Cloneqal W TW ATTACHMENT C1 The existing WWTP had been built in 1985 for an estimated capacity of 200 pe. The WWTP is currently receiving a load of 400pe. In spire of this the existing WWTP is performing in a reasonable manner particularly with regard to BOD and Suspended Solids. There is no nutrient removal at the WWTP so the WWTP would not be reducing P levels down to lmg/l. There is also no storm water facilities at the WWTP and currently storm water discharges directly and untreated to the River Derry. During the economic upturn of the 2000s Clonegal began to come under Development pressures and Carlow County Council saw Clonegal as a suitable location to develop as a settlement town. Carlow County Council moved to the procurement of a new WWTP at Clonegal with a proposed capacity of 1,000pe to satisfy its requirements in line with : Q National Development Plan Q Water Framework Directive Q Habitats Directive Q Drinking Water Directive ’ Q Urban Waste Water Regulations Carlow County Council progressed the new Clonegal WWTP to tender stage during 2004. Funding was obtained under the Small Schemes. In the Small Schemes the Government funds 75% of the scheme with the remaining 25% ffom Development Levies. The Clonegal WWTP upgrade was tendered as a DBO bundle with the Rathoe WWTP project. Tenders were received during May 2008 and the Tender was awarded to E.P.S. Ltd. The new works at Clonegal will consists of the following: 0 0 Inlet 6mm screening and de-gritting on all flows, including storm flows. Storm water holding of 3DWF for 2 hours, providing settlement and a baffled outlet for overflow to the River Derry, with held storm water returned for treatment. Flow measurement of flow to full treatment and storm overflow. Secondary treatment using aeration and settlement working in a process known as a Sequence Batch Reactor. Tertiary treatment using a sand filtration system. Phosphorous reduction using ferric dosing. Sludge holding and thickening tank with flow measurement for sludge removed fi-om site. 0 o 0 0 0 1 For inspection purposes only. Consent of copyright owner required for any other use. EPA Export 26-07-2013:15:04:21
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Cloneqal WTW ATTACHMENT C1 · 2013. 7. 26. · Cloneqal WTW ATTACHMENT C1 The existing WWTP had been built in 1985 for an estimated capacity of 200 pe. The WWTP is currently receiving
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Cloneqal W T W ATTACHMENT C1
The existing WWTP had been built in 1985 for an estimated capacity of 200 pe. The WWTP is currently receiving a load of 400pe. In spire of this the existing WWTP is performing in a reasonable manner particularly with regard to BOD and Suspended Solids.
There is no nutrient removal at the WWTP so the WWTP would not be reducing P levels down to lmg/l.
There is also no storm water facilities at the WWTP and currently storm water discharges directly and untreated to the River Derry.
During the economic upturn of the 2000s Clonegal began to come under Development pressures and Carlow County Council saw Clonegal as a suitable location to develop as a settlement town.
Carlow County Council moved to the procurement of a new WWTP at Clonegal with a proposed capacity of 1,000pe to satisfy its requirements in line with :
Q National Development Plan Q Water Framework Directive
Q Habitats Directive Q Drinking Water Directive
’ Q Urban Waste Water Regulations
Carlow County Council progressed the new Clonegal WWTP to tender stage during 2004. Funding was obtained under the Small Schemes. In the Small Schemes the Government funds 75% of the scheme with the remaining 25% ffom Development Levies.
The Clonegal WWTP upgrade was tendered as a DBO bundle with the Rathoe WWTP project. Tenders were received during May 2008 and the Tender was awarded to E.P.S. Ltd.
The new works at Clonegal will consists of the following:
0
0
Inlet 6mm screening and de-gritting on all flows, including storm flows. Storm water holding of 3DWF for 2 hours, providing settlement and a baffled outlet for overflow to the River Derry, with held storm water returned for treatment. Flow measurement of flow to full treatment and storm overflow. Secondary treatment using aeration and settlement working in a process known as a Sequence Batch Reactor. Tertiary treatment using a sand filtration system. Phosphorous reduction using ferric dosing. Sludge holding and thickening tank with flow measurement for sludge removed fi-om site.
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The treatment standards for the new works are :
BOD IOmg/l 95%ile TSS 1 Omg/l 95%ile AmmN 5mg/l 95%ile Total P lmg/l 95%ile
The proposed Clonegal WWTP is designed to receive a DWF of 230m3 per day. The WWTP can cater for a peak flow of 45Vs.
The WWTP will treat flows up to 3 DWF, 690m3 a day.
The Existing Works
The flows enter the WWTP via a 225mm diameter sewer at the north eastern end of the site.
The manhole within the site boundary contains a storm overflow which consists of a 225mm pipe to the river. The storm water currently receives no screening at this location.
I t then enters a forward feed pump sump. There is a duty and standby pump in the forward feed chamber.
It then is pumped to the Aeration Tank, a concrete tank 6.8m by 6.8m in area and 3.5m deep. Here the effluent receives aeration via a 2.8 kw Venturi Aerator sitting on the floor of the tank. There is a screening mechanism on the pipe incoming into the aeration.
From the Aeration Basin the effluent flows into the clarifier. The clarifier is a concrete tank 4.6m by 4.6m in area and with a hopper at the centre. The hopper at the centre collects sludge. Sludge is then returned to the aeration tank or drawn off by a sludge tanker and transferred to Tullow WWTP.
There is a sludge drying bed on the site but this has not been used for a long period due to issues with smells and odours.
From the Clarifier the effluent discharges into an outlet chamber. There is a measuring device in the outlet chamber but this is not working.
From the outlet chamber effluent then discharges to the River Derry via a 225mm diameter outlet pipe.
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Clonegal WWTW c2 -
There are no pumping stations in the Clonegal catchment and there are no overflows in the drainage network other than .at the new wastewater treatment works. At the treatment works there are two discharges, that of the final effluent and that for the overflow fi-om the storm water holding and settlement tank.
The final effluent (3DWF) is tertiary treated to the following standard.
The storm water is treated in the following manner:
All flows are screened(6mm) and de-gritted and then any storm water flow above 3DWF(43m3/hr) is overflowed 1.0 the storm water holding tank. This tank has a storage capacity of 2 hours at 3DWF. If the tank fills up then settled, screened and de-gritted storm water is overflowed to the: river, via a baflled overflow pipe, this flow is measured and recorded. The held storm water in the tank is returned to the forward feed pumping station and provided with secondary treatment, as inlet flows permit, this is managed by the operator.
The new Clonegal WWTP with a capacity of 1,000pe will cater for development in the Clonegal area up to 2020 and ensure a good quality effluent to the Clonegal.
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i i L
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Clonepal WWTP: SBR CvcPe Justification
SBR No.1 Fill & Anoxic Fill & Aerale Fill & Aerale Fill & Aerale
Aerate Settle Settle
Decant
The SBRs at Clonegal are designed to accept 3 DWF + all re-circulated flow at all times during their cycle. The design is based upon a 4-hour cycle which is broken down into the following 30 minute periods;:
Time SBR No.2 30 mins Aerate 30 mins Settle 30 mins Settle 30 mins Decant 30 mins Fill & Anoxic 30 mins Fill & Aerate 30 mins Fill & Aerate 30 mins Fill & Aerate
Regardless of the flow entering the plant, the 4-hour cycle remains at a constant, i.e., if flows are low the tank will only partially f i l l before the aeration stage is initiated. At maximum flow the SBRs will hlave enough capacity to continuously receive 3 DWF + all re-circulated flows:
3. Total flow sent to SBR at 3 DWF = 75 1.2m3/day = 3 1.3m3/hr
4. Maximum volume received by each SBR in a 2 hour cycle = 62.6m3
5. Maximum SBR Decant Volume (including all re-circulated flows):
= 6.75m x 5.0m x I .9m Decant Depth = 64.125m3 / SBR
6. A 4 hour cycle will be as follows at 3 DWF: m m l 0 5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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7. 4 hour cycle = 6 cycles/day x 2 tanks = 769.5m3/day. This is the maximum volume that can be drawn off by the decant arm every day and includes all re- circulated flows (supernatant, filter backwash, screen wash water)
Stream SBR1 SBR2
8. At 1 DWF (=10m3/hr), the cycle time remains the same:
2 hours 2 hours FX FA A S I D A S I D FX FA 0.5 0.5 I 0.5 I 0.5 0.5 0.5 I 0.5 I 0.5
- _ _ SBR1 SBR2
9. At 2 DWF (= 20m3/hr), the cycle time remains the same:
~
FX FA A S I D A S I D FX FA 0.5 0.5 I 0.5 I 0.5 0.5 0.5 1 0.5 I 0.5
I Stream I 2 hours I . 2hours I
I I I I I I I
10. As the cycle time does not change (i.e. six cycledday is a constant) the only variant is the decant depth. For example, at 1 DWF the maximum decant depth
. will be 0.67m and at 3 DWF the maximum decant depth will be 1.9m.
Because sufficient capacity has been allowed in the Decant Volume for 2 hours storage of 3DWF + re-circulated flows, and due to the fill cycle switching between tanks every 2 hours, there will never be a need to spill to storm as long as the incoming flow does not exceed 3 DWF.
Enough capacity has been provided in the SBRs to accommodate an instantaneous increase in flow from 1 DWF to 3 DWF at any stage during the f i l l cycle. Since there is always a f i l l cycle in progress, no balancing is required before the SBRs.
In the case of 6 DWF being reached (3 DWF to treatment, 3 DWF to storm), the storm tanks are appropriately sized for 2 hours storage as per the specification.
preliminary treatment, the wastewater enters a distribution chamber. An
actuated valve on the inlet to each SBR dictates which SBR receives flow.
Provision shall be made for air blowers to serve the SBR as required. Air blowers shall be controlled by an individual D.O. meter per SBR.
The system shall be design to allow fill, anoxic, aerate for a preset time (refer to SBR cycle chart). Once the preset time for fill, anoxic, aeration is complete, settlement stage starts. IOnce the preset settlement time expires the decanted supernatant shall be discharged by a floating arm draw-off assembly, which shall be connected to a winch at the top of the tank. Once the decant cycle is complete, the floating arm draw off shall be returned to the park position by the electric winch, and tlhe cycle shall be repeated.
1. SBR Sequence of Operation:
a. Fill/Anoxic - incoming screened and de-gritted raw sewage with the biological mass in to SBR.
b. Aeration -- Aeration shall be supplied by fine bubble diffused aeration system. The oxygen brings the biological mass from a latent state to a food-consuming active state
c. React Cyc1.e - during this phase the raw sewage flow ceases and is transferred to the second SBR. The biological mass now breaks down the remaining sewage and consumes it as food
d. Settle - Aleration is inhibited, and the biological mass begins to settle. The biological mass continues to use oxygen and goes to a
latent statle when all the oxygen is consumed
e. Draw/Decant - After settling occurs, a clear liquid shall form at the top of the tank. This liquid shall be through the decant arm
f. Sludge Wasting - At the end of the process cycle a percentage of
the biological mass shall be pumped from the SBRs to the
Clonegal WWTP Page 5 of g
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sludge holding tank. This shall maintain the correct concentration of biomass within the SBR.
Provision shall be made within SBR for a fine bubble diffused aeration system.
Scum shall be removed using a surface scum scraper, into box into sludge holding tank.
Sludge draw off from the each SBR will include 1 no. Waste Activated Sludge (WAS) duty per SBR and 1 no. common standby.
The supernatant from the sludge holding tank shall flow by gravity back to the works to the splitter chamber for recycling through the works.
Each SBR tank will contain the following mechanical and electrical equipment:
Wasted sludge shall have a solids content of 0.75% DS and shall be pumped from each SBR into the sludge holding tank to be thickened to 3 %DS.
3.4 Phosphorous Removal
3.4.1 Chemical treatment
Phosphorous exists in three main forms in wastewater; ortho-phosphate, polyphosphate and organic phosphate. During aerobic treatment, the latter two forms are converted to ortho-phosphate, which is the easiest form to precipitate using chemical addition.
E.P.S. proposes to remove phosphorous using chemical dosing of Ferric Sulphate (Fe2S04). It is proposed to dose Fe2S04 directly into splitter chamber.
3.5 Tertiary 'Ikeatment
Water shall be fed into an area below the entire sand bed. As the water rises to the surface, the particles if dirt remain between the grains of sand. Once the water is above the sand bed, shall be treated.
The cleaning of the filter shall be performed by the sand washer, which continuously flushes the sand grains in the filter. An airlift sucks up sand from the bottom, where the grains are dirtiest, and feeds them into the sand washer. In the washer the dirt shall be separated from the grains of sand, partly through flushing, partly through fiction. The clean sand shall then returned to the sand bed in an even layer at the surface.
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3.6 Final Effluent
Final effluent prior to discharge to an outfall shall be subject to outflow measurement and sampling. A composite flow proportional wastewater sampler shall provide sampling.
3.7 Instrumentation
3.7.1 Flow Metering
1 no. Inlet flow 0 1 no. Outlet flow
1 no. Row to treatment
3.7.2 Dissolved Oxyipen (DO) Metering
0 1 no. each SBRTiank
3.7.3 Automatic Sampler
I no. on inlet f low 1 no. on outlet flow
Clonegal WWTP Page g of g
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1
EPS Dual SBR Cycle SBR No.1 Time SBR No.2
Fill & Anoxic 30 mins Aerate Fill & Aerate 30 mins Settle Fill & Aerate 30 mins Settle Fill & Aerate 30 mins Decant --
Aerate 30 mins Fill & Anoxic Settle 30 mins Fill & Aerate Settle 30 mins Fill & Aerate
Decant 30 mins Fill & Aerate
Clonepal WWTP: SBR Cvcle Justification
Stream
I D 0.5 I 0.5 I 0.5
The SBRs at Clonegal are designed to accept 3 DWF + all re-circulated flow at all times during their cycle. The design is lbased upon a 4-hour cycle which is broken down into the following 30 minute periods:
2 hours A S I D
FX FA 0.5 0.5 I 0.5 I 0.5
Regardless of the flow entering the plant, the 4-hour cycle remains at a constant, i.e., if flows are low the tank will only lpartially f i l l before the aeration stage is initiated. At maximum flow the SBRs will have enough capacity to continuously receive 3 DWF + all re-circulated flows:
3. Total flow sent to SBR ait 3 DWF = 75 1.2m3/day = 3 1.3m3/hr
4. Maximum volume received by each SBR in a 2 hour cycle = 62.6m3
5. Maximum SBR Decant Volume (including all recirculated flows):
= 6.75m x 5.0m x 1.9m Decant Depth = 64.125m3 / SBR
6. A 4 hour cycle will be as follows at 3 DWF:
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7. 4 hour cycle = 6 cycles/day x 2 tanks = 769.5m3/day. This is the maximum volume that can be drawn off by the decant arm every day and includes all re- circulated flows (supernatant, filter backwash, screen wash water)
Stream SBRI S B R 2
8. At I DWF (=10m3/hr), the cycle time remains the same:
2 hours 2 hours FX FA A S I D A S D FX FA 0.5 0.5 [ 0.5 0.5 0.5 0.5 I 0.5 I 0.5
Stream I 2 hours I 2 hours SBR 1 I FX L... FA \ A \ S I D SBR2 I A 1 S I D I F X I FA
I 0.5 I 0.5 1 0.5 I 0.5 I 0.5 I 0.5 I 0.5 I 0.5 I I I I I I I I I I
9. At 2 DWF (= 20m3/hr), the cycle time remains the same:
I O . A s the cycle time does not change (i.e. six cycles/day is a constant) the only variant is the decant depth. For example, at 1 DWF the maximum decant depth wil l be 0.67m and at 3 DWF the maximum decant depth will be 1.9m.
Because sufficient capacity has been allowed in the Decant Volume for 2 hours storage of 3DWF + re-circulated flows, and due to the f i l l cycle switching between tanks every 2 hours, there will never be a need to spill to storm as long as the incoming flow does not exceed 3 DWF.
Enough capacity has been provided in the SBRs to accommodate an instantaneous increase in flow from 1 DWF to 3 DWF at any stage during the fill cycle. Since there is always a f i l l cycle in progress, no balancing is required before the SBRs.
In the case of 6 DWF being reached (3 DWF to treatment, 3 DWF to storm), the storm tanks are appropriately sized for 2 hours storage as per the specification.
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Population Equivalent Flow DWF Running hours DWF FFl- Peak flow Supernatant return now -
Screens Screens aperture Screenings storage Screenings storage type Screen Min capacity Screen wash water Screen wash water frequency Screen wash water flow rate -
11 DWF I No. 6 mm 2 No.
105 m 3 h 1 I/S
I min/h 0.06 m3h
whee I ie bin
105 m3/h
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Storm Flows I Storm Flow 11 DWF Storm Storage @ Peak Flow Storm Tank Volume req Storm Tank Volume offered Storm return pumps Storm return pumps flow rate No. Tanks each Tank Length each Tank Width each Tank Depth each Water Depth
Biological Treatment 3 DWF Supernatant Return Flow Total Flow to Treatment No. SBR Tanks each Working Volume Retention Time each Tank Length each Tank Width each Tank Depth each Water Depth No. of cyclesJSBR Fill volumelcycle MLSS MLVSS Max Decant depth Decant time Decant flow rate Denitrification rate FM ratio BOD loading Sludge age Min Temperature Max Temperature
2.40 h 72 m3 82 m3 2 No.
. 15 m3h 2 No.
5.4 rn 2.7 m 3.1 m 2.8 m
30 m 3 h . 1.3 m3h
31.3 m3h 2 No.
125 m3 25 h 5 m
6.75 rn 4 m
3.7 m 6 No.
62.6 ni3 3,000 mgll 2,768 mgll 1.90 m 0.50 h 128 m3h 0.02 0.09 0.24 kdm3.d
. 19.4 d IO c 20 c
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I
- Ixygen Requirements - 'arbonaceow ,pecific oxygen consumption 'eak factor Ixygen Transfer Rate (a) 3xygen Transfer Rate (0) 3xygen Requirement
Total oxygen requirement Dissolved oxygen concentration at 20C Dissolved oxygen concentration Aeration Time Total oxygen requirement Safety factor Oxygen transfer rate Specific oxygen input Air capacity per diffuser
No. of Blowers Blowers min capacity No. of diffusers Oxygen transfer efficiency -
I .2 1.2
0.65 0.9 I23
4.3 43 1.2
5 I .60
174.6 9.08
2 12
7.28 1.5
10.91 15 5
2 191.4
38
kg 02kg BOD
kg 02/d
kg02/kg N Kg02/d
KgO2/d
Kg02/d mgfl mg/l h Kg02h.SBR
kg/h.SBR g O2Mm3 x msd Nm3h.diffUser
NO. (Duty/Standby)
N m 3 h No.
2.5 kg 02ikW.h
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Ferric Dosing Phosphorous to be removed Rat io Solution strenght Weight of ferric sulphate P Volume of Ferric required safety factor Volume of Ferric required No. of dosing pumps Each flow rate Storage tank Storage tank capacity Storage tank capacity
3.26 kgfd I .25 45 Yo
58.42 kg I .56
37.45 Vd I .4
52.43 Vd 2 No. (Duty/Standby)
2.2 I i h IBC 1.0 m3
26.7 d I 1
Sludge Production Waste activated sludge production Sludge yield Sludge age Quantity of waste activated sludge
Chemical sludge production Quantity of phosphorous to be removed Quantity of sludge production Quantity of chemical sludge
Total sludge production Sludge volume (@ 0.75YoDS Wasting time Sludge volume (@ 0.75%DS WAS pumps WAS pumps flow rate + 20%
1.1 23.1 d 68.7 kg DS/d
3 kg/d
16.296 kg DSld 5 kg/kg
. 85.0 kgDS/d 11.3 m3/d 10 min/cycle.SBR
5.65 m3h 2 No. (Duty/Stand by)
6.8 m 3 h
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Sludge Holding Tank No. Tanks Design DS Working Volume required Storage capacity required Working Volume offered Expected outlet DS Tank Length Tank Width Tank Depth Water Depth Floor slope supernatant
1 No. 1.5 %DS 171 m3 30 d
236 m3 2.5 % D S 10 m 6.2 m 4 m
3.8 m 7.5 degrees 7.9 m3ld
Balance Tank No. of Balance Tanks each Balance tank working volume Total working Volume each Decant Volume at 3 DWF no. Forward pumps Flow rate Balance Tank capacity required @ 3DWF
2 No. 34 m3 68 m3
64.12 m3 2 No. (Duty/Standby) 60 m3h 2 h
Tertiary Treatment No. of Sand filters Flow rate Filter bed SA Max Washwater consumption Max supernatant Length Width Height
1 No. 60 m3h
9.75 m2 IO to20 Vmin
0.9 m3h 4.3 m 2.7 m
2.02 m
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Phosphobus :in rthe.Effluent 0.24 kg
2 mg/l 1 1 1 mg/l 1.25 1
0.5 mg/l 1.5 1
3.00 Amou 2.16 kg
4
Consent P Molar weight 1.806'15 1613 Ratio 1.25
Solution strength 415.0°/o Weight of Ferric Sulphate 38.71 kg
\ 9 %
Specific gravity 1.56 Volume of Ferric Sulphate 24.81 I/day
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i ' i i
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