ct4471 drinking water 1 · after coagulation and flocculation removal of floc aggregates by...
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![Page 1: CT4471 Drinking Water 1 · After coagulation and flocculation removal of floc aggregates by sedimentation and/or filtration. 25 September, 2007 8 Rhine Meuse Biesbosch reservoirs](https://reader036.vdocuments.net/reader036/viewer/2022070712/5ecc59478558932ed56ecdd4/html5/thumbnails/1.jpg)
25 September, 2007
1
CT4471 Drinking Water 1Coagulation & flocculation
Dr.ir. J.Q.J.C. Verberk
Room 2.98
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25 September, 2007 2
1. Introduction
2. Coagulation: theory
3. Coagulation: practice
4. Flocculation: theory
5. Flocculation: practice
6. Special constructions
Contents
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25 September, 2007 3
Introduction
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25 September, 2007 4
Why coagulation and flocculation?
Removal of turbidity (clay) and colour (humic acids) public health and aesthetics
Public health:Removal of heavy metals and organic compounds
Aesthethics:Attractiveness of water
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25 September, 2007 5
colloids suspended solidsdissolvedcompounds
Settling solids
10-910-11 10-110-310-7 10-5 10010-410-810-10 10-6 10-2 m
Classification
Organic materialSalts
Gases
GravelSandSiltClay
Colour
Turbidity
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25 September, 2007 6
1010.10.010.0010.00010.00001
gravelcoarse sandfine sandsiltbacteriaclaycolloids
0.3 seconds3 seconds38 seconds33 minutes35 hours230 days63 years
particlediameter(mm)
Sedimentation time(over 30 cm)
particleρ = 2,650 kg/m3
Settling velocity of particles
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25 September, 2007 7
Principle of coagulation & flocculation
Colloids and humic acids are negatively chargedstability
Adding coagulant (coagulation) destabilisation
Flocculation Growth of aggregates
After coagulation and flocculation removal of flocaggregates by sedimentation and/or filtration
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25 September, 2007 8
RhineMeuseBiesbosch reservoirsLake IJsselDrentse Aa
Tropical river
Standards for drinking water
Suspendedmatter[mg/l]
9.0 - 534.0 - 311.4 – 9.04.0 - 1152.2 - 20
10,000
< 0.05
5.5 – 22.52.2 - 170.9 – 5.62.5 - 403.4 - 39
5,000
< 0.1
9 - 1710 - 226 - 1210 - 3020 - 100
1,000
< 20(<10)
3.1 - 63.4 – 5.43.2 – 4.05 – 13.3
4.8 – 14.9
500
-(3)
Turbidity Colour DOC[FTU] [mg Pt/l] [mg/l]
Quality of surface water
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25 September, 2007 9
Quality of surface water, worldwide
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25 September, 2007 10
Coagulation: theory
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25 September, 2007 11
Turbidity and humic acids
Turbidity → clay particles/colloids→ size 0.1 - 10 μm→ charge = negative
Color → Humic compounds→ size 0.01μm→ charge of humic acids depends on the pH
CnH2nOH + H2O ↔ CnH2nO- + H3O+
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25 September, 2007 12
The appearance of iron salts in water depends on pH.
pH34)Olog(H3)10log(1]log[Fe
]O[H101]O[H)(10
10][Fe10][OH][Fe
]O[H101][OH][OH]O[HK
343
33
433314
3833833
3
14
3w
⋅−=⋅+⋅=
⋅⋅=⋅=⇒=⋅
⋅=⇒⋅=
++
++−
−+−−+
+
−−−+
Calculation of Fe3+ concentrationFe(OH)3 → Fe3+ + 3·OH- K = 1·10-38
2·H2O → H3O+ + OH- K = 1·10-14
Coagulants
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A concentration of Fe3+ ions of 0.05 mg/l is desiredOnly at pH of the water is 3.3
[Fe3+] = 0.05 mg/l = 9.0·10-4 mmol/llog[Fe3+] = log[9.0·10-7] = 4 - 3·pH pH = 3.3pH < 3.3 then more Fe3+
pH > 3.3 then less Fe3+
Surface water has a pH of approximately 7. The consequence is that 1·10-17 mol/l Fe3+ can maximally be dissolved.If there are more Fe3+ ions in the water, they will precipitatewith OH- ions and form Fe(OH)3.
Coagulants
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25 September, 2007 14
Coagulants
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dosing in practice10-4 mol/l Fe = 5.6 mg/l Fe
= 27 mg/l FeCl3·6H2O
dosing of iron is done with FeCl3
FeCl3·6H2O → Fe3+ + 3 Cl- + 6 H2OFe3+ + 3 OH- → Fe(OH)3 ↓
Result of dosing coagulants = pH decrease,thus conditioning
Coagulants
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25 September, 2007 16
Reaction coefficients
Solubility products of iron saltsFe3+ + 2H2O → Fe(OH)2+ + H3O+ K = 6.8·10-3
Fe(OH)2+ + 2H2O → Fe(OH)2+ + H3O+ K = 2.6·10-5
Fe(OH)2+ + 2H2O → Fe(OH)3 ↓ + H3O+ K = 1·10-6
Fe(OH)3 + 2H2O → Fe(OH)4- + H3O+ K = 1·10-10
Coagulants
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25 September, 2007 17
Coagulants
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-12
-10
-8
-6
-4
-2
0
0 2 4 6 8 10 12 14
pH
log(
Al x
(OH
) y3x
-y) [
mol
/l]
Al(OH)2+
Al(OH)4-
Al3+
Al13(OH)345+
Coagulants
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25 September, 2007 19
Coagulants:Pre-polymerized Aluminium Chloride (PAC)
• Part of the coagulation reaction already finished• Very good results at low temperatures
OH Cl- OH OH Cl-| + | | +
Cl- +Al-OH-Al-OH-Al-O-Al-O-Al-OH| | | + |OH OH OH Cl- OH
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Three mechanisms• electrostatic coagulation• adsorptive coagulation• precipitation coagulation
Destabilisation
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25 September, 2007 21
Electrostatic coagulation
Dosage 0.025 mmol/l Fe3+ pH ≈ 3
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Adsorptive coagulation occurs at a low pH, becausepositive hydrolysis products are needed.
restabilisation:- under-dosage of coagulants- over-dosage of coagulants
< 1 secFe3+ + H2O → Fe(OH)2+
Adsorptive coagulation
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At low turbiditesFe(OH)3 floc is neutral, flocs can collide
Precipitation (sweep) coagulation
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25 September, 2007 24
Polyelectrolytes (flocculant aid):long organic polymers
• Stronger flocks larger flocks
Used at low temperatures
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electrostatic coagulation:not of importance in drinking water treatment
adsorptive coagulationcolour at low pH, dosing proportional with removal of organic compoundslow dosinghigh dosing results in re-stabilisationoptimum with low pHmostly for colour (organic compounds)
precipitation coagulationno re-stabilisationhigh dosingfor turbidity removalevident optimum pH 8 with iron
pH 6 with aluminum
Conclusions coagulation
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25 September, 2007 26
Coagulation: practice
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Jar test apparatus
Variation in: pH, dosage, flocculation time, sedimentation time, stirring energy
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Optmising dosage
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25 September, 2007 29
Optimising pH
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polder water = humic acids
Coagulation Braakman
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Rhine water <-> Lake IJssel water
WRK I-II ↔ WRK III
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- mechanical mixers
- static mixers
parameters:- residence time (T)- velocity gradient (Gc)
Rapid mixing
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25 September, 2007 33
Weir mixer
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Example weir mixing
μτρ
⋅Δ⋅⋅
=c
wc
HgGstatic mixer
Example:ΔH = 0.75 m; Q = 4500 m3/h; V = 2 m3
T = 20°C → μ = 1.01·10-3 N·s/m2
Q = 4500 m3/h = 1.25 m3/sτc = 2/1.25 = 1.60 sec
13c s2134
1.6101.010.759.811000G −
− =⋅⋅⋅⋅
=
ΔH
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Variation in velocity gradient Gc
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Coagulant dosing
Coagulant dosing
coagulant dosingthrough 6 holes
Main flow
v v
Construction forms of static mixers
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25 September, 2007 37
Construction forms of static mixers
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VPGc ⋅
=μ
mechanical mixer
Coagulation: practice
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Mixing: Dutch practice
WRK I-II WRK III Braakman
Type mixer constriction hydraulic jump cascade
Energy loss over mixer [m] 0.02 0.30 0.50
Mixing time [s] 4.50 1.25 1.15
Gc value at 20°C [s-1] 300 1530 2050
Type of coagulant FeCl3 Fe SO4 Al2(SO4)2
Dosing [mg/l] 2 – 10 20 5-6
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25 September, 2007 40
Flocculation: theory
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driving force = Brownian movement
μα
⋅⋅⋅⋅
+=
3Tk41
1nn
0
Von Smoluchowski:
solution:
Perikinetic flocculation
2dn 4 k T ndt 3
⋅ ⋅− = α ⋅ ⋅
⋅ μ
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Orthokinetic flocculation
driving force = turbulence
31 2 v
dn 4 n n R Gdt 3
− = ⋅ ⋅ ⋅ ⋅
a v vk c G t
o
n en
− ⋅ ⋅ ⋅=
o a v v
n 1n 1 k c G t
=+ ⋅ ⋅ ⋅
Complete mixing
Plug flow
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25 September, 2007 43
dx
dy
dz
dzdzdvv ⋅+
v
VPG
VGdzdydxdzdvdvdydx
dzdvdvFP
dydxdzdvF
22
⋅=
⋅⋅=⋅⋅⋅⎟⎠⎞
⎜⎝⎛⋅=⋅⋅⋅⋅=⋅=
⋅⋅⋅=
μ
μμμ
μ
Velocity gradient
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25 September, 2007 44
Flocculation: practice
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25 September, 2007 45
parameters:- residence time T- residence time distribution n- velocity gradient Gv- floc volume concentration cv
residence time: 500 - 3600 seconds
Construction forms of flocculation tanks
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Plug flowCompletely mixed
no mixing, thus particleconcentration differences
no residence time distributionparticles
perfectly mixed, thus noparticle concentration differences
residence time distribution particles
Residence time (distribution)
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25 September, 2007 47
plug flow: t < T J(Θ) = 0; t ≥ T J(Θ) = 1
complete mixing: ( )Θ−−=Θ exp1)J(
mixers in series: ∑=
−
−Θ⋅
⋅Θ⋅−=Θn
1i
1i
1)!(i)(n)exp(-n1)J(
Θ = t/T t = timeT = calculated residence time
Residence time distribution
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0
0,2
0,4
0,6
0,8
1
0 1 2 3 4cum
ulat
ive
freq
uenc
y di
strib
utio
n [%
]
plugflow perfect mixing 4 in serie 20 in serie
Residence time distribution
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Optimal design flocculators
L/B ratio (L/B >= 3)Vertical, deep and narrow or horizontal, long and narrow
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25 September, 2007 50
Non optimal design
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Energy input →turbulence →
collision of particles → flocs
Degree of energy supply = velocity gradient
Velocity gradient in practice: 10-500s-1
Considering floc break up: tapered flocculation
η•=
VPGv
Velocity gradient
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Variation in velocity gradient Gv
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η⋅=
VPGv
( )ρ π= ⋅ ⋅ − ⋅ ⋅ ⋅ ⋅ −∑
= ⋅
4 43 3 3w 2 d blad u i
3
P (1 k ) N C L r r
G constant N
ri
ru
Lblade
Design parameters:Lblade, Cd, ru, ri, k2
Operating parameters: N
Flocculators
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Nr2v ⋅⋅⋅= π
N = 4 rotations/minvmax = 1 m/s
2.4m
6042
1N2
vr <⋅⋅
<⋅⋅
<⇒ππ
Tip velocity
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flow parallel to stirring axis = no short circuit flow
Short circuit flow due to flocculators
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Short circuit flow due to flocculators
flow perpendicular to stirring axis = short circuit flow
flow velocity = 0.03 m/s, tip velocity = 1 m/swater velocity –0.97 tot 1.03 m/s
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avoiding floc break-up:- more compartments with different Gv value- tip velocity less than 1 m/s results in maximum width of 5 m
approaching plug flow:- compartments with large L/B ratio (L/B >= 3)- water flow parallel to axis of stirring device
Floc break-up
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Well designed flocculator
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Well designed flocculator
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Flocculation: practice
Lek
flocculation
floc removal
rapid filtrationtransport
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Dutch practiceFlocculation: practice
WRK I-II WRK III Braakman
Flocculation time minimum [min] 17 19
Flocculation time maximum [min] 30 24
Number of compartments 4 5 3
Width [m] 4 11.6 2.5
Depth [m] 4 6.3 6.8
Length [m] 18 3 2.5
Direction of flow vertical horizontal vertical
Rotations of stirring device [rpm] 0 - 4 0 - 12 1 - 8
Gv value [s-1] per comp. 0 – 20 10 – 110
Direction axis to flow perpendicular parallel parallel
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Coagulationmixing time 1-10 secvelocity gradient mixing > 1,500 sec-1
Flocculationflocculation time = 30 minutes3 - 4 compartmentsLength/width ratio = 3 to 6axis stirring device parallel to water flowvelocity gradient flocculation 100 10 sec-1
rotations: 1 - 8 rpmmaximum tip velocity 0.9 m/s
Optimal design parameters flocculation installations
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Special constructions
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Sludge blanket installation Berenplaat
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Sludge blanket installation Bombay
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Sludge blanket installation Bombay
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Hydraulic flocculation