treatment of slaughterhouse water
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Treatment ofSlaughterhouse
WastewaterMike Lawrence
NDSUFall 2006
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Overview
Challenges
Wastewater Parameters
Treatment OptionsProcess Modifications
Typical On-site Treatment Options
Design Problem
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Challenges of SlaughterhouseWastewater
Wastewater contains large amountsof blood, fat, and hair
Wastewater is above municipalstandards which leaves two options;on site treatment or pay to betreated elsewhere
On site treatment with low capitaland maintenance costs is desirable
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Wastewater Parameters
BOD approx. 1,000 to 4,000 mg/L
COD approx. 2,000 to 10,000 mg/L
SS approx. 200 to 1,500 mg/LHigh Oil and Grease content
Possible high chloride content from
salting skins
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Treatment Options
Discharge to sewer to be treated bymunicipal treatment plant
Land application of wastewater forirrigation
Reduce amount of wastewater and/orconcentrations with the wastewater bychanging the processes
On site Treatment Flow Equalization, Screening, Dissolved Air
Flotation, Primary Sedimentation
Aerobic Treatment
Anaerobic Treatment
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In-Plant Modifications to ReducePollution
Main goal should be to prevent productfrom entering the waste stream and usingthe least amount of water possible
Reduce the amount of water used, savesmoney in two ways
Use high pressure and just enough
Proper detergents Lower volume of water helps equipment
Reuse as much water as possible
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Line Separation
Separating the various wastestreams as much as possible
Sanitary lines should be dischargeddirectly to the city sewer
Grease waste streams and nongrease waste streams can helpreduce treatment costs
Separate Blood line
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Blood Recovery
Blood has ultimate BOD of 405,000 mg/L
One head of cattle contains 49 lbs. ofblood which equals 10 lbs. BOD, compared
to 0.2 lbs. discharged per person per day All blood should be recovered in a
separate line draining to a tank
Blood is then dried, commonly acontinuous drier is used
Profitable end product
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Stockpen Area
Stockpen waste and other manureshould be hauled away as a solid
Cleaned periodically with as littlewater as possible
Ideally this water would go to aseparate tank
From the tank it would be emptiedinto a truck and land applied
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On-Site Treatment
Costs of treating on site or lettingthe municipality treat the wasteshould calculated
Maintenance and operation should bealso put into cost analysis
Flow equalization is usually a verygood first step in on-site treatment
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Hydrasieve
BOD Removal 5-20%
TSS Removal 5-30%
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Hydrasieve
Width(ft)
Height(ft)
Capacity(gpm)
EstimatedPrice
2 5 75 $5,200
3.5 5 150 $6,400
4.5 7 300 $8,000
5.5 7 400 $10,000
6.5 7 500 $12,000
7 7.3 1000 $20,000
14 7.3 2000 $40,000
21 7.3 3000 $60,000
28 7.3 4000 $80,000
35 7.3 5000 $100,000
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SS and Grease Removal
Grease removal could be veryprofitable
Skimming operations
20 to 30 % BOD removal
40 to 50 % SS removal
50 to 60 % grease removal
Dissolved Air Flotation, DAF30 to 35 % BOD removal
60 % SS removal
80 % grease removal
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Skimming Operation (PrimarySedimentation)
Detention time 1.5 to 2.5 hr
Overflow Rate 800 to 1200 gal/ft2*d
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Dissolved Air Flotation (DAF)
Hydraulic Loading Rate 1.5 to 5.0 gpm/ sq. ft.
Solids Removal Rate 1.0 to 2.0 lbs/hr/sq. ft.
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Anaerobic Lagoons
Ideally the lagoon would be covered, odor &gas production contained, heat retention
Not well suited for colder climates
Detention time 20 to 50 days BOD5 loading= 200 to 500 lb/ac.-d
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Anaerobic Contact Reactor (ACR)
Hydraulic Retention time 0.5-5 days
Organic Loading rate of 1.0-8.0 kgCOD/m3-d
Flocculator or
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Anaerobic Sequencing BatchReactor (ASBR)
HRT 6 to 24 hours
SRT 50 to 200 days
98% removal with
1.2kgCOD/m3
-d 92% removal with
2.4kgCOD/m3-d
Possibly rates to
5 kgCOD/m3-d Effluent SS range
between 50 100mg/Ldepending on HRT
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Upflow Anaerobic Sludge Blanket(UASB)
Proteins and fatsmay cause problemsin formation of
granules. Loading rates of
4-12 kg sCOD/m3-d
Retention times of7-14 hours
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Design Problem
Flowrate:120,000 gpd, 83 gpm, Max300 gpm
TSS=1500 mg/L
COD=5000 mg/L
sCOD=3000 mg/L
BOD5=2,000 mg/LReduce levels to municipal levels and
discharge into sewer
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Screening
Hydrasieve
Use prior to flow equalization to saveon pumps and buildup in the tanks
Design for max flow of 300 gpm
4.5 by 7 foot model will handle flow
Approximate cost of $8,000
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Primary
Loading Rate of 600 gal/ft2-d
Final Design
8 ft. wide, 25 ft. long, 10 ft. deep
8 ft. of weir w/ loading rate of 15,000gpd/ft
HRT = 3 hours
25 ft
10 ft
8 ft
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Anaerobic Lagoon
Covered for heat retentionSide depth = 8 feet
Final Design 540 lb BOD5/ac-d
HRT=80 days Plan View
400 ft
400 ft
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Anaerobic Contact Reactor
Final Design HRT=5 days
Loading Rate 1.0 kg COD/m3-d
Clarifier design based on 24m/dsettling velocity
30 ft
56 ft
10 ft
16ft
ClarifierAnaerobic Contact Reactor,Completely Mixed
Flocculator,Deglassifier
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Aerated Sequencing Batch Reactor
Two reactors of same size Feed 8 hr, react 37.5 hr, settle 2 hr,
drain .5 hr
Feed 8 hr, react 13.5 hr, settle 2 hr,drain .5 hr
46 ft
24 ft
Sludge waste
at bottom
Supernatant Drain 11.5ft above bottom
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Upflow Aerated Sludge BlanketReactor
Loading Rate of 10 kg sCOD/m3-d
Two tanks, operated in parallel
Diameter = 4.5 m, Height= 7 m,
2.5 m for gas storage
7 m
4.5 m
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Final Design
Include Hydrasieve: effectiveness andlow capital, O & M costs
Upflow Anaerobic Sludge BlanketReactor
Tank is smaller than most of the othersdue to high organic loading rate
Provides constant source of methanegas
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