Post on 05-Aug-2020
CASE STUDYM U N I C I P A L
Start-up: 2004
Client: Sirdal MunicipalityConsultant: Norconsult AS
ChallengeTo design and operate a treatment plant planned for future expansions and great annual variations in flow and organic load.
SolutionCombining the Kaldnes™ MBBR and Actiflo® technologies in two interchangeable trains made it possible to design the treatment plant with a maximum operational flexibility.
Design capacityQdim: 82 m3/h (average flow)Qdim.max: 164 m3/h (peak hourly
flow)Organic load: 375 kg BOD5/d
Discharge limitsBOD5: 25 mg/L or 70 % (daily flow
proportional composite sample)
COD: 125 mg/L or 75 % (daily flow proportional composite sample)
Tot-P: 90 % (yearly mean)
Background The area of Øvre Sirdal is a rural area, characterized by a small residential population and a great seasonal tourist activity. New hotels and cabins are built, and the municipality expects an intensive growth in the tourist sector in the coming years. In order to meet the challenge from this extensive development, the municipality chose to build a new treatment plant for the whole community.
ConceptA greenfield waste water treatment plant was built. The plant consists of a pumping station for incoming waste water, screening, Kaldnes™ MBBR process, and Actiflo® for sludge separation. Both biological and chemical treatment units are comprised of two interchangeable trains. This gives operational flexibility in handling huge variations in flow and load. Sludge is dewatered in a filter press.
Handeland wwtp Norway
Krüger KaldnesNordre Fokserød 9 • 3241 Sandefjord, Norwayoff. +47 91 60 80 00 - Fax: +47 33 48 50 01 postnorway@krugerkaldnes.nowww.krugerkaldnes.no
Flow diagram
Kaldnes™ MBBR Actiflo®Two trains with reactors in series with measurement of oxygen in each reactor.
HRT (coag.) ~ 1 min
Reactor volume: 130 m3 HRT (inj.) ~ 1 min
Filling degree of biomedie:
45 % (today load)67 % (future load)
HRT (mat.) ~ 3 min
SALR: 11,5 g/m2 d, 10°C (future load)
Surface load (Qmax,dim)
82 m3/h per train
Aeration capacity:
720 Nm3/h Upflow velocity in settling tank
125 m/h at max flow
Design
Treatment results
Treatment
results
2007-2008
Avg.
removal
(%)
Avg. effl.
concentration
(mg/L)
BOD5 89,0 15,6
COD 82,3 62,8
TOT-P 85,3 0,830
TSS 86,7 20,2
CASE STUDY | MUNICIPAL
Handeland wwtp Norway
Results Handeland wwtp 2007-2008BOD5
0
50
100
150
200
250
300
350
Jan-0
7
Feb-07
Mar-07
Apr-07
May-07
Jun-0
7Ju
l-07
Aug-07
Sep-07
Oct-07
Nov-07
Dec-07
Jan-0
8
Feb-08
Mar-08
Apr-08
May-08
Jun-0
8Ju
l-08
Aug-08
Sep-08
Oct-08
Nov-08
Dec-08
Con
cent
ratio
n B
OD
5, m
g/L
Influent concentration
Effluent concentration
Results Handeland wwtp 2007-2008COD
0
100
200
300
400
500
600
700
800
900
Jan-0
7
Feb-07
Mar-07
Apr-07
May-07
Jun-0
7Ju
l-07
Aug-07
Sep-07
Oct-07
Nov-07
Dec-07
Jan-0
8
Feb-08
Mar-08
Apr-08
May-08
Jun-0
8Ju
l-08
Aug-08
Sep-08
Oct-08
Nov-08
Dec-08
Con
cent
ratio
n C
OD
, mg/
L
Influent concentration
Effluent concentration
Results Handeland wwtp 2007-2008Tot-P
0
2
4
6
8
10
12
Jan-0
7
Feb-07
Mar-07
Apr-07
May-07
Jun-0
7Ju
l-07
Aug-07
Sep-07
Oct-07
Nov-07
Dec-07
Jan-0
8
Feb-08
Mar-08
Apr-08
May-08
Jun-0
8Ju
l-08
Aug-08
Sep-08
Oct-08
Nov-08
Dec-08
Con
cent
ratio
n To
t-P, m
g/L
Influent concentration Tot-P
Effluent concentration
Results Handeland wwtp 2007-2008Suspended solids
0
50
100
150
200
250
300
350
400
Jan-0
7
Feb-07
Mar-07
Apr-07
May-07
Jun-0
7Ju
l-07
Aug-07
Sep-07
Oct-07
Nov-07
Dec-07
Jan-0
8
Feb-08
Mar-08
Apr-08
May-08
Jun-0
8Ju
l-08
Aug-08
Sep-08
Oct-08
Nov-08
Dec-08
Con
cent
ratio
n TS
S, m
g/L
Influent concentration TSSEffluent concentration TSS