44

Uptake in bayou

Direct uptake in the upstream of an earth dam


2015/2016 45

Water intake in a reservoir


2015/2016 46

Design constraints

Topographic problems

Adaptation of channel’s layout /aqueduct

to the topography of the terrain.

Special obstacles

Steep valleys crossings

Inverted siphons. Aqueducts)

Crossing hills or mountains

Tunnels

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / WATER CHANNELS WITH FREE SURFACE FLOW

2015/2016 47

Transposition of topographic obstacles (streams, valleys and ridge lines);

Minimum depth for laying the pipes (1 m);

Minimum slopes in ascending (3 ‰) and descending (5 ‰) reactors;

0,5 % 0,5 % 0,5 % 0,3 % 0,3 %

air air air air

Water supply pipeline in plant:

The study of a pipeline requires the analysis of the

layout conditions outlined, on plant and on

longitudinal profile.

Constraints:

Extension (as short as possible with large diameters and

large radius of curvature);

Pipe pressure;

Easiness of construction, repair and surveillance

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER INTAKE / PRESSURIZED FLOW

2015/2016 48

Source: Water Supply and Waste-Water Disposal – Fair et al.

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEM / PRESSURIZED FLOW LONGITUDINAL PROFILE OF A SUPLLY MAIN PRESSURIZED TROUGH GRAVITY

2015/2016 49

LESSON 3

Design flows

Velocity criteria: hydraulic design of water supply pipelines

Design of pipelines to pressure

Materials


2015/2016 50

Flow speed limitations:

Reasons for limiting the maximum speed :

Overpressure caused by variable flow rate;

Excessive and uneconomic load losses.

Reasons for limiting the minimum speed :

Water quality inside the mains;

Self-cleaning and settling of solids.

Flow speed :

Pumped pressurized stretches

0,6 m/s ≤ V ≤ 1,5 m/s

Gravity pressurized stretches

0,3 m/s ≤ V ≤ 1,5 m/s

Custo de Energia (€)

0

1000

2000

3000

4000

5000

6000

7000

8000

0 200 400 600 800

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPLLY SYSTEM / HYDRAULIC DESIGN OF MAIN WATER PIPES

2015/2016 51

daily work period:

Transport by boost pumping:

Except in special cases, 16h/day

(NP 837);

The reliability of mechanical

systems may allows 20 h/day,

with reasonable safety.

Gravitatic transport:

Maximum daily transport 24 h/day.

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC SIZING OF INTAKE PIPES

2015/2016 52

Pipe design flow:

Sizing for the highest demand day :

Qdim = Kt x Kp x fD x Qm

Sizing for the highest demand month:

Qdim = Kt x Kp x fM.Qm

Where;

Kt – factor of the duration of the transport = (24 h/nº of transport hours);

Kp – factor of losses (1,05 to 1,10);

fM ; fD – monthly peak factor ou daily peak factor;

Qm – average flow.

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC SIZING OF INTAKE PIPES

2015/2016 53

Choice of technical viable diameters:

Qdim (m3/s) => Q = V.S => Diameter range

Vmax, Vmin (m/s) => S = pi.D2/4 => D (m) = (4 Q / pi.V)0.5

Dmin Dmax

D1 D2 D3

Gravítico (Qdim 40)

Dmin Dmax

D1 D2

Pumped

(Qdim 20)

(Qdim 40)

Di = commercial diameters that exist on the diameter range

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEM / HYDRAULIC DESIGN OF MAIN WATER PIPES

2015/2016 54

In a gravitic system (without booster pump):

When choosing the technically feasible diameter the available energy must be

analysed.

DetermineJmáx = Dz / L

Use the head loss formula (Colebrook-White ou Manning Strickler),

to determine Dmin’

Dmin Dmax

D1 D2 D3

Gravitaional (Qdim 40)

Dmin’

Dz L

Jmax

1

Dmin’

D<Dmin’

Dynamic energy line (LED)

D>Dmin’

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEM / HYDRAULIC DESIGN OF MAIN WATER PIPES CHOOSING THE RIGHT DIAMETER

The most economical diameter is the minimum diameter (or the

combination of) which is within the range of Dmax and Dmin (checks the two

criteria) and allows the transportation of water to the desired level.

2015/2016 55

In order to determine the most economic diameter it is necessary to account,

besides the costs of installing the piping, the energy cost.

This way, all the possible diameters are analyzed (D1 and D2) and the

energetic burden of the different viable energy solutions assessed.

DN

€ Total Cost

Pipes Cost

Running Costs

(energy)

Dec

Qdim 40

Dmin Dmax

D1 D2

Qdim 20

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES CHOOSING THE RIGHT DIAMETER

In pumping or mixed system (case of a valley)

Economical diameter concept

2015/2016 56

Colebrook- White Formula

More accuracy +/- 15% error

More suitable for water supply systems usually for long pipeline

systems with big continuous head losses

Manning Strickler Formula

Suitable for water supply network and surface flow (like drainage

systems or channels/rivers)

2/13/2 JRSKQ S

JD2gD

2,51

3,7D

k

2gJπ

Q2D

nnn

2/510

2/5

1n log

n

210

2

1nJD2gD

2,51

3,7D

k

D8g

UJ log

Ks PE,PVC = 100-120 m1/3s-1

(water20ºC) = 10-6 m2s-1

kPE,PVC = 0,003-0,02 mm

kFFD,aço = 0,01-0,1 mm

Ks FFD, Steel = 75 - 90 m1/3s-1

Quintela (1981), p.140

Quintela (1981), p.153

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES DETERMINING THE WATER ENERGY LINE

2015/2016 57

Gravitic main water supply pipes:

Static head

E-2

E-3

PN 6

PN 10

PN 16

PN 20

E-1E-2

E-3

P-3

PN 6

PN 10

PN 16

PN 20

Pumped main transmission pipes:

Dynamic head

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES DETERMINING PIPELINE PRESSURE

2015/2016 58

Characteristics:

PVC (polyvinyl chloride) pipes are rigid with a

compact wall manufactured by extrusion.

The Duronil pipes are presented in the following pressure classes:

PN6 kgf/cm2 (0,6 MPa);

PN10 kgf/cm2 (1,0 MPa);

PN16 kgf/cm2 (1,6 MPa).

External diameters (mm):

63; 75; 90;110; 125; 140; 160; 200;

250; 315; 400; 500; 630

Duronil \ Pipes

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES / POLYVINYL CHLORIDE (PVC)

http://www.lusofane.pt/produtos/pressao/duronil/duronil.htm

2015/2016 59

Characteristics:

HDPE pipes are rigid with a compact wall

manufactured by extrusion.

HDPE pipes are presented in the following

pressure classes:

PN4 kgf/cm2 (0,4 MPa) a PN16 kgf/cm2 (1,6 MPa)

External diameters (mm):

63; 75; 90;110; 125; 140; 160; 200;

250; 315; 400; 500; 630

PEAD \ Pipes

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES / HIGH DENSITY POLYETHYLENE (HDPE)

2015/2016 60

Characteristics:

These pipes are manufactured by an automatic

centrifugation process.

The pipe is formed by a set of layers, varying the materials

used in each one of them.

For the manufacture of this pipe four components are use:

Polyester resin: Acts as a binder and its made of an unsaturated

and non-solvent polyester resin;

Filler (sodium carbonate): This component is mixed with the resin to improve

his structural characteristics;

Silica sand: This sand is used as a structural load reinforcement to improve their

mechanical properties;

Glass fibres: As a reinforcement to the polyester resin, the glass fibres is also

used to produce FRP pipes

This pipes are presented in the following pressures classes:

0,2 MPa a 2,5 Mpa

Commercial interior diameters (mm):

150; 200; 250; 300; 350; 400; 450; 500; 600; 700; 800; 900; 1000; 1100;…; 2400

FRP \ PIPES

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES/ FIBERGLASS REINFORCED POLYESTER (FRP)

2015/2016 61

FFD \ Tubagens Characteristics:

The cast iron pipes are known to have a significant

longevity. This type of pipes can have various

internal coatings.

The cast iron pipes are presented in a pressure

classes of:

3,2 MPa a 4,0 Mpa


150; 200; 250; 300; 350; 400; 450; 500; 600; 700; 800; 900; 1000; …

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES / DUCTILE CAST IRON

2015/2016 62

Steel \ Pipes

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES/ STEEL

Características:

Iron pipes can be design with multiple thicknesses

and are usually used in sections with high

pressures and when the pipes are visible. They can

have various internal coatings.

Steel pipes are presented in a pressure classes of:

3,2 MPa a 4,0 Mpa


150; 200; 250; 300; 350; 400; 450; 500; 600; 700; 800; 900; 1000; …

2015/2016 63

Other types \ PIPES

Asbestos Cement

Although this material has fallen into disuse, in older

networks there is still significant extensions with this

type of pipe.

Pressure classes: CL6, CL12; CL18; CL24; CL30

Reinforced concrete (prestressed or steel core)

It’s a competitive material in large diameters with cast

iron.

Other plastic pipes:

Polypropylene

These pipes resist to high pressures (20 kgf/cm2) and

allow high temperature fluid.

WATER SUPPLY AND DISTRIBUTION SYSTEMS PIPES / OTHER TYPES

2015/2016 64

Instantaneous velocity reduction (water hammer)

with,

a – celerity (m/s)

Vi – flow velocity (m/s)

k – constant, depends on the pipe material

(steel= 0,50; cast iron= 1,0;

concrete= 5,0; plastic= 18)

e – pipe thickness(m)

D – pipe diameter (m)

g

VVaH

)( 10 D

) (

3,48

9900 1

sm

e

Dk

a

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES WATER HAMMER

2015/2016 65

Time to cancel the flow:

Rosich Formula(1970)

Where,

C – parameter that depends on the main water pipe gradient

Ht/L ≤ 20% => C = 1s

Ht/L > 40% => C = 0s

K –adimensional coeficient, lenght dependent:

L – Main water pipe length

U0 – Flow velocity

Ht – Elevation height

tHg

ULKCT

.

.. 0

L(m) <500 ~500 500<L<1500 ~1500 >1500

K(-) 2 1,75 1,5 1,25 1,0

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES

OVERPRESSURE AND NEGATIVE PRESSURE (BOOSTER PUMP STOPPING)

2015/2016 66

Maximum negative pressure (Michaud):

Instantaneous velocity reduction.

Usually it is necessary to protect the water main through

proteccion appurtenances against the water hammer effect

g

UaH

a

LT 0.2

DTg

ULH

a

LT

.

.22 0D

Flywheel

Vacuum

relief valves

Compressed air

reservoir(RAC)



2015/2016 67

Example

Instantaneous stop:

Power cut in pump group :

mx

g

UaH 85

8,9

4,1600. 0 D

E-1E-2

E-3

P-3

PN 6

Ht = 50 m

L = 1000 m

V = 1,4 m/s

HDPE

Time to

cancel the

flow:

sx

xx

Hg

ULKCT

t

3,5508,9

4,110005,11

.

.. 0

Maximum

overpressure

Therefore, s

x

a

LT 3,3

600

100022

mgT

ULH 54

..2 0 D



2015/2016 68

Head Loss Chambers (HLC) Pressure Reduction Valve (PRV)

HLC

Static Head Line (SHL)

Dynamic Head Line (DHL)

PRV

DHL

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES DEVICES AND APPURTENANCES TO REDUCE HYDRAULIC HEAD

SHL

2015/2016 69

High pressures due to a big difference of heights between the start and

the final destination of the main

Excessive pressure on the water main pipe

HLC

SHL

DHL

RPV

SHL

DHL


FACTORS WHICH INFLUENCE ITS INSTALATION


2015/2016 70

:

An intermediate reservoir, where part of

the hydraulic head is dissipated on

entering (localized head loss)

The new energy level coincides with the

ground level

HLC

SHL

DHL

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES DEVICES AND APPURTENANCES TO REDUCE HYDRAULIC HEAD (HEAD LOSS CHAMBERS )

OPERATION MODE

2015/2016 71

It aims to keep a certain pressure,

downstream, that is inferior to the

one upstream, whenever the latter

excedes a given value.

Advantage (comparing to the HLC)

that it doesn’t loose all the energy

downstream.

Valve types

• de spring, piston and

diaphragm

RPV

SHL

DHL

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS / HYDRAULIC DESIGN OF MAIN WATER PIPES DEVICES AND APPURTENANCES TO REDUCE HYDRAULIC HEAD (PRESSURE REDUCTION VALVE )

OPERATION MODE

2015/2016 72

SHL

DHL Dmenor

D1

D2

SHL

DHL

HLC

HLC

HLC

HLC

HLC HLC

Minimun Diameter

Combination of diameters

1, 2, 3, 4 HLC

Base Scenario Alternative Scenario

WATER SUPPLY AND DISTRIBUTION SYSTEMS PROJECT 1: STUDY OF A TRANSMISSION SYSTEM

ALTERNATIVE SCENARIOS

GRAVITATIONAL SYSTEM

2015/2016 73

SHL

D1 D2

PS Pump Station

Change diameter or 1 ou 2 PS (2 ou 3PS)

SHL

D1

D1

D1

PS

PS



PUMPED SYSTEM


2015/2016 74

Smaller diameter (D1)

diameter larger (D2) than the one on the default scenario



MIXED SYSTEM


2015/2016 75

LESSON 4

Water supply sytems economical analsys.

Net Present Value (NPV).

Pumped systems economical diameter.

Function of water storage tanks

Different types of storage tanks

Location of tanks in the water supply system


2015/2016 76

INSTALATION COSTS

Piping

Removal and replacement of pavements;;

Earthworks;

Supply, installation and assembly

(incl. appurtenances).

Pumping stations

Construction;

Electromechanic equipment.

Appurtenances

Hydraulic head reduction devices ( HLC or PRV);

Vacuum relief valves;

Bottom discharge valve;

Isolation valves.

Reservoirs

Operation costs and maintenance

Energy;

Labour costs

Maintenance.

WATER SUPPLY AND DISTRIBUTION SYSTEMS ECONOMIC STUDY OF SUPPLY SYSTEMS AND WATER STORAGE

2015/2016 77

:

11211

1121212111111 ..

LLL

HDJLDJL

totalLLL

HDJLDJL

21

222111..

22221

2222222212121 ..

LLL

HDJLDJL

WATER SUPPLY AND DISTRIBUTION SYSTEMS ECONOMIC STUDY OF SUPPLY SYSTEMS

GRAVITATIC SUPPLY SYSTEMS

2015/2016 78

Determining economical diameter

WATER SUPPLY AND DISTRIBUTION SYSTEMS ECONOMIC STUDY OF SUPPLY SYSTEMS

PUMPED SUPPLY SYSTEMS

DN

€

Total Cost

Pipes Cost

Running Costs (energy)

Dec

2015/2016 79

Present net value tell us the value, at the moment, of a revenue or expense

that takes place in the future

1€ today is worth more than 1€ in a year.

Yearly costs can only be added when are updated to a reference year

(usually, year 0) through the discount rate (ta)

0 1 2 3 .... n .... HP

C1 C2 C3 … Ci .... Cn .... CHP

1 / (1+ta)n 1 / (1+ta)3 1 / (1+ta)HP

Ci updated_year0 = Ci / (1+ta)i

WATER SUPPLY AND DISTRIBUTION SYSTEMS ECONOMIC EVALUATION OF AN INVESTMENT PROJECT

PRESENT NET VALUE CONCEPT

2015/2016 80

Discount rate a.k.a. capital oportunity cost or project’s minimum return rate

It’s the profitability that the investor requires to implemente a project

ta = (1+treal) x (1+trisk) x (1+tinflation) - 1

0 1 2 3 .... n .... HP

C1 C2 C3 … Ci .... Cn .... CHP

1 / (1+ta) n 1 / (1+ta) 3 1 / (1+ta) HP

Ci updated_year 0 = Ci / (1+ta)i


DISCOUNT RATE

2015/2016 81

Current prices analysis

Unit prices increase with inflation rate (ti);

The revenues and the estimated costs are more realistic, in nominal

terms, but the sensitivity towards the resources that represente that

value gets lost

0 1 2 3 .... n .... HP

C0 C1 C2 C3 .... Cn .... CHP

1 / (1+tj) n

1 / (1+tj) 3

1 / (1+tj) HP

(1+ti) n (1+ti)

HP


NPV AT CURRENT PRICES

2015/2016 82

It is considered that unit prices are constant throughout a the project’s life

(there is no inflation, ti=0)

It allows to compare (with advantage) alternative solutions where the used

costs and the revenues have unit prices with similar expected inflation rate;

The revenue value, and estimated costs for each year are more perceptible

in terms of real equivalence to the resources that correspond to that value

(man-hour; kWh; materials;….)

0 1 2 3 .... n .... HP

C0 C0 C0 C0 .... C0 .... C0

1 / (1+ta) n 1 / (1+ta) 3 1 / (1+ta) HP

Ci updated_year 0= C0 / (1+ta) n


NPV AT CURRENT PRICES

2015/2016 83

Energy demand on year i:

Energy cost on year i:

Pumped volume on year i:

Different water volumes are pumped throughout the project’s life;

To calculate the total yearly energetic needs it’s not necessary to know

the average pumping time for each year

tii

HVE

.. Energy unitary price

iti

i VKpHV

CE ...

p

HK t

.

daysCapPopV iii 365..


ENERGY COSTS

2015/2016 84

Total energy present cost

Year Year value Present value

1

2

3

: :

N

N

i

i

ai tVK1

)1/ (.

N

i iVK1

.

1.VK

2.VK

3.VK

NVK.

)1/(. 1 atVK

22 )1/(. atVK

33 )1/(. atVK

NaN tVK )1/(.


UPDATING ENERGY COSTS

2015/2016 85

Hypothesis:

Pumped volumes increase anually according to a geometric law.

Total energy present cost

Year Yearly pumped volume Present energy cost

1

2

3

: :

N

)1(01 gtVV

202 )1( gtVV

303 )1( gtVV

NgN tVV )1(0 N

aN

g ttVK )1/()1(. 0

330 )1/()1(. ag ttVK

220 )1/()1(. ag ttVK

)1/()1(. 0 ag ttVK

N

i

ia

igo ttVK

1)1/ ()1(.

N

a

g

ga

g

ot

t

tt

tVK

1

11

)(

)1(.


UPDATING ENERGY COSTS

2015/2016 86

Total Cost = Investment in fixed assets + Operating costs

Investment in fixed assets

Main Pipes . . . . . . . . . . . . . year 0

Reservoirs . . . . . . . . . . . . . . . . . . . year 0

PS construction works. . . . . . . . . . . . . year 0

Electromechanic Equip. PS . . . .. . . . . years 0 e 20

HLC. . . . . . . . . . . . . . . . . . . . . . . . . . year 0

Operating costs

Operation and Maintenance . . . . . . . .. 1 - 40 years

Main pipes

Reservoirs

PS construction works

Electromechanic Equip. PS

Energy (from pumps) . . . . . . . . . . 1 - 40 years

SANITARY ENGINEERING PROJECT 1: STUDY OF A TRANSMISSION SYSTEM

SYSTEM TOTAL COST / CONSTANT VALUE ANALYSIS

2015/2016 87

Main pipes

Defined per pipe running

meter (Table A.1 on the work

assingment )

Reservoir

Defined per m3

C = 1 400 .Vol 0,75

( in alternative em alternativa, Table A.4 on the work assingment )

Nominal

Diameter

(mm)

DCI Coated

Steel

PVC HDPE

PN6 PN10 PN16 PN6 PN10 PN16

60 53.97

63 27.64 27.98 28.99 28.89 30.24 32.02

75 30.42 31.43 34.51 29.54 31.03 33.06

80 57.97 71.32

…

100 64.45 77.66

800 536.33 513.44 490.70 740.88 425.33 572.35


SYSTEM TOTAL COST / CONSTANT VALUE ANALYSIS

2015/2016 88

Pumping stations

Defined as a function of the design flow and elevation height

Construction Ccc(€) = 39904 + 374 x Q +0.15 x Q x H

Equipement Ceq (€) = 1317 x Q0.769 x H0.184 + 2092 x (QxH)0.466

Being Q – water flow (l/s) e H – elevation height(m)

Construction costs

Adquired at year 0 and calculated with Qdim40 and Hdim40

Equipment Costs

Adquired at year 0 and calculated with Qdim20 and Hdim20

Adquired at year 20 and calculated with Qdim40 and Hdim40 and should

be updated to the year 0 multipying its value by 1 / (1+ ta)20

Head Loss Chamber

Unit Cost= 15 000 €


SYSTEM TOTAL COST / INVESTMENT IN FIXED ASSETS CONSTANT VALUE ANALYSIS

2015/2016 89

Operation and Maintenance

Defined as yearly investment percentage

Main pipes with joint connections. . . .. . . . . . . . . . . . . 1 % investiment/year

Welded main pipes . . . . . . . . . . . . . . . . . . . . . . . . . 0,75 % investiment/year

Reservoirs and HLC. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 % investiment/year

PStation Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . 1 % investiment/year

Electromechanic Equip. EE . . . . . . . . . . . . . . . . . . . . . . 2,5 % investiment/year

They have to be calculater year by yea throughout 40 years (year 1 to 40) and

updated to year 0:

Cost updated_year_0 = Cost year_n x 1 / (1+ ta) n

where,

ta = discount rate (e.g. 6%)



2015/2016 90

Energy (1st calculation process)

They have to be calculated year by yea throughout 40 years (year 1 to 40) and

updated to year 0

Yearly energy demand for year i - Sousa (2001) – Adução, p.32

Eyear_i = Power * Func_Time_year_i

= ( * Qdim * Hdim / m ) * Func_Time_year_i

= ( * Hdim / m ) * (Func_Time_year_i)

= ( * Hdim / m ) * Vmda_year_i

Variável do ano i = Popano i * Capano i

Cost of energy demand for year i

CEyear_i (€) = Eyear_i (kWh) * unit_price (€/kWh)

Cost of energy demand for year i at year 0 present value

CEupdated_year_0 (€) = CEano_i (€) * 1/(1+ta)I

Note: Attention to the conversion: 1 joule = W.s

Constante: do ano 1 ao 20 20 (Hdim20)

do ano 21 ao 40 (Hdim40)



2015/2016 91

Energy (2nd calculation process)

Can be calculated as the sum of n parcels of a geometric progression

Sn = U1 * ( 1-Rn) / (1-R)

• U1 corresponds to the 1st parcel

• R corresponds to the reason of the geometric progression

It will correspond to two sums

1-20 years and 21-40 years

Example of 1-20 years

Where tg1 = geometric growth rate of the demanded volume between 1-

20 years, given by:

tg1 = (V20/V0)(1/20) -1

The homologus expression for the years 21 to 40 this rate will be given as:

tg2 = (V40/V20)(1/20) -1

20

1

1

120dim0_)201(

1

11

)(

)1(..

.

a

g

ga

g

oanoac tat

t

tt

tVp

HC E

SANEAMENTO PROJETO 1: ESTUDO PRÉVIO DE UM SISTEMA ADUTORCUSTO TOTAL DO SISTEMA /

ENCARGOS DE EXPLORAÇÃO (CONTINUAÇÃO)

(ANÁLISE A PREÇOS CONSTANTES)



2015/2016 92

Total net present value of a pumping system for a given diameter D1::

Where;

The same calcuations should be done for D2 (if it exists).

The most economical diameter is the one that presents a lower

C_Sist.Elev.act_ano0

2 0

2 0_)4 02 1(

0_)2 01(2 0

4 0_

2 0_4 0_0_)1()1(

1.._a

a n oa c ta

a n oa c ta

a

a n oe q

a n oe qa n oc ct u b a g e ma n oa c tt

C EC E

t

E EE EE ECDE le vS is tC

20

1

1

120dim0_)201(

1

11

)(

)1(..

.

a

g

ga

g

oanoac tat

t

tt

tVp

HC E

20

2

2

2

2040dim

20_)4021(1

11

)(

)1(..

.

a

g

ga

g

anoac tat

t

tt

tVp

HC E

20 parcels (year 1 to 20). The present

value refers to the year immediatly

before the series start (year 0)

20 parcels (year 21 to 40). The present

value refers to the year immediatly before

the series start (year 20)



2015/2016 93

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS - REFERENCES

LESSON 6

LESSON 7

Legislation (DL 23/95 – Secção III)

Art. 67º - Function

Art. 68º - Classification

Art. 69º - Location

Art. 70º - Design

Art. 71º - Constructive issues

Folhas da cadeira

Sousa, E. R. (2001)- Water Storage Tanks , IST (electronic version)

Manual de Saneamento Básico II.4 (Sanitation Manual II.4)

For everything that is not mentioned on the regulation

2015/2016 94

a) Serve as regulation device, compensating demand

fluctuations in regards to the supply

daily flow regulation

(between hours of the day)

monthly flow regulation)

(between days of the year)

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS - PURPOSE (DL 23/95 – Art. 67.º)

Q1 = Accomulated flow supply

Q2 = Accomulated flow distribuition

A+B = Capacity

2015/2016 95

b) Serve as backup for firefighting or

to ensure distribution when there’s

involutary or accidental interruption

on the upstream system:

Backup for:

Fire fighting;

Water quality changes at the source;

Accidents related to water abstraction;

Interventions and repairing main trunk pipes

Power failure (pump shutdown).

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS - PURPOSE (DL 23/95 – Art. 67.º)

2015/2016 96

c) equilibrium of water pressure in the

water supply system;

WATER SUPPLY AND DISTRIBUTION SYSTEMS

WATER STORAGE TANKS - PURPOSE (DL 23/95 – Art. 67.º)

Origin storage

tank

Energy line when there’s no

demand

Energy line while

on peak demand

Destination

storage tank

2015/2016 97

d) pump flow regulation

Transport Regulation Tanks

(TRT)

SISTEMAS DE ABASTECIMENTO E DISTRIBUIÇÃO DE ÁGUA RESERVATÓRIOS – FINALIDADE (DL 23/95 – Art. 67.º)

TRT 3 Gravitational - Pumped

RD1

RD2

RD3 TRT 1

Gravitational - Pumped

TRT 2


Origin


WATER STORAGE TANKS - PURPOSE (DL 23/95 – Art. 67.º)

2015/2016 98

a) According to function

Pressure level equilibrium

Pump regulation

Fire fighting

b) According to ground level)

Underground

Partially underground)

Elevated (pressure towers)

c) According to its capacity

Small (V < 500 m3)

Medium (entre 500 m3 e 5000 m3)

Large (V > 5000 m3)

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS - CLASSIFICATION (DL 23/95 – Art. 68.º)

2015/2016 99

1) As close as possible to the center of garvity

of the locations where there is demand, with

a height that ensures minimun pressure to

the entire network.

2) When the topography becomes a challenge

diferente pressure levels may be created

(with or whithout storage tanks)

Example - Lisbon Water supply system

Approximate lenght of 1400 km

Diameters: 50 e 1500 mm

10 000 valves and 90 000 connections

5 altimetric zones

zones: lower, medium, high, superior, special

Pressure levels every 30 m

Supplied by different tanks and divided by PRV


WATER STORAGE TANKS - LOCATION (DL 23/95 – Art. 69.º)

2015/2016 100

3) Large areas in the same pressure level

may need more than one water tank

4) In expanding áreas there may be the

need for a secondary water tank for

pressure regulation


WATER STORAGE TANKS - LOCATION (DL 23/95 – Art. 69.º)

2015/2016 101


Lesson 5

WATER STORAGE TANKS

Devices, instrumentation and constructions issues

Hydraulic design

2015/2016 102

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS - HYDRAULIC LAYOUT

Incoming and outgoing water piping

Different types of entrance connection between a storage tank cell and the

main trunk pipe

Main trunk pipe exit from a storage tank cell.

2015/2016 103


By-pass between supply and distribution pipes at a storage tank


2015/2016 104


Layout scheme in case the supply

and distribution pipes are

independent

Layout scheme in case the supply and

distribution pipes are the same


2015/2016 105


Piping layout for fire fighting volume management


2015/2016 106

Surface discharge and bottom outlet

Layout scheme for

bottom outlets Surface and bottom discharge from a

storage tank cell


2015/2016 107

Equipment household

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – EQUIPMENT HOUSEHOLD

2015/2016 108

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – EQUIPMENT HOUSEHOLD’S HYDRAULIC LAYOUT

2015/2016 109

Lazarim Alto

(430 m3)

Cassapo Alto

(500 m3)

Lazarim Baixo

(5 000 m3)

Cassapo Baixo

(6 000 m3)

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – EXAMPLES: ELEVATED WATER TANKS

2015/2016 110

Mãe de Água – Reservoir at Amoreiras

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – EXAMPLE

2015/2016 111

Câmara de carga de Visalto Storage tank at Feijó

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – EXAMPLE

2015/2016 112

Verify is the scale economy of planing less construction phasing compensates

the alternative solutions of postponing investments that aren’t capitalised

immediately

Example:

Reservoirs are construction works with a long lifetime, but as they are

easily expanded, it should be assessed if there’s na economic advantage

of it’s phasing

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – ECONOMIC IMPACT OF PHASING INVESTMENTS

2015/2016 113

Distribution tanks (DT)

Transport flow regulation tanks(TRT)

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER STORAGE TANKS – TYPES OF WATER TANKS

TRT 3 Gravitational - Pumped

RD1

RD2

RD3 TRT 1


TRT 2


Origin

2015/2016 114

“1 – Hydraulic design of regulation storage tanks consists on determining

its storage capacity, that should be the sum of regulatrization and

emergency storage needs”

[…] “6 – The storage capacity for emergency should be larger value

between the needed volumes for firefigthing or breakdown.

Capacity (m3)

V = Vregularization + Vemergency

Where,

Vregularization = Vreg_interdiaily + Vreg_interhourly

Vemergêncy = Maximum {Vbreakdown ; Vfriefighting}

Reservoirs are construction works with a long lifetime, but as

they are easily expanded, it should be assessed if there’s na

economic advantage of it’s phasing

(Ex: 3 cells with Phase 1: 2 cells Phase 2: 1 cell)

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN

2015/2016 115

Regularization storage for normal demand

1) Regularization storage for daily regulation

Curves for type of demand

(Ex: Sanitation Manual)

2) Regularization storage for monthly regulation

Statistical curves for demand

(Ex: Sanitation Manual)

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN

2015/2016 116

“2 - The regulation capacity depends on fluctuation on the demand that should be

regularised as to minimize the investments on the supply system and on the storage

tank.

3 – Generally, the supply system is designed for the flow of the day with higher

demand, while the tank’s storage capacity should be calculated as to cover hourly

fluctuations during the day.”

“4 – The supply system can also be designed for the average flow of the month with

higher demand, the tank’s storage capcity should then be calculated to cover the

daily fluctuations during that month

If the supply system is designed for Qdhd Vreg_iinterdiaily = 0

If the supply system is designed for Qmmc Vreg_interdiaily > 0

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: MONTHLY

REGULATION

2015/2016 117

Source:

Manual de Saneamento

Básico – Direcção Geral dos

Recursos Naturais, 1991


DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: MONTHLY

REGULATION

If the supply system is designed for Qdhd

fp=1.5 Vreg_interdiaily = 0 Vyda_40

Where,

Vyda_40 = yearly daily average volume

If the supply system is designed for Qmhd


If the supply system is designed for Qmda


In that case, it’s admited that Qmhd occurs during five

consecutive days 5 x (1.5-1.3) =1

If otherwise:“… should guarantee storage for one or

more days with demand higher than the supply”– MSB

II.4/1990, p.2

“…only for small settlements; water quality problems may

arise due to the slow water renovation” – MSBII.4, p.2

2015/2016 118


DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: DAILY

REGULATION

Supplied

flow

Pumped flow

Excessive

distribution

Excessive

supply

Storage

Storage for daily regulation

“5 – Once the demand fluctuations to

regularize are defined, the tank’s storage

capacity is determined, regarding flow’s

entry and exit fluctuation over time, using

numeric or graphical methods.”

41,7% of daily

demand

Pumped Flow

Distributed flow

Pumped Volume

Pumped Volume

Accumulated dist. volume

Storage

Capacity

Distributed Vol.

2015/2016 119

Storage for daily regulation

Pumping durint the periods with lower

energetic cost.

Caudal

distribuído

Armazenamento

Pumped Flow

Distributed flow

Pumped Volume

Pumped Volume

Accumulated dist. volume

Storage

Capacity

Distributed Vol.

Caudal

bombeado

Distribuição

excedentária

Adução

excedentária

91,7% do

consumo diário


DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: DAILY

REGULATION

2015/2016 120

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: VOLUME FOR

SUPPLY INTERRUPTIONS

“8 – The water storage for emergencies should me fixed admitting that:

a) The derangement happens during the least favourable period, but not in more than

one supply main turnk at the same time;

b) It’s location takes between one and two hours when the main trunk is accessible by

a passable road, or remote locations of no more than 1km and it takes na extra half

na hour for km of main pipe that is not reachable by motorized vehicles;

c) The repair takes between for to six hours, this period includes the necessary time for

the emptying of the pipe, the repair itself, re-filling and disinfection.”

Break location 1 a 2 h

Repair 4 a 6 h

Total 5 a 8 h

Vbreakdown = (5 to 8 h) x Qdim40 (m3/h)

2015/2016 121

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN:

FIREFIGHT VOLUME

“1 – The volume of water for firefighting depends on the risk of its occurence, and

propagation on the said area to which should be attributed one of the following

degrees:

a) 1st Degree – urban area with minimum risk of fire, due to low building

implantation, and mainly family housing.;

b) 2nd Degree – urban low risk area, constituted predominantly by isolated

constructions with a maximum of 4 floor above the ground;

c) 3rd Degree – urban area with a moderate risk degree, predominantly constituted by

construções with a maximum of 10 floor above ground, destined to housing,

eventualy with some commerce or small industry;

d) 4th Degree – urban area with a considerable risk degree, constituted by

constructions of 10 or more floors, destined for housing and public services, namely

shopping centers;

e) 5th Degree – urban area of elevated risk, characterized by the existecnce of old

constructions or mainly commertcial buildings and industrial activity that stores,

utilizes or produces explosive or highly flammable materials.”

2015/2016 122

“7 – The storage of water for firefighting depends on risk degree of the area

and should not be lower than:

75 m3 - 1st degree;

125 m3 – 2nd degree;

200 m3 – 3rd degree;

300 m3 – 4th degree;

to define for each specific case – 5th degree.”

The previously mentioned risk degrees (from 1 to 5) are defined on the

same legal statement, first paragraph of the 18th article - Water volumes

for firefighting (ponto 1 do artigo 18.º - Volumes de água para combate a

incêndios)

[…]

9 – In storage tanks solely with the function of pressure equilibrium, the

capacity of the pressure tower should correspond to the minimum volume

demand of 15 minutes in peak demand”.

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN:

FIREFIGHT VOLUME

2015/2016 123

“10 – No matter what are the storage tank’s supply conditions, th system’s storage

capacity should be:

V ≥ K Qad

Qad is the annual average daily flow (cubic meters) for the

K is a coefficient that has the following minimum values:

K = 1,0 for populations that have more than 100 000 inhabitants;

K = 1,25 for populations that have between 10 000 and 100 000 inhabitants;

K = 1,5 for populations that have between 1000 and 10 000 inhabitants;

K = 2,0 for populations that have fewer than 1000 inhabitants and for areas with

bigger risk

Vmin = K x Vmda40 (m3)

= K x Qmda40 (m3/d) x 1 day

For small settlements, high Vmin can lead to low water renewal (may give problems

of water quality)

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS – WATER VOLUME DESIGN: MINIMUN

VOLUME

2015/2016 124

18 Qm

“5 – Once the demand fluctuations to regularize are defined, the tank’s storage

capacity is determined, regarding flow’s entry and exit fluctuation over time, using

numeric or graphical methods.”

Storage tantk level

Accumulated demand curve Vacum

0 6 12 18 24 h

Graivitational supply

3 Qm

12 Qm

Distribution

24 Qm

|VA|

|VB|

Demand curbe

Q

0 6 18 24 h

0,5 Qm

1,5 Qm

0,5 Qm

Qm

Example – Gravitic supply

VA / VB = maximum difference

positive/negative between Vacum

supply and distribution

V inter-hourlyr egulation = |VA|+|VB|

Qm=Qdmc ou

Qmmc (m3/h)

24 h 0

6 h

18 h

12 h

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISTRIBUTION STORAGE TANKS- WATER VOLUME DESIGN: DAILY FLOW

REGULATION

2015/2016 125

a = Qm = Qdmc_40 ou Qmmc_40 (m3/h)

Depends on whether the main

pipes have been designed for the

day or for the month of higher

demand

Gravitatic supply (MSBII.4, p.15)


REGUTLATION

2015/2016 126

0

6

12

18

24

0 6 12 18 24h

Accumulated demand curve

Vacum (Qm)

Pumped supply

Distribution

|VA|

|VB|

0 9 11 18 20 24 h

Pumping curve

Q 1,2 Qm

Qm

Demand curve

Pumped supply

Q

0 6 18 24 h

0,5 Qm

1,5 Qm

0,5 Qm Qm


REGUTLATION

VA / VB = maximum difference

positive/negative between Vacum

supply and distribution

V inter-hourlyr egulation = |VA|+|VB|

2015/2016 127

Pumped supply (MSBII.4, p.15)


REGUTLATION

2015/2016 128

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULARIZATION PUMP STATIONS– CAPACITY

Regulation between gravitational and pumped sections

Regulation between pumped sections

TRT 3 Elevatório-Gravítico

RD1

RD2

RD3 TRT 1

Gravítico - Elevatório

TRT 2

Elevatório-Elevatório

Origin

2015/2016 129

Regularization between gravitational and pumped sections

The necessary volume depends on the

maximum number of the considered

daily stops.

The regularization volume is equal to

the maximum transported value over

24h minus the maximum number of

pumping hours (Vreg max = 4 h ou 8 h).

0

4

8

12

16

20

24

0 4 8 12 16 20 24

|VA|

0

4

8

12

16

20

24

0 4 8 12 16 20 24

1 stop/day 2 stops/day

0

4

8

12

16

20

24

0 4 8 12 16 20 24

4 stops/day

TRT 3 Pumped - Gravitational

RD1

RD 2

RD 3 TRT 1 Gravitational - Pumped

TRT 2 Pumped-Pumped Origin

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULARIZATION PUMP STATIONS – CAPACITY

2015/2016 130

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULARIZATION PUMP STATIONS – CAPACITY

Regularization between gravitational and pumped sections

In case the pumping period is the

same for the upstream and

downstream pumping stations, the

accumulated demand curves are

coincidente and, theoretically,

Vregularization will be zero

Usual solution

Consider the corresponding volume to 1/2h or 1h of the supply pumped flow as

to take into accounto possible un-sycrony between each pumping station’s start

and stop cycles.

TRT 3 Pumped - Gravitational

RD1

RD 2

RD 3 TRT 1 Gravitational - Pumped

TRT 2 Pumped-Pumped Origin

2015/2016 131

LESSON 6

APPURTENANCES

Appurtenances. Types, function and location.

Pumping stations.

Examples of location.

Retention Valves

Flow control valves.

Pumping stations.

Appurtenance location examples.


2015/2016 132

WATER SUPPLY AND DISTRIBUTION SYSTEMS APPURTENANCES

APPURTENANCES

Types, function and location

2015/2016 133

Main types of appurtenances

Maneuvering and safety valves (manual or autonomous functioning)

Sectioning valves

Discharge Valves

Air relief valves

Retention valves

Typically have manual functioning but can

also be autonomous, controlled

telemanagement

Manual control

Flow controlled

Flow controlled

WATER SUPPLY AND DISTRIBUTION SYSTEMS WATER SUPPLY SYSTEMS’ APPURTENANCES

2015/2016 134

Main types of appurtenances

Regulation and control valves

Pressure reduction valves

Flow control valves

Level regulation valves

Two component valves: body of the valve and pilot circuit

Many times, the same valve (body) can be used for different functions (different pilot circuits)

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULATION AND CONTROL APPURTENANCES

2015/2016 135

Course textbook: Sousa, E.R. (2001) - “Sistemas de adução” (Water supply

sistems)

Manual de Saneamento Básico, Volume II.2 (1990), pp. 6-7 (Sanitation

Manual)

Implementig Decree n.º 23/95, de 23 de Agosto Capítulo IV - Elementos

acessórios da rede (Network’s Appurtenances) (for distribuition and supply

networks)

Art. 39.º - Juntas (Joints)

Art. 40.º - Válvulas de seccionamento (Sectioning Valves)

Art. 41.º - Válvulas de retenção (Check valves )

Art. 42.º - Redutores de pressão (Pressure regulators)

Art. 43.º - Válvulas redutoras de pressão (Pressure reduction valves)

Art. 44.º - Câmaras de perda de carga (Head loss tanks)

Art. 45.º, 46.º - Ventosas (Air relief valves)

Art. 47.º, 48.º e 49.º - Descargas de fundo (Bottom Discharge Valves)

Art. 50.º, 51.º e 52.º - Medidores de caudal (Flow meters)

Art. 53.º - Bocas de rega e de lavagem (Washing and watering hydrants)

Art. 54.º, 55.º e 56.º - Hidrantes (Fire Hydrants)

Art. 57.º - Câmaras de manobra (Maneuvre Chambres)

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULATION AND CONTROL APPURTENANCES

2015/2016 136

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES

SECTIONING VALVES

Legislation, function, location, types and installation

2015/2016 137

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / LEGISLATION - DL 23/95, DE 23 DE AGOSTO

Article 40.º - Sectioning Valves

“1 - The sectioning valves should be installed to facilitate the operation of

the system and minimize the disadvantages of possible supply

interruptions.

2 - The sectioning valves should be properly protected, easily

manoeuvrable and their location should be such as:

[...]

b) close to appurtenances or other installations that may need to be put

out of service

c) [...]

f) Near main junctions, in a number of two.”

2015/2016 138

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / FUNCTION AND LOCATION ON MAIN TRUNKS

Function

Allow isolation of trunk sections in case of breakdown,

Avoiding the emptying of large piping sections in case of

Breakdown or cleaning.

Location in trunk mains

1.With a maximum spacing between 2 and 4 km (depending on the

profile and diameters)

If located on high ground, it is easier to manoeuver because the pipe is

subjected to lower pressures.

If located on lower grounds, the pipe becomes divided in lower sections

regarding the emptying of the same number of valves

2.The entrance and exit of storage tanks of pumping station and of

pressure reduction chambers

3.In branches of the main trunk, place one in each branch

2015/2016 139

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / MAIN TYPES OF VALVES

Wedge valves (with a T-head key or in a chamber)

T-head key

2015/2016 140

Butterfly valves (in a chamber)

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / MAIN TYPES OF VALVES

2015/2016 141

Installation with a t-head key Installation in a chamber

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / INSTALLATION EXAMPLE

2015/2016 142

Butterfly valves with a reduction cone

by-pass for the filling of the valve

WATER SUPPLY AND DISTRIBUTION SYSTEMS SECTIONING VALVES / INSTALLATION EXAMPLE

2015/2016 143

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES

AIR RELIEF VALVES


2015/2016 144

Artigo 45.º - Air relief valves

The air relief valves […] aim to expel and admit air in the pipes

Artigo 46.º - Location and diameters in networks

1.The air relief valves should be located on high ground, namely on the extremes of

peripheral pipes and on pipes with a length superior to 1000m without distribution service.

2.For the long pipes previously referred, the air relief valves should be located at:

a)Downstream or upstream of the sectioning valves, depending on whether they are located

on ascending or descending sections;

b)Downstream of descending sections when the mains have small slope and are followed by

a stretch with a higher slope.

3.The minimum diameter of an air relief valve shouldn’t be inferior to an eighth of the pipe

where it is installed, with a minimum of 20mm.

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / LEGISLATION - DL 23/95, DE 23 DE AGOSTO

2015/2016 145

Function

i) Expelling the air accumulated sections with high elevation.

ii) Expelling the air and allowing it to enter when the pipes are being

emptied r filled

iii) Function ii) + the entrance of small amounts of air to enter, in case of

depression.

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / FUNCTION AND LOCATION

2015/2016 146

Location

a) In every high section of the elevation profile

b) Upstream or downstream sectioning valves, for descending or

ascending mains.

c) Downstream descending low slope mains when a high slope follows

(e.g., 0.5%->5%) or in ascending mains when a sudden slope

reduction occurs

d) Maximum distance between valves of 1 km in stretches with the

same slope – only for Execution Project)

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / FUNCTION AND LOCATION

2015/2016 147

Simple effect (small hole) Function i; Location d)

Double effect (large hole) Functions i e ii; Location e)

triple effect Functions i, ii e iii; Locations a) e c)

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / TYPES

2015/2016 148

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / INSTALLATION

2015/2016 149

WATER SUPPLY AND DISTRIBUTION SYSTEMS AIR RELIEF VALVES / INSTALLATION

2015/2016 150

DISCHARGE VALVES


WATER SUPPLY AND DISTRIBUTION SYSTEMS DISCHARGE VALVES

2015/2016 151

Article 47.º - Bottom Discharges

1. Bottom discharges aim to allow the emptying of mains or distribution

networks situated between sectioning valves, namely to proceed with

cleaning, disinfection or repair and they should be installed:

a) On lows in the mains;

b) On intermediate main sections, with the same slope and relatively high

lengths;

[…].

2. For the case referred on paragraph b) to the previous point, bottom

discharges should be located immediately upstream or downstream from,

respectively, the sectioning valves on ascending or descending pipes.

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISCHARGE VALVES / LEGISLATION - DL 23/95, DE 23 DE AGOSTO

2015/2016 152

Article 48.º - Bottom discharges’ effluents release

1. The bottom discharges’ effluent should be released in water lines, natural,

pluvial collectors or transitory storage chambers, while safeguarding, in any

case, the risk of contamination of the water inside the main.

2. Whenever necessary, kinetic energy dissipation devices should be

predicted on the effluent release area

Artigo 49.º - Design of bottom discharges

The design of bottom discharges consists on determining its diameter as

to obtain a emptying time of the main’s stretch that is compatible with the

proper functioning of the system, it shouldn’t be inferior to a sixth of the

diameter of the main where it is installed, having a minimum of 50 mm.

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISCHARGE VALVES / LEGISLATION - DL 23/95, DE 23 DE AGOSTO

2015/2016 153

Function

Allow the complete emptying of the main, or between sectioning

valves whenever necessary (e.g. repair, operation and

maintenance).

Location

a) On every low elevation point

b) upstream/downstream of sectioning valves on ascending/descending

valves, respectively

Types

Small diameter valve

Free or drowned discharge

WATER SUPPLY AND DISTRIBUTION SYSTEMS DISCHARGE VALVES / FUNCTION, LOCATION AND TYPES ON MAINS

2015/2016 154

Practical lesson of the week:

Previous Preparation

Alternative scenarios defined;

Main supply trunks design defined;

Economical study should be started (construction and energy costs).

This week’s objectives :

Storage tank’s capacity;

Calculation of the storage tanks costs.

Location of appurtenances

SANITARY ENGINEERING PROJECT 1: STUDY OF A TRANSMISSION SYSTEM (WEEK 5)

2015/2016 155

RETENTION VALVES

Function, location, instalation

WATER SUPPLY AND DISTRIBUTION SYSTEMS RETENTION VALVES

2015/2016 156

Function

Avoid return flow

Location

Immediately downstream each pump

Closed

Open

WATER SUPPLY AND DISTRIBUTION SYSTEMS RETENTION VALVES / FUNCTION AND LOCATION

2015/2016 157

Hidropneumatic tank

for protection against

water hammer

Retention

valve

Pumping station Pump with downstream protection

against water hammer

1 2 3 4

1 – Retention valve

2 – Mounting joint

3 – Sectioning valve

4 – Discharge valve

WATER SUPPLY AND DISTRIBUTION SYSTEMS RETENTION VALVES / INSTALLATION

2015/2016 158

The pumping station, the retention

valve and the flow and pressure

meters should be installed

between the sectioning valves

Discharge valve

Sectioning valve

Retention valve

Pressure meter

Flow meter

Pump station

P

Su

ctio

n c

ha

mb

er

or

tan

k

General compression pipe

P

P

WATER SUPPLY AND DISTRIBUTION SYSTEMS RETENTION VALVES / INSTALLATION

2015/2016 159

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULATION AND CONTROL VALVES / HEAD LOSS CHAMBERS

REGULATION AND CONTROL VALVES

PRESSURE LOSS TANKS

Types and function

constructional features

2015/2016 160

Regulation and control valves

Types

Pressure reduction valves (PRV)

Flow control valves

Level valves

Composition - 2 components

Body of the valve)

Pilot circuit(s)

Often, the same valve (mechanical body)

is used with different pilot circuits

depending on the intended purpose

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULATION AND CONTROL VALVES

2015/2016 161

Installation of a Pressure Reduction Valve with a by-pass circuit

2

1

1 - Discharge circuit

2 - Sectioning valve

3 –Filter

3 4

4 – Mounting junction

5 - Pressure reduction valve

6 –By-pass circuit

5 2

2

6

WATER SUPPLY AND DISTRIBUTION SYSTEMS REGULATION AND CONTROL VALVES / INSTALLATION EXAMPLE

2015/2016 162

WATER SUPPLY AND DISTRIBUTION SYSTEMS PRESSURE REDUCTION DEVICES

Pressure loss tank Pressure Reduction Valve (PRV)

Flow control valves

2015/2016 163

Static energy line, without PLT

Static energy line with PLT

Pressure loss tanks (location)

WATER SUPPLY AND DISTRIBUTION SYSTEMS PRESSURE REDUCTION DEVICES

2015/2016 164

WATER SUPPLY AND DISTRIBUTION SYSTEMS PUMPING STATIONS

PUMPING STATIONS

Components disposition. Examples

2015/2016 165

.

WATER SUPPLY AND DISTRIBUTION SYSTEMS PUMPING STATIONS / UPSTREAM AND DOWNSTREAM PROTECTION

2015/2016 166

WATER SUPPLY AND DISTRIBUTION SYSTEMS PUMPING STATIONS / UPSTREAM AND DOWNSTREAM PROTECTION

2015/2016 167

WATER SUPPLY AND DISTRIBUTION SYSTEMS PUMPING STATIONS

Suction of two

reservoir cells Direct suction of

the upstream

main pipe

2015/2016 168

EXAMPLES

Location of appurtenances

WATER SUPPLY AND DISTRIBUTION SYSTEMS LOCATION OF APPURTENANCES

2015/2016 169

WATER SUPPLY AND DISTRIBUTION SYSTEMS EXAMPLE LOCATION OF APPURTENANCES ON MAIN PIPES

Example 1: 12 km main)

3 km 6 km

or

3 km

Air relief

Discharge valve

Sectioning valve

Regulation valve

2015/2016 170

PLT

SEL

DEL

Example 2: Regulation valves (flow)


2015/2016 171


• Example 3: Mains with derivations

(Schematic and functional representation)

Air relief

Discharge valve

Sectioning valve

Regulation valve

Retention valve

Nota: A representação destes órgãos no perfil da adutora pretende ser

apenas funcional. Os órgãos são realmente instalados nas câmaras de

manobras dos reservatórios ou Estações Elevatórias.

2015/2016 172


Example 4: Stretch with various high and low points.

Static energy line, without PLT

Static energy line with PLT

2015/2016 173

Practical lesson of the week:

Previous preparation:

Storage tank’s capacity;

Calculation of the storage tanks costs.

This week’s objectives :

Location of appurtenances on the longitudinal profile;

Complete Project 1.

SANITARY ENGINEERING PROJECT 1: STUDY OF A TRANSMISSION SYSTEM (WEEK 6)

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