Treatment of Slaughterhouse Wastewater Mike Lawrence NDSU Fall 2006 Overview Challenges Wastewater Parameters Treatment Options Process Modifications Typical On-site Treatment Options Design Problem.
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Transcript Treatment of Slaughterhouse Wastewater Mike Lawrence NDSU Fall 2006 Overview Challenges Wastewater Parameters Treatment Options Process Modifications Typical On-site Treatment Options Design Problem.
Treatment of
Slaughterhouse
Wastewater
Mike Lawrence
NDSU
Fall 2006
Overview
Challenges
Wastewater
Parameters
Treatment Options
Process Modifications
Typical On-site Treatment Options
Design Problem
Challenges of Slaughterhouse
Wastewater
Wastewater
contains large amounts
of blood, fat, and hair
Wastewater is above municipal
standards which leaves two options;
on site treatment or pay to be
treated elsewhere
On site treatment with low capital
and maintenance costs is desirable
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/L
High Oil and Grease content
Possible high chloride content from
salting skins
Treatment Options
Discharge to sewer to be treated by
municipal treatment plant
Land application of wastewater for
irrigation
Reduce amount of wastewater and/or
concentrations with the wastewater by
changing the processes
On site Treatment
– Flow Equalization, Screening, Dissolved Air
Flotation, Primary Sedimentation
– Aerobic Treatment
– Anaerobic Treatment
In-Plant Modifications to Reduce
Pollution
Main goal should be to prevent product
from entering the waste stream and using
the least amount of water possible
Reduce the amount of water used, saves
money in two ways
Use high pressure and just enough
Proper detergents
Lower volume of water helps equipment
Reuse as much water as possible
Line Separation
Separating
the various waste
streams as much as possible
Sanitary lines should be discharged
directly to the city sewer
Grease waste streams and non
grease waste streams can help
reduce treatment costs
Separate Blood line
Blood Recovery
Blood has ultimate BOD of 405,000 mg/L
One head of cattle contains 49 lbs. of
blood 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 a
continuous drier is used
Profitable end product
Stockpen Area
Stockpen
waste and other manure
should be hauled away as a solid
Cleaned periodically with as little
water as possible
Ideally this water would go to a
separate tank
From the tank it would be emptied
into a truck and land applied
On-Site Treatment
Costs
of treating on site or letting
the municipality treat the waste
should calculated
Maintenance and operation should be
also put into cost analysis
Flow equalization is usually a very
good first step in on-site treatment
Hydrasieve
BOD Removal 5-20%
TSS Removal 5-30%
Hydrasieve
Width Height Capacity Estimated
(ft)
(ft)
(gpm)
Price
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
SS and Grease Removal
Grease
removal could be very
profitable
Skimming operations
– 20 to 30 % BOD removal
– 40 to 50 % SS removal
– 50 to 60 % grease removal
Dissolved
Air Flotation, DAF
– 30 to 35 % BOD removal
– 60 % SS removal
– 80 % grease removal
Skimming Operation (Primary
Sedimentation)
Detention
time 1.5 to 2.5 hr
Overflow Rate 800 to 1200 gal/ft2*d
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.
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
Anaerobic Contact Reactor (ACR)
Hydraulic
Retention time 0.5-5 days
Organic Loading rate of 1.0-8.0 kg
COD/m3-d
Flocculator or
Anaerobic Sequencing Batch
Reactor (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/L
depending on HRT
Upflow Anaerobic Sludge Blanket
(UASB)
Proteins and fats
may cause problems
in formation of
granules.
Loading rates of
4-12 kg sCOD/m3-d
Retention times of
7-14 hours
Design Problem
Flowrate:120,000
gpd, 83 gpm, Max
300 gpm
TSS=1500 mg/L
COD=5000 mg/L
sCOD=3000 mg/L
BOD5=2,000 mg/L
Reduce levels to municipal levels and
discharge into sewer
Screening
Hydrasieve
Use
prior to flow equalization to save
on 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
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 15,000
gpd/ft
– HRT = 3 hours
10 ft
8 ft
25 ft
Anaerobic Lagoon
Covered
for heat retention
Side depth = 8 feet
Final Design 540 lb BOD5/ac-d
HRT=80 days
Plan View
400 ft
400 ft
Anaerobic Contact Reactor
Final
Design HRT=5 days
Loading Rate 1.0 kg COD/m3-d
Clarifier design based on 24m/d
settling velocity
56 ft
16ft
Anaerobic Contact Reactor,
30 ft
Completely Mixed
Clarifier
Flocculator,
Deglassifier
10 ft
Aerated Sequencing Batch Reactor
Two reactors of same size
Feed 8 hr, react 37.5 hr, settle 2 hr,
.5 hr
Feed 8 hr, react 13.5 hr, settle 2 hr,
.5 hr
drain
drain
24 ft
46 ft
Supernatant Drain 11.5
ft above bottom
Sludge waste
at bottom
Upflow Aerated Sludge Blanket
Reactor
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
4.5 m
7m
Final Design
Include
Hydrasieve: effectiveness and
low capital, O & M costs
Upflow Anaerobic Sludge Blanket
Reactor
Tank is smaller than most of the others
due to high organic loading rate
Provides constant source of methane
gas