.
.. .
.
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Athlone WWTP Upgrade-EIS - Existing WWTP
12.1 EXISTING TREATMENT PROCESS
12.1 .I Preliminary Treatment
B
Screening
Incoming sewage enters the screening house through a rising main where it is discharged
over a side weir to the screen face. The inlet works at the plant comprise of two screens
which are rotating wedge wire drums 1.5m in diameter and 2.7m long. Each screen is
capable of screening 300 litres of effluent per second with an aperture size of Imm. Solids
a
are separated at this point where they are discharged over the end of the screen to a screw
conveyor. The solids are further dewatered before being transferred to a skip outside of the
screening house. Effluent passes to an outlet channel below the screen. There are currently
two screens in operation on a dutylstandby basis. Provision has been made in the existing
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.
design for the provision of a third screen. If the duty screen blinds the standby screen comes
ot
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into operation. In the event that the standby screen also blinds, the incoming effluent passes
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directly to the aeration basin. The screens are periodically pressure washed both inside and
out. The screens are contained within glass reinforced plastic covers in order to contain
aerosol emissions.
Biological Treatment
0
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12.1.2 Secondary Treatment
An activated sludge process provides biological treatment of the effluent. The stage
comprises of two aeration basins each of plan dimensions 44.3 m by 19.5 m and a liquid
depth of 4.6 m. Effluent enters the tanks from the screen house where it is mixed initially in
an anoxic zone (deficient in oxygen). This promotes the growth of flocculent bacteria which
provide for better settling sludge later in the process and also provide for partial
denitirification of the effluent. The bacteria are maintained in suspension by a submersible
D
mixer.
The anoxic zone and aerated section are separated by a baffle. Aeration is provided by
means of fine bubble aeration. Air is supplied through two Rootes type blowers (one
dutylone standby) each of capacity 3,650 m3/hour. This air is introduced to the tank via
1,840 no. 175 rnm diameter ceramic disc diffusers placed in a 900mm grid on the floor of
each basin. The amount of air supplied to the effluent will vary depending on the dissolved
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mm
P
oxygen content of the effluent. This is monitored by way of a probe in each tank which
controls the blowers. Directly after introduction of leachate to the system the air blowers are
turned up in order to introduce additional oxygen to the system to cope with the additional
demand for oxygen.
Settlement
Settlement of sludge formed in the aeration tanks is provided for by two tanks of 27.6metres
internal diameter and peripheral weirs (overflow rate of 6.2m3/m/hour). Each tank is fitted
with rotating half bridge scrapers that rotate at 120mm/minute.These are designed to carry
the settled sludge to a centrally located sludge hopper. Scum that forms on the top of the
settlement tanks is skimmed off by a skimming device attached to the bridge and is
discharged to the sludge return chamber. A sludge blanket monitor fitted in each tank
activates a sludge wastage pump to pump excess sludge to the sludge holdinglthickening
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tank once a certain level of sludge is reached in the bottom of the tank.
12.1.3 Phosphorus Removal
A facility to remove phosphorus from effluent is provided at the plant. Phosphorus is removed
by simultaneous precipitation which is completed by the addition of ferric sulphate as the
effluent enters the aeration tanks. The ferric sulphate is stored in two polypropylene lined
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glass reinforced plastic tanks each of capacity 23m3 contained within a concrete bund. The
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se
ferric sulphate is injected into the effluent by way of dosing pumps. An automatic sampler is
provided at the inlet works in order to monitor phosphorus loads entering the plant.
12.114 Sludge Treatment
Sludge collected at the base of the settlement tanks is sent to a picket fence thickener
situated adjacent to the settlement tanks. The thickener increases the dry solids content of
the sludge from 1% to 3%. The thickened sludge is then pumped to two sludge belt presses,
housed in the sludge dewatering house. The belt presses produce a sludge cake of 18% dry
solids. Storage for the dewatered sludge is provided in a high level steel silo. The 40m3 silo is
designed to provide storage for approximately five days sludge production. The silo allows
for direct discharge to a skip for removal off site. The sludge is further treated off site by way
of lime stabilisation before it is disposed of to landfill.
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12.1.5 Discharge
A composite sampler is provided at the flow measurement flume which is located at the head
of the outfall pipe. The final effluent from the treatment plant is conveyed from the treatment
works to the River Shannon through a 750mm diameter concrete pipe which is 630m long.
The final section of the discharge pipe extends 30metres into the River and consists of a
750mm diameter Class PN6 HDPE pipe. Daily flows recorded between 2004 and 2007 show
that final effluent flows for the treatment plant are in the region of 75 I/s.
-
Co
ns
en
to
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.
Images 12-1 12-6 show the processes at the existing WWTP.
Image 12-1
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Athlone WWTP Upgrade-EIS - Existing WWTP
Aeration Basin
Image 12-3
Settlement Tank
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Image 12-2
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./. .. ... . .. ,... .
1
.. .
...
_.. ,-. .. -
.. ,._
.
.
.
Athlone WWTP Upgrade-EIS - Existing W
-
.
m!
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Ferric Sulphate Storage Tanks
image 12-5
Sludge Picket Fence Thickener
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Image 12-4
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. . . ..
,
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rn
Image 12-6
Sludge Silo
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Athlone WWTP Upgrade-EIS - Existing WWTP
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12.2 OPERATION AND MAINTENANCE
Co
n
The WVVTP is currently operated by a caretaker employed by Westmeath County Council. A
visual inspection of the WVVTP is carried out by the caretaker on a daily basis to ensure there
are no problems. In addition, Area Engineers visit the site sporadically to visually inspect the
process and to receive updates from the caretaker. Water required for operation of the
existing WWTP is taken from a combination of the public watermains and a borehole on site.
The borehole is situated at the north of the site to the side of the access road.
A control building on site houses an office, laboratory, switch room, store, sanitary facilities
and the process control system. The control system for which there is a mosaic mimic panel
located in the cofitrd house is a SCADA (Supervisory and Control Data Acquisition) system.
A computer monitoring system monitors various control and process parameters on a
constant basis at the plant and at Golden Island Pumping Station. These parameters include
the dissolved oxygen levels, effluent flows and levels, sludge production, pump operations
and chemical and energy consumption patterns for the treatment plant.
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Athlone WWTP Upgrade-EIS - Existing WWTP
12.3 TRAFFIC
Typical traffic movements currently entering and exiting the existing WWTP include tankers
delivering leachate from Ballydonagh Landfill Facility (an average of 2 leachate deliveries per
day, four days a week), transport of dewatered sludge from the treatment plant (typically
seven HGVs enter and exit the site to collect and remove dewatered sludge per day),
employee traffic and site visitors. All traffic exiting the treatment plant turns right onto the
local Carrick OBrien road travelling towards Athlone Town. Typical traffic volumes recorded
on the 31" July 2008 and 1'' August 2008 are detailed as follows:
3IStJuIy2008:
0
2 no. tankers delivering leachate to the treatment plant (4 vehicle movements),
0
7 no. HGV's collecting dewatered sludge for removal from the treatment plant
he
Other: Two site vans, three site visitors and four contractor vehicles.
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0
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(14 vehicle movements), and
1' August 2008:
0
2 no. H G V s collecting dewatered sludge for removal from the treatment plant (4
vehicle movements), and
one site visit.
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Other: Two site vans, two equipment maintenance staff, two contractor vehicles, and
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0
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12.4 SECURITY, HEALTH AND SAFETY
A security fence surrounds the WVVTP and the entrance gate is locked outside of working
hours. Visitors to the WWTP must sign a visitors book and must be accompanied by the
caretaker of the plant. Safety provisions at the treatment plant include hand and safety
railings, warning signs for deep water, lifebuoys and a fire and gas detection system.
12.5 GOLDEN ISLAND PUMPING STATION
Golden Island Pumping Station is situated north west of the existing WWTP. The pumping
station houses two variable speed pumps with each pump designed to delivy flows in the
range of 150 to 220 litres per second on a dutylstandby basis. Provision has been made in
the existing design for the provision of a third pump. A composite sampler has also been
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Athlone WWTP Upgrade-EIS - Existing WWTP
installed at the pumping station. The pumping station is connected to the inlet works of the
WWTP via a 600 mm HDPE rising main. The existing overflow from the pumping station is
at Burgess Park. This surface water overflow currently operates at least six times per year,
conveying overflow to the River Shannon.
12.6 PERFORMANCE OF THE EXISTING WASTEWATER TREATMENT PLANT
Effluent Treatment
Monitoring records obtained from Westmeath County Council from January 2004 to April
2008 were analysed in order to evaluate the performance of the existing WVVTP. The
records include monitoring of the effluent at the inlet and outlet works, at the aeration basins
and upstream and downstream of the discharge point.
These monitoring results are
se
.
presented in full in Appendix C.
ot
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The average treated effluent concentration levels for various parameters, based on these
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monitoring results are shown in Table 12-3.
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Table 12-3 Treated Effluent Concentrations and Standards 2004-2008
11.5
10.7
12
10.2
13
25
Suspended Solids
7.7
10
10.7
13
6
35
Total Phosphorus
1.2
1.07
0.82
1.99
NR
2
Total Nitrogen
16.7
16.1
14
14.3
16**
15
BOD
* Up to April 2008
**Based on a Single Sample Result
***Source: Westmeath County Council Monitoring ,Results, January 2004-April 2008
NR- No Records
These results demonstrate that the effluent quality is meeting the requirements of the Urban
Wastewater Treatment Regulations, 2001 for BOD, Suspended Solids and Total
Phosphorus. The average level of Total Nitrogen for 2005 and 2006 also meets the
requirements of the Regulations. In 2004 an average Totarnitrogen concentration of 16.7
mg/l was recorded. This is above the standard of 15 mg/l. The level recorded in 2008
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Athlone WWTP Upgrade-EIS- Existing WWTP
represented one single sample and so this level cannot be assumed to be representative of
9. U';
an average level of Total Nitrogen.' ' '
I':
P
Surface Water Quality
w
The water quality of the River Shannon upstream and downstream of the treatment plant
813
Suspended Solids and Orthophosphate. While sampling occurs on average once every two
1 . ;
( 1 " L,i*
discharge point is monitored by Westmeath County Council through sampling of BOD, COD,
months, levels recorded for these parameters are sporadic. The results for 2007 at these
sampling points indicate that the sampling point upstream of the discharge point has good
water quality, with the average orthophosphate level recorded for both 2006 and 2007 at
0.03 mg/l P, average COD levels in the region of 30 mg/l, ammonium level of ~0.3
mg/l NH3-
N and suspended solids of 5 mgA
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.
Results from the sampling point downstream of the discharge point indicate good water
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quality with average orthophosphate levels of 0.02 mg/l P recorded for 2006 and 2007,
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average COD levels 18 to 26 mg/l, ammonium 0.19 to 0.22 mg/l NH3 -N, and suspended
solids of 10.6mg/l to 12.4 mg/l.
Design Criteria
The design capacity of 30,000 P.E. has not been exceeded at the existing WWTP with upper
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capacity levels in the region of 28,000 P.E. recorded at the plant in 2007 (see Table 12-4).
Table 12-4
Effluent Loading to the Existing Treatment Plant in 2006-2007
November06
I 86
I 986
December 06
I
I1216
174
January 07
1 Nodata
n/a
No data
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U
April07
I47
May 07
51
MGEOl29RP0004
I
1
I
n/a
Unknown
1,396
23,262
1,666
1,670
27,827
1,217
1,218
~
I62
1
I
Unknown
No values
recorded
March07
I n/a
1,427
1
43
1,428
/
1
I
20,301
23,799
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Athlone WWTP Upgrade-EIS- Existing WWTP
June 07
July 07
1,667
1,669
1,186
1,189
September 07
1,116
1,118
October 07
1,157
1,158
August 07
76
1
I
27,813
19,814
I
18,627
1
19,295
General Oper itions
A site visit took place on the 1' August 2008 and the following operational issues were
noted:
0
Due to a combination of high levels of grease and solvents in the incoming effluent
smearing and furring of pumps can cause mechanical failure. When this occurs
overflows can discharge to the River Shannon.
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.
This smearing and furring also results in screen failure and material spills out into the
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drainage area of the WVVTP. This material is required to be swept up on a regular
basis by treatment plant employees.
0
Abstraction of water at an on-site borehole is required to supplement the existing
water supply from the mains. This water source is high in iron and sulphide content
and is leading to increased odour emissions and general corrosion of equipment in
the WWTP.
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Preparations were being made to replace the aeration diffusers and maintenance was
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to be carried out on Settlement Tank 2. In dry weather flows, the plant capacity
allows equipment to be taken off-line for maintenance and repairs.
Conclusions
The WVVTP is currently operating within its design capacity of 30,000 P.E.and within the
requirements of the Urban Wastewater Treatment Regulations (SI 254, 2001) with the
exception of Total Nitrogen which appears to be slightly elevated above the required 15mg/l
limit in 2004 and 2005 as set out in the Urban Wastewater Treatment Regulations 2001.
There are some operational issues identified at the existing WWTP which include mechanical
failure of pumps due to high levels of grease and solvents in the incoming effluent and
problems associated with using water from an on-site borehole which has high levels of iron
and sulphides. The water quality of the River Shannw upstream and downstream of the
WWTP discharge point generally indicates good water quality.
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Athlone WWTP Upgrade-EIS- Existing WWTP
The pumping station at Golden Island has an existing capacity of 150 to 220 I/s.The existing
overflow from the pumping statiqn is located at Burgess Park. It was identified in 2008 in the
,
i
-#!
times a year and is as a result not performing to the required standards.
Co
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.
U
I”
application for a discharge licence to the EPA that this overflow is operating greater than six
U
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Athlone WWTP Upgrade-EIS - Proposed Upgrade
13 PROPOSED UPGRADE
The upgrade of Athlone WWrP will be awarded in one contract DBO contract for the
Upgrading and Expansion of Existing Wastewater Treatment Works Stage 1 (60,000PE) and
Golden Island Pumping Station and Stormwater Storage.
It is proposed to upgrade the WWTP from its existing design capacity of 30,000 PE to
60,000PE. It is also proposed to install additional pumping capacity at the Golden Island
Pumping Station and construct a stormwater storage tank adjacent to the pumping station.
Additional sludge treatment facilities will be required in order to process the proposed
increased sludge arisings.
The existing rising main running from the Golden Island Pumping Station to the inlet works
and the discharge pipe that conveys treated effluent from the WWTP to the River Shannon
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.
are adequate for the proposed upgrade and will be retained. Proposed upgrading is required
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to cater for the continued growth in population in Athlone Town and its environs.
The upgrading of the existing WWTP will be procured by means of a Design Build Operate
63
(DBO) contract. A s a result it is not possible to predict the exact design or layout of the
proposed upgraded works. Based on the Preliminary Athlone Main Drainage Review Study
(2004), the proposed upgrade will result in a doubling of the capacity of the WVVTP and will
se
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involve duplication of existing structures. The additional structures will be located in that part
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of the site which is currently undeveloped. The proposed upgrade will be constructed within
the confines of the current site boundary.
E
The stormwater storage tank at Golden Island will be constructed on lands owned by Athlone
Town Council.
13.1 DESIGN RATIONALE OF THE PROPOSED UPGRADE WORKS
The upgrade of the existing WWTP will be designed to achieve the effluent standards
required under relevant legislation, that reflect the quality objectives of the receiving waters
(River Shannon) and consider the projected hydraulic and BOD loading on the WWTP.
These are presented in Tables 13-1 and 13-2.
B
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Table 13-1 Proposed Design Standards
I-~
Biological Oxygen Demand
Suspended Solids
35 mgll
Chemical Oxygen Demand
125 mgll
Total Nitrogen
15 mgll
I
Total Phosphorus
I
I
2mg~
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.
Table 13-2 Projected Hydraulic and BOD Loading for Athlone Wastewater Treatment
Plant Upgrade t o 60,000 PE
0.097 m3/sec
to
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Design Dry Weather Flow (DWF)
25,200m3 /day
Design Hydraulic Load for Full Treatment (3DWF)
~~
3,600kglday
Design BOD Load
60,000 PE
Design Population Equivalent
ns
en
The projected hydraulic and BOD loading is based on the combination of the existing
municipal, commercial/industriaI, institutional and leachate load to the WWTP and the
Co
1
I 25 mgll
estimated increase in this load.
The Design BOD loading is based on 60g/h/d and the Dry Weather Flow (DWF) is based on
140l/h/day. The WWTP will be designed to treat a peak flow of 3 DWF. Flows greater than
3 DWF will be stored in a stormwater storage tank proposed to be located close to the
Golden Island Pumping Station.
Appropriate process technology to achieve the final effluent standard as set out in Table 131 will be used. At this stage it can be assumed that expansion of the existing biological
treatment (activated sludge system) and chemical removal of phosphorus will be required
and will involve duplication of existing process units.
/
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Athlone WWTP Upgrade-EIS- Proposed Upgrade
The proposed final effluent design standards will be met through a combination of two
approaches, namely (i) upgrading the existing facilities and (ii) construction of additional
elements. The proposed upgrade will include the following:,,. *, <“; F
,s”J%b*,
0
Upgrade the existing screening plant, inlet works and screening building,
0
Replace or build an additional sludge thickening and dewatering facility,
0
Build an additional sludge storage silo (or replace the existing one to double the
capacity),
0
Build two new aeration basins,
0
Build two new settlement tanks,
0
Relocation of the existing outlet and sampling facility, and
0
Miscellaneous Works: to include alteration and upgrade of associated pipe works,
he
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.
chambers and building alterations.
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The indicative layout and views of the proposed upgrade to the WVVTP are shown in Figure
13.1 and Figure 13.2. The location of the proposed Stormwater Storage Tank at Golden
Island is shown in Figure 1.2.
nt
o
13.2 CONSTRUCTION STAGE
se
The following construction works will be required:
Co
n
! I
Upgrade of the existing control house (to accommodate extended control panel),
Upgrade of the existing screen house (possible addition of one more screen),
Construction of 2 no. aeration basins (of similar specification to existing basins),
Construction of 2 no. settlement tanks (of similar specification to existing settlement
tanks),
0
Upgrade of the ferric sulphate holding tanks and associated bunding (to cater for
increased effluent volumes),
0
Replacement or building an additional sludge thickening and dewatering facility,
0
Construction of sludge silo (of similar specification to existing silo or replacement with
a silo with double the capacity),
Relocation of the existing outlet works and sampling facility,
P
Addition of a pump at the Golden Island Pumping Station, and
Construction of a stormwater storage tank at Golden Island.
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Athlone WWTP Upgrade-EIS - Proposed Upgrade
The impact of the construction stage of the proposed development is directly related to the
construction programme for the overall project, which includes programming of specific
elements of the project, method of construction adopted, daily timing in undertaking specific
activities and duration of construction activities. Although the construction period duration
will be approximately 2 years, individual structures will be upgraded or duplicated over
shorter periods.
It is envisaged that there will be some flexibility in the methods of construction to be used,
subject at all times to compliance with the provisions of this EIS, and related statutory
approvals. Specifics of the construction stage will relate directly to the contractor(s)
proposals as set out in the DBO contract. The contractors employed will be obliged to
implement best practice in order to minimise possible environmental impacts. This will be
fulfilled through the Best Available Techniques (BAT) approach and its implementation is
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se
.
further discussed for both the construction and operational stages in Section 13.4.
ot
he
The following section outlines the sequence of construction to be employed and details
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various aspects of this stage that could have potential to impact on the environment.
13.2.1 Sequence of Construction Phases
nt
o
Construction of the proposed upgrade will follow this sequence:
Co
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Stage 1: Site preparation and pre-construction activities,
Stage 2: Installation of temporary works and sewers,
Stage 3: Construction of piled substructures,
Stage 4: Construction of structures and superstructures, and installation of plant,
Stage 5: Implementation of landscaping plan and completion of drainage/ services where
necessary, and
Stage 6: Commissioning of the upgraded WWTP.
13.2.2 Site Preparation and Pre- Construction Activities
A site compound will be created on lands set aside for the upgrading works and will not
encroach on the existing footprint of the WWTP. It will include a site office, canteen and
sanitary facilities for employees working on site. A secure site boundary will be maintained
around the construction areas &here possible, for safety purposes and in order that the
existing WVVTP can continue to operate with minimal disturbance. The contractor will be
required to maintain site security to restrict unauthorised entry.
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