CEW 504 – WATER AND WASTEW WASTEWA ATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
ASSESSMENTS
CONTINUOUS ASSESSMENT (50%)
TEST 1 – 15%
TEST 2 – 15%
SITE VISIT AND REPORT – 10%
QUIZZES/ASSIGNMENT QUIZZES/ASSIGNMENT – 10%
FINAL EXAMINATION 50%
TEXT BOOK Peavy H.S., Rowe D.R., and Tchobanoglous G. “Environmental Engineering”. McGraw-Hill International Editions, 2000.
REFERENCES
Jabatan Alam Sekitar, “Akta Kualiti Alam Sekeliling (Kumbahan)”, Dewan Bahasa dan Pustaka, 2009.
McGhee, T.J., “Water Supply and Sewerage”, Civil Engineering Series, McGraw-Hill International Edition, 6 th Ed., 1991.
Suruhanjaya Perkhidmatan Air Negara(SPAN) “Malaysian Sewerage Industry Guideline (Sewage Treatment Plants)” 3 rd Edition Volume IV, IV, 2009
Metcalf and Eddy., “Wastewater Engineering: Treatment and Reuse”, Reuse”, McGraw-Hill, McGraw-Hi ll, 4 th Ed.,2004
TOPIC 1.0 Introduction Introduc tion of Water and Wastewater 2.0 Water Demand 3.0 Water Supply Infrastructure Infrastruc ture - Water Intake Structure - Design of Preliminary Treatment Unit - Design of Primary Treatment Unit - Disinfection and Fluoridation - Distribution 4.0 Wastewater Treatment Infrastructure Infrastruc ture - Different Treatment Facilities - Design of Conventional Treatment Infrastructure - Sewage Treatment Plants - Sludge Treatment - Sludge Disposal
COURSE OUTCOME 1. Define, describe and classify the relationship between population and water demand, distribution and collection system for water supply and wastewater infrastructure respectively 2. Classify, design and validate the processes related to water supply and wastewater treatment infrastructure. 3. Adapts current sustainable development in water and wastewater infrastructure design/problems/issues.
DELIVERY
PROGRAMME OUTCOME (PO) – EC221 PO1 - Ability to acquire and apply knowledge of science and engineering fundamentals. PO2 - Understanding the principles of design for sustainable development. PO3 - Acquired in depth-technical competence in a specific engineering discipline PO4 - Ability to undertake problem identification, formulation and solution. PO5 - Ability to utilize systems approach to design and evaluate operational performance. PO6 - Ability to be competent in addressing problems related to infrastructure services and maintenance PO7 - Ability lo communicate effectively, not only with engineers but also with the community at large. PO8 - Ability to function effectively in a team with social skills and responsibilities. PO9 - Understanding of the social cultural, global, ethical and environmental responsibilities of a professional engineer. PO10 - Recognizing the need to undertake life-long learning and possessing/acquiring the capacity to do so. PO11 - Understanding the knowledge of management and entrepreneurship. PO12 - Ability to function effectively as a leader or manager.
THANK YOU!!!!
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 1 students should be able to D e s cr i b e a n d e x p l a in t h e h y d r o l o g i c a l cy c l e a n d i t s
component. St a t e a n d a p p l y t h e w a t e r b u d g e t e q u a t i o n . Ex p l a i n t h e s o u r c e o f w a s t e w a t e r . St a t e
a n d e x p l a in t h e w a t e r q u a lit y p a r a m e t e r , s t a n d a r d a n d e n v i r o n m e n t a l l e g is la t i o n i n M a l a y s ia .
Water On Earth
Water Cycle
Hydrological Cycle Main component of hydrological cycle -PRECIPITATION -EVAPORATION -EVAPOTRANSPIRATION -INFILTRATION -TRANSPIRATION -CONDENSATION -GROUNDWATER FLOW -SURFACE RUNOFF -STREAM FLOW -BASE FLOW
Wastewater Origin
WATER BUDGET EQUATION W a t e r B u d g e t or
also called
water balance
is the accounting of water for a particular
catchment Input of the cycle/Inflow is precipitation Precipitation is distributed as the outflow of the system in terms of surface runoff, evaporation, infiltration to the unsaturated zone, changing its storage and deep percolation to the saturated zones to form groundwater. The difference between the inflow, I and the outflow, O of a catchment to the rate of change of storage, ∆S within the catchment for a specified period of time, ∆t will form the basic of water budget. Change in mass storage = Mass inflow - mass inflow If the density of the inflow, outflow and storage and storage volume are same; V1 – VO =
∆S
Where, –V1= inflow volume of water into the catchment area during the time period –VO = outflow volume of water into the catchment area during the time period –∆S = change in the storage of the water volume over and under the catchment area during the time period
WATER BUDGET EQUATION The water budget can also be written in terms of both surface water and groundwater as: I −O =
∆S ∆t
I = inflow O = outflow Δ = rate of change of storage
The water budget can also be written in terms of both surface water and groundwater ΔS = P − (E + T + G + R)
where, P = precipitation E = evaporation T = transpiration G = groundwater flow out of the catchment
Example A lake has a water surface elevation of 100.0m above datum at a beginning of a certain month. In a month, the lake received an average inflow of 5.0m3/s from the surface runoff sources. In the same period, the outflow from the lake had an average value of 5.5m3/s. Further in that month, the lake received a rainfall of 135mm and the evaporation from the lake surface was estimated to be 60mm. The average surface area of the lake was 45km2. Write the water budget equation for the lake and calculate the new water surface elevation of the lake at the end of the month. Assume there is no contribution to or from the groundwater storage. SOLUTION
In a time period, ∆t, the water budget equation of the lake is; ∆S / ∆t =I – O Where ∆t =1 month =1 x 30 x 24 x 3600 =2.592 x 106s I =5.0 x (2.592 x 106) =12.96 x 106m3 O =5.5 x 2.592 x 106 =14.26 x 106m3 Surface area of lake, A =45km2 =45 x 106m2 Inflow from precipitation (rainfall), P x A =0.135 x 45 x 10 6 =6.75 x 106 m3 Outflow from evaporation, E x A =0.06 x 45 x 106 =2.7 x 106m3 Total Inflow =(12.96 +6.75) x 106m3 = 19.71 x 106m3 Total Outflow =(14.26 +2.7) x 106m3 =16.96 x 106m3 Change in storage, ∆S = Total Inflow – Total Outflow =(19.71 – 16.96) x 106m3 =2.75 x 106m3 Change in elevation, ∆Z = ∆S / A = 2.75 x 106 / 45 x 106 =0.061m Therefore, new water surface elevation at the end of the month is ; =100.000 +0.061 =100.061m
CURRENT ORGANISATION STRUCTURE
SEWERAGE SERVICES ACT 1993
The Sewerage Services Act was enacted in 1993
Department of Sewerage Services
Privatisation of sewerage services
SEWERAGE SERVICES ACT 1993 o
Stipulate regulatory requirements
- Definitions - Responsibility for Sewerage Systems and - Sewerage Services - Director General of Sewerage Services - Public Sewerage Systems - Septic Tanks - Powers - Charges - Approval of Plans and Specifications Licencing
WATER SERVICES ACT 2006 (ACT 655)
Effective 1 January 2008.
Supersede the Sewerage Services Act 1993.
Incorporate requirements for Water Supply.
National Water Services Commission Act 2006, empower the new regulator: SPAN (Suruhanjaya Perkhidmatan Air Negara/ National Water Services Commission) under the Ministry of Energy, Water and Communications (Kementerian Tenaga, Air dan Komunikasi, KTAK), which later renamed Ministry of Energy, Water and Green Technology (Kementerian Tenaga, Teknologi Hijau dan Air, KETTHA)
MALAYSIAN STANDARD
The Malaysian Standards, MS 1228 -1991 was published in 1991
The standards provide the technical requirements for the design of sewerage systems
Materials
Design Flow and Organic Loading
Sewer and Appurtenances
Sewage Pumping Stations
Treatment Works
Disposal of Sewage and Treatment
Effluent
Treatment and Disposal of Sludge
MALAYSIAN STANDARD
The Malaysian Standards MS 1228 is currently under revisions
The new revisions will be published in 4 Parts: -Planning of Sewerage Systems -Design of Sewerage Systems -Materials and Installation of Sewerage Systems -Operations and Maintenance of Sewerage Systems
THANK YOU!!!!
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 1 students should be able to D e s cr i b e a n d e x p l a in t h e h y d r o l o g i c a l cy c l e a n d i t s
component. St a t e a n d a p p l y t h e w a t e r b u d g e t e q u a t i o n . Ex p l a i n t h e s o u r c e o f w a s t e w a t e r . St a t e
a n d e x p l a in t h e w a t e r q u a lit y p a r a m e t e r , s t a n d a r d a n d e n v i r o n m e n t a l l e g is la t i o n i n M a l a y s ia .
Water Quality Parameters
Physical
Chemical
Biological
Physical
Temperature
Odor and taste
Colour
Turbidity
SS
Chemical
pH
Hardness
Dissolved Oxygen
BOD
COD
Nitrogen
Non-metal (chloride,fluoride,phosphate,sulphate)
Metal (arsenic, ferum, manganese, aluminum, plumbum)
Biological
Bacteria
Virus
Protozoa
Standard
Standard A
Standard B
THANK YOU!!!!
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 2 students should be able to
Calculate the population estimation and population equivalent for water demand .
Determine the factor effecting water demand.
Types of demand
Domestic- houses, hotels, sanitary, culinary. bathing etc. from 75 to 380 lpcd (include air conditioning, watering of garden, washing cars etc.)
Industrial (Wet (Wet or dry)- factories such as textiles, canning, etc.
Commercial –restaurants, stores, business premises, etc .
InstitutionalInstitutional- water furnished for public building. schools. flushing street and fire fighting
Agricultural - water use for irrigating purposes.
Public- public parks, streets, drain flushing, fires.
Non revenue water (NRW)- leakages, pipe burst, error in meter reading, unauthorized connection etc.
Range: From McGhee (Water Supply and Sewage): Projected consumption of Water for various purpose in the year 2000
Use
Lpcd
Percentage of total
Domestic
300
44
Industrial
160
24
Commercial
100
15
Public
60
9
NRW
50
8
Total
670
100
Factors Affecting Consumption
Types of connection- distance to household, degree of enforcement of usage, restrictions. Queuing, yard connection or house connection.
Economic – income, use of appliances, cars, charges (tariff structure-penalty or reduction for high consumption), pool, garden, diet, etc.
Climate – yard irrigation, personal bathing, heating of water, air conditioning, yard watering.
Social – customs, family size, religion
Continuity of supply – extra wastage if intermittent, season, day of the week
Pressure in mains – condition on pipes, adequacy of supply, public awareness, control of district pressure, etc.
Industrial use – types of industry, recycling, alternative sources
Availability – flow rate, hourly, daily, alternative sources.
Methods Of Determining Demand
Using figures derived elsewhere
Using meter records (if all connections are metered)
Installing meters in a sample (but will water use be typical?)
Metering zones (subtract minimum night flows)
Diaries (Need consumer cooperation, confidence)
Meter Reading May Be Misleading
Meter inaccurate –old, poor water quality (grit), under reading of low flows.
Vandalism –jamming, reverse, magnets
Intermittent flows- air causes fast rotation, damage
Unaccounted for water must be considered - fire-fighting, flushing of sewers and streets, illegal connections, leaks.
Peak Factors
Measurement – data loggers
Peak day : average day 1.1-3.4
Peak hour : average day 1.4-6
Planning Horizon And Stage Development
Study of water demand for urban water supply scheme covers at least for 20 year
Planning horizon more than 20 years may introduce a great deal of inaccuracy.
Projection made at least at 5 years interval
Implementation of construction of facilities may be staged or phased in 2 or more stages.
Basic formula for water demand estimation Basic formula for water demand estimation:
Wdn= (Pn X C X F)+ Dn
Where.
Wdn = Water demand at the end of year n
Pn = Projected population at the end of year n
C = Per capita consumption at the end of year n
F = Service factor at the end of year n
Dn = Additional demand at the end of year n
Per capita consumption under this heading is deemed to include normal commercial and industrial use, domestic use and unaccounted for water losses. If there is provision in the development plan for specific industrial areas. Additional water demand for such use should be considered.
Service Factor:
Potential percentage of population to be served.
0.9 mean that 90% the distribution system covers adequately 90% of the area and population in that area can get easy access to public water supply. It does not necessarily mean that 90% of the population have service connections.
In estimating the water demand the existing service factor for urban and rural areas should be assumed for year zero and service factor should be increased at 5 years interval until it reaches the target service factor in year 20.
Table below indicates the service factors for states in Malaysia:
Service Factor:
Fire Demand
Fire Demand
Population Projection
Population Projection
Population Projection
3. Incremental increase – is a combination of arithmetic and geometric methods. The equation used to estimate the population is Pn = Pi + n(I + m) Where; m = average incremental increase per decade.
Population Projection
THANK YOU!!!!
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 3 students should be able to
Define water intake structures
Design preliminary treatment unit
Why we need water treatment?
Nice to drink – fresh taste
Odourless and colourless
Safe to drink – pathogen free
Not corrosive – bad impact on water supply structures
Benefit to humans health
Water Intake Structures
Criteria? 1. Quantity and Quality 2. Location from pollutions 3. Low current (erosion) 4. Workable on low water level
Water Intake Structures
Reservoir Intake
Canal Intake
River Intake (Side,Well,Pipe)
Water treatment according to class of water Treatment categories
Underground Water
Normal Water
Special treated water
Pre-treatment
Aeration
-Coarse Screen -Fine Screen -Pumping -Balancing -Neutralization -Aeration -Prechemical Treatment
-Coarse Screen -Fine Screen -Pumping -Balancing -Neutralization -Aeration -Prechemical Treatment -Softening -Algae removal
Primary Treatment
-
-Coagulation and flocculation -Sedimentation -Filtration
-Coagulation and flocculation -Sedimentation -Filtration
Disinfection
Yes
Yes
Yes
Additional treatment
-
-
-Adsorption by activated carbon -Removal of halogen and heavy metals
Fluoridation
Yes
Yes
Yes
Distribution
Yes
Yes
Industry
Preliminary Treatment
In Malaysia, the quality of water prohibit the water to be directly flow to the treatment plant. The water should be pretreated including
1. Raw water storage 2. Screening 3. Prechemical treatement 4. Aeration 5. Presedimentation
Raw water storage
High SS (over 50mg/L)
Objective
1. Improve water quality – 7-15days, UV light-sun-destroy pathogen 2. Uniforms the water quality – low flow 3. Uniforms the flow to treatment plant
Screening
Remove rags, bottles, plastic sheets, paper bags and branches
Protect plant hardware and structures.
2 types of screen - coarse screen - fine screen
Coarse screen
Steel bar with diameter 25mm installed (50-100mm c/c)
Bars are placed inclined (60-800)
Normal flow (0.6-1m/s)
High flow (1.2-1.4m/s)
Coarse screen
Fine Screen
Installed after coarse screen if required
Installed 3-10mm c/c
Fine screen
Prechemical Treatment
Pre chlorination
Copper sulphate treatment
Pre chlorination
Usually 1mg/l dosage
Used when water is polluted but not turbid
Increase the effectiveness of coagulation, reduce odour.
Used when algae or other organism to be reduced in order to keep clean sand filter, pipe and water tank.
Copper Sulphate Treatment
To destroy algae.
Depend on the alkalinity and temperature
Dosage 0.12-0.3mg/L
Aeration
Make water taste better
Release CO2 and H2S
Less odor and corrosive
Oxidize ferum and manganese(odorless and colourless)
Aeration
Water into air -cascade -multiple platform -spray
Air into water -venturi -diffused air aerators
Aeration
Preliminary Settlement
If the SS too high more than 1000mg/L
30-60 minutes
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 3 students should be able to
-Able to design primary treatment unit.
Primary Treatment System
4 main processes 1. Coagulation and rapid mixing 2. Flocculation 3. Sedimentation 4. Filtration
Coagulation and rapid mixing
Coagulation
-Small SS + colloidal materials less than 50µm difficult to settle. -Remove using coagulant Particle Size (mm)
Material
Settling Velocity (m/s)
10
Gravel
0.73
1
Coarse sand
0.23
0.1
Fine sand
1 X 10-2
0.01
Clay
1 X 10-4
0.001
Coarse colloid
1 X 10-8
0.000001
Fine colloid
1 X 10-13
Coagulation Mechanism
Coagulation Mechanism
Right Dosage at the Right Place
Just before the mixing flume
At the neck of weir
At the mixing chamber entrance
Coagulation
Lime – dose before the coagulant
pH, temp, turbidity
Why alum?
Clean water, high quality (less odor and taste better)
Cheap
Effective in forming flocs
Disadvantages?
CO2 – corrosive (solved by adding alkalinity)
Hardness CaSO4 (solved by adding soda)
JAR TEST
Different water quality (at least perday/big difference in quality)
Example 1
A treatment plant treats raw water at the rate of 40,000L/hr 24 hours a day. The alum dosage used is 15mg/L. a) How much alum needed a day? b) If the alum used is in 5% solution, how many water needed in an hour?
Flocculation
Increase the touching surface between coagulant particle and colloids particle in the water with gentle strirring.
The collision between particles – bigger particles – higher rate of settlement.
2 types of tank – 1. Mechanical 2. Baffled
Mechanical
G=(P/µV)0.5
Velocity gradient concept
P=Dv=0.5(Cd.A.ρ.Ʋ3) 1/ 2
Cd Aρυ3 G = 2µV
Camp and Stein
Mechanical
Minimum distance between end of paddle and structures is 0.3m to avoid high velocity gradient.
other
High velocity – big floc but weak
Usually designed to have a few chambers with the smaller value of G.
Mechanical
Baffled Tank
2 types -end flow -up and down
Better floc if constant velocity
Disadvantages – high head loss, less flexible in controlling the flow of water
Inlet 0.24-0.3m/s
Outlet less than 0.1m/s – avoid floc breaks.
Retention time 20-50min (depend on the quality of water)
Baffled Tank
Example 2
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 5 students should be able to
-Able to design primary treatment unit.
Sedimentation
Separation between SS in water by gravity
Theory 4 types of sedimentation 1. Class 1 – discrete (theory) 2. Class 2 – settlement with incresing velocity(size) 3. Class 3 – settling zone (concentration) 4. Class 4 – compression settlement (thickness)
Sedimentation
Ideal settling tank
- Still in the settling zone -
Equal flow across the settlement
-
Equal concentration of SS in the settling zone
-
SS in the sludge zone will not be suspended
-
4 main zone -
inlet zone
-
Sludge zone
-
Setlling zone
-
Outlet zone
Types of Sedimentation Tank
Rectangular -mix with baffle -Length to width, ratio 20 or more -Inlet zone need to be controlled (laminar flow)
Multi-level horizontal tank -
Land value is high
Circular tank
Coagulation-Sedimentation tank
Vertical Flow Tank
Dissolved air floatation
Types of Sedimentation Tank
Types of Sedimentation Tank
Types of Sedimentation Tank
Sedimentation Tank Design Criteria
Depth 2.5-3m for discrete particle
Depth 3-4m for normal particle
Maximum width for rectangular is 12m, length less than 48m, for circular diameter less than 60m
Surface flow rate 12-36m3/m2/day
Retention time 4-8hrs for normal, 2-4hrs with chemical
CEW 504 – WATER AND WASTEWATER ENGINEERING INFRASTRUCTURE LECTURER : MR MUHAMAD FAIZAL ROOM : 6.25 PERDANA BLOCK PHONE : 043822742 (BY APPOINTMENT)
At the end of Week 6 students should be able to
-Able to classify and validate the water distribution system and the infrastructure involved.
Filtration
To remove SS which cannot be removed from previous treatment.
90% removed before this treatment.
Filtration
Mechanism
Filtration
Adsorption
Biological metabolism
Electrolyte reaction
Types of filter
Slow Sand Filter
Rapid sand filter
Slow sand filter
Schmulzdekc
0.1-0.3m3/m2/hr
1.7-1.8m depth
Head loss 1m(wash)
1-2cm scrapped (2-3month)
Slow sand filter
Remove ss bacteria 99%
No chemical
Simple operation, material easily obtain
Reduce colour smell taste
Big area
Turbidity 50ppm
Manpower
Algae reduce effectiveness
Rapid sand filter
Higher filtration rate 3-6m3/m2/hr
Upper layer sand 0.45-0.95mm 0.6-1m
2nd layer gravel 3-50mm 0.1-0.45m
Backwash 2-5-3m(10-15min,24-48hrs)
Rapid sand filter
Small area
Less manpower (auto backwash)
Low quality of water
Need chemical treatment
Skill worker to operate
Less effective removing bacteria
Disinfection
Chlorination
Ozone
UV
