Lecture 2 . Design of Preliminary and Primary...
Transcript of Lecture 2 . Design of Preliminary and Primary...
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Lecture 2 . Design of Preliminary and Primary Treatment
The Islamic University of Gaza- Civil Engineering Department
Advance wastewater treatment and design (WTEC 9320)
By
Husam Al-Najar
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General Wastewater Treatment Processes
Preliminary
Treatment
Primary
Treatment
Tertiary (Advanced)
Treatment Disinfection
Sedimentation and Flotation
Secondary
Treatment
Biological Treatment
Sedimentation
Chemical Phosphorous
Removal
Biological Nutrient Removal
Multimedia Filtration
Screening
Grit removal
Pre-Aeration
Flow Metering and Sampling
Solids
Treatment
Digestion
Disposal
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Preliminary and Primary Treatment
Preliminary Primary
Lift Station Influent weir for
flow
measurements
Bar Screen Grit
Chamber Primary
Clarifier
Primary clarifiers should
remove 50-70% of
influent solids
Mechanical treatment
– Flow Measurement
– Removal of large objects
– Removal of sand and grit
– Primary Sedimentation
• Remove large objects
• Ex: sticks, rags, toilet
paper, tampons
• Clog equipment in
sewage treatment plant
• fats, oils, and greases
• larger settleable solids including human waste, and
• floating materials
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Secondary Treatment: Fixed Film Biological Treatment Process
Trickling filters (biological tower ).
Rotating biological contactors (RBC).
Packed bed reactors
Fluidized bed biofilm reactors.
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Secondary Treatment: Suspended Growth Process Schematic Conventional activated sludge system
Oxidation ditches
Sequential batch reactor (SBR)
Aerated lagoons
Waste stabilization ponds
Up flow anaerobic sludge blanket (UASB)
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Disinfection: Remove disease-causing organisms from wastewater
Chlorination
Most common
Advantages: low cost & effective
Disadvantages: chlorine residue
could be harmful to environment
UV light radiation
Damage the genetic structure of bacteria,
viruses and other pathogens.
Advantages: no chemicals are used water taste
more natural
Disadvantages: high maintenance of the UV-
lamp
Ozonation
Oxidized most pathogenic microorganisms
Advantages: safer than chlorination fewer disinfection by-product
Disadvantage: high cost
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Treatment Process Summary
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Design of Preliminary and Primary Treatment
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Bar screens: Screens are used in wastewater treatment for the removal of coarse solids.
Screens are either manually or mechanical cleaned.
Manual bar screen
• Bar spacing is in range of 2-5 cm
• The screen is mounted at an angle of 30-45
• Bars are usually 1 cm thick, 2.5 wide
• Minimum approach velocity in the bar screen channel is
0.45 m/s to prevent grit deposition.
• Maximum velocity between the bars is 0.9m/s to
prevent washout of solids through the bars.
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Mechanical bar screen
• Bar spacing is in range of 1.5-4 cm
• The screen is mounted at an angle of 30-
75
• Bars are usually 1 cm thick, 2.5 wide
• Minimum approach velocity in the bar
screen channel is 0.45 m/s to prevent grit
deposition.
• Maximum velocity between the bars is
0.9 m/s to prevent washout of solids
through the bars.
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Approach Channel
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Design of the bar screen channel (Approach Channel)
The cross section of the bar screen channel is determined from the continuity equation:
Qd = AcVa
Ac = Qd/ Va
Qd = design flow, m3/s
Ac = bar screen cross section, m2
Va = Velocity in the approach channel, m/s
Usually, rectangular channels are used, and the ratio between depth and width is taken
as 1.5 to give the most efficient section.
7.0
1
2
)( 22
xg
VVH
ab
l
The head loss through the bar screen
Hl = head loss
Va = approach velocity, m/s
Vb = Velocity through the openings, m/s
g = acceleration due to gravity, m/s2
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Bar Screen Design Example
A manual bar screen is to be used in an approach channel with a maximum velocity of 0.64 m/s,
and a design flow of 300 L/s. The bars are 10 mm thick and openings are 3 cm wide. Determine
1. The cross section of the channel, and the dimension needed
2. The velocity between bars
3. The head loss in meters
4. The number of bars in the screen
Solution
1. Ac= Qd/Va= 0.3/0.64 = 0.47 m2
Ac= W x1.5W =1.5 W x W
W = 0.56 m, Depth (d) = 1.5 W = 0.84 m
2.
= 0.84 x 0.56 (3/3+1) = 0.35 m2
From continuity equation: Va Ac= Vb Anet Vb= 0.64 x 0.56 x 0.84/0.35 = 0.86 m/s < 0.9 m/s ok
barc
c
cnet
tS
SAA
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Continue Solution
3. Head loss:
7.0
1
2
)( 22
xg
VVH
ab
l
7.0
1
81.92
)64.086.0( 22
xx
Hl
= 0.024 m
4. Number of Bars n tbar + (n-1)Sc = W
n x 1 + (n-1) x 3= 56 n= 14.75 = 15
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Grit Chamber
Removal of inorganic matter which has high density and particle size 0.1 to
0.2 mm in order to protect pumps from abrasion and to protect digesters from
getting clogged.
Sand, gravel, broken glass, egg shells, and other material having a settling
velocity substantially greater than the organic material in wastewater
Grit Chamber Function
• To protect mechanical equipment from abrasion and wear; reduce the
formation of deposits in pipelines and channels; and reduce the frequency
of digester cleaning that is required because of accumulated grit.
• To separate the grit from the organic material in the wastewater.
• This separation allows the organic material to be treated in subsequent
processes.
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Types of Grit Chamber
Horizontal flow Aerated Grit Chamber Vortex Grit Chamber
• Extremely simple mechanical design
• No moving parts below the water surface
• Can use the blower air for air lift pumping as well
• Possible septic condition of the plant influent may
be alleviated through pre-preparation in the grit chamber
• Efficient grit removal over variable flow rate
• Rugged precision bearing drive
• Compact design reduce civil work expensed)
• Low energy consumption Simple
and inexpensive maintenance requirement
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Aerated Grit Chamber Vortex Grit Chamber
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Horizontal flow Grit Chamber
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D
s
s
C
dgV
3
)(4
s
Design of Horizontal Flow Grit Chamber
Settling Theory
Vs = settling velocity of particles
= density of particles
= liquid density
d = particle diameter
CD = drag coefficient
f
gdV
s
h
)8 (
Vh = scour velocity
= Friction factor of particles
= Darcy-weisbach friction factor
f Vs
Vh
Particle
Density (kg/m3)
Settling Velocity (Vs)
m/h
0.1 mm 0.2 mm
Sand 2650 25 74
Organic matter 1200 3.0 12
Organic matter 1020 0.3 1.2
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Design Example of Settling Channel
A suspension contains particles of grit with a diameter of 0.2 mm and specific gravity of 2.65.
For particles of this size CD= 10, f= 0.03, and = 0.06. Find the length and the dimension of
the cross section of rectangular grit chamber for treatment plant having a daily flow of 11000
m3.
Solution
1103
02.0)165.2(9804
xx
xxVs
03.0
02.0980)165.2(06.08 xxxVh
= 2.1 cm/s
= 23 cm/s
Scour velocity of particles
Scour velocity of organic solids
D
s
s
C
dgV
3
)(4
f
gdV
s
h
)8 (
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Vh
VS A
W
H
L
Continue Solution
Cross section area of the grit channel A = W * H = Q/Vh
While the length of the channel could be find from Vs / Vh = H / L
A= W*H= Q/Vh = 0.13 (m3/s)/0.23 (m/s)= 0.55 m2 Assume W= 1 m , then H = 0.55 m
Vs/ Vh= H/L 2.1/23 = o.55/L L= 6.04 m
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Design Example of Settling Channel and Control Device: Design a set of
rectangular grit basins with proportional flow weir for a plant which has a peak flow
of 80,000 m3/day, max flow of 65,000, an average flow of 50,000 m3/day and a
minimum flow of 20,000 m3/day. Use three basins. Make the peak depth equal to the
width. The design velocity (Vh) is 0.25 m/s.
Solution
The peak flow per channel will be 80,000/3= 26,666 m3/day = 0.31 m3/s.
The max flow per channel is:
65,000/3= 21666 m3/day = 0.25 m3/s
The average flow per channel is:
50,000/3= 16,666 m3/day = 0.19 m3/s.
The minimum flow per channel is: 20,000/3= 6,666 m3/day = 0.077 m3/s.
A = Q/V A max = 0.31/0.25 = 1.24 m2.
The depth H = W = 1.11 m .
The length of the channel = H (Vh/Vs)
L =1.11 (0.25/0.021) = 13.2 m
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Continue Solution
The equation used to calculate y in the table is:
Y= Q/(Vh*W ), for example
Q= 0.077m3/s
Y= 0.077/(0.25*1.11)= 0.28 m= 280 mm
y = (2/3.1) *Y (similar to >> dc = (2/3.1)* H)
= (2/3.1) *280 = 181 mm
The weir must be shaped so that:
Q = 8.18 * 10-6 wy1.5 (where m3/min)
w= width of the proportional weir at depth (y).
for example :
y= 181 mm w= 231 mm
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Flow (Q)
Channel Dimension
Control device Dimension
A = Q/V
W=Y at peak
flow
Y= Q/(Vh*W )
y = (2/3.1) *Y
Q = 8.18 * 10-6 wy1.5
(where m3/min)
m3/s
m3/min
W
(mm)
Y
(mm)
y
(mm)
w
(mm)
0.0167 1 1100 60 39 502
0.077 4.62 1100 280 181 231
0.19 11.4 1100 690 445 148
0.25 15.0 1100 909 586 129
0.31 16.6 1100 1100 710 107
Continue Solution
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Proportional flow weir for use with rectangular grit chamber
W
Y w
y
Channel Wall
Rejected Area
Opening
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Primary Sedimentation Tanks- Circular
The depth of the clarification zone is commonly referred to as a clear water zone (CWZ) depth, while the
depth of the zone of sludge accumulation is named sludge blanket depth (SBD). The sum of the CWZ
depth and the SBD is typically defined as a side water depth (SWD)
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Primary Sedimentation Tanks- Rectangular
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Design Guideline Source Surface Overflow Rate
(m3/m2.day)
Hydraulic Detention Time (hrs.)
Metcalf & Eddy
(Primary Settling Followed by
Secondary Treatment)
32 – 48 (at average flow)
80 – 120 (at peak hourly flow)
1.5 – 2.5
Randall, Barnard & Stensel
For SWD of 1.83 – 3.05 m:
≤ 2.184 x SWD2 (at average flow)
≤ 4.368 x SWD2 (at peak hourly flow).
For SWD of 3.05 – 4.57 m:
≤ 6.672 x SWD (at average flow)
≤ 13.344 x SWD (at peak hourly flow)
NA
Ten State Standards
≤ 40 (at average flow)
≤ 60 (at peak hourly flow)
Tank surface area is determined based on the
larger of the two SORs.
Minimum SWD = 2.1 m
NA
Qasim 30 – 50 (at average flow)
40 (typical at average flow)
70 – 130 (at peak hourly flow)
100 (typical at peak hourly flow)
1.0 – 2.0
Key Design Criteria For Primary Sedimentation Tanks
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20 40 60 80 100
20
40
60
80
100
Surface overflow rate (m3/m2/d)
Rem
oval
%
Surface Overflow Rate (m3/m2.day) and Suspended solids and BOD removals
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Max. Flow
Min. Flow
Time (hours)
Average Flow
m3/hr.
Design Example: Primary Sedimentation Tanks: Find the surface area and the depth of the circular
primary sedimentation tanks for the following flow in the figure using Metcalf & Eddy, Randall,
Barnard & Stensel, Ten State Standards and Qasim guidelines.