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FIGURES
No. Page
1 Schematic Diagram of the Three Hydraulic Waste 2
Management Systems
2 Details of the Flush Tanks 19
3 Flush Tank Similar to the Ones in the Three Systems 20
4 Details of the Aeration Basin System 22
5 The 12 m Aeration Basin 24
6 Details of the Lagoon Aeration Basin System 26
7 The 6 m Aeration Basin 28
8 Details of the RBC System 29
9 Details of the RBC 32
10 BOD5 vs. Time for the 12 m Aeration Basin Effluent, 38
August 1971 to May 1972
11 COD vs. Time for the 12 m Aeration Basin Effluent, 39
August 1971 to May 1972
12 Total and Volatile Solids vs. Time for the 12 m Aeration 42
Basin Effluent, August 1971 to May 1972
13 Total Phosphate Cone. vs. Time for the 12 m Aeration 43
Basin Effluent, August 1971 to May 1972
14 Chloride Cone. vs. Time for the 12 m Aeration Basin 44
Effluent, August 1971 to May 1972
15 Dissolved Oxygen Cone. vs. Time for the 12 m Aeration 46
Basin Effluent, August 1971 to May 1972
16 pH vs. Time for the 12 m Aeration Basin Effluent, August 47
1971 to May 1972
V..
17 Ammonia and Nitrate Cone. vs. Time for the 12 m Aeration 48
Basin Effluent, August 1971 to May 1972
18 Organic Nitrogen Cone. vs. Time for the 12 m Aeration 50
Basin Effluent, August 1971 to May 1972
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No. Page
19 Lagoon Effluent and 6 m Aeration Basin Effluent BODs 54
Concentration vs. Time for the Period July 1971 to May 1972
20 Lagoon Effluent and 6 m Aeration Basin Effluent COD Con- 55
centration vs. Time for the Period July 1971 to May 1972
21 Lagoon Effluent and 6 m Aeration Basin Effluent Total and 56
Volatile Solids Concentrations vs. Time for the Period
July 1971 to May 1972
22 Lagoon Effluent and Total Phosphate Concentrations vs. Time 58
for the Period July 1971 to June 1972
23 Total Phosphate Concentration vs. Time for the 6 m Aeration 59
Basin Effluent for the Period July 1971 to May 1972
24 Chloride Concentration vs. Time for the Lagoon-Aeration 60
Basin System Effluent for the Period July 1971 to May 1972
25 Lagoon Effluent and 6 m Aeration Basin Effluent pH vs. 61
Time for the Period July 1971 to May 1972
26 Lagoon Effluent and 6 m Aeration Basin Ammonia Concentra- 62
tion vs. Time for the Period July 1971 to May 1972
27 Lagoon Effluent and 6 m Aeration Basin Effluent Nitrate 63
Concentration vs. Time for the Period July 1971 to March 1972
28 Lagoon Effluent and 6 m Aeration Basin Dissolved Oxygen 65
Concentration vs. Time for the Period August 1971 to
May 1972
29 Lagoon Effluent and 6 m Aeration Basin Effluent Organic 66
Nitrogen Concentration vs. Time for the Period July 1971
to April 1972
30 RBC Overflow for Wet Well Water Level Control 68
31 Influent and Effluent BOD5 Concentration vs. Time for the 74
RBC During the Period July 1971 to May 1972
32 Influent and Effluent COD Concentrations vs. Time for the 75
RBC During the Period July 1971 to May 1972
33 Influent and Effluent Temperature vs. Time for the RBC 76
During the Period July 1971 to May 1972
vi
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Mo. Page
34 Long Term BOD Results Obtained by Analysis of RBC Influent 77
Samples on February 28 and July 31, 1972
35 Influent and Effluent Total Solids and Volatile Solids 79
Concentrations vs. Time for the RBC During the Period
July 1971 to May 1972
36 Influent Dissolved Oxygen Concentration vs. Time for the 80
RBC During the Period January to April 1972
37 Effluent Dissolved Oxygen Concentration vs. Time for the 81
RBC During the Period August 1971 to May 1972
38 Influent and Effluent Nitrate Concentrations vs. Time 83
for the RBC During the Period August 1971 to March 1973
39 Influent and Effluent Ammonia Concentrations vs. Time 84
for the RBC During the Period July 1971 to May 1972
40 Influent and Effluent Organic Nitrogen Concentrations 85
vs. Time for the RBC Effluent for the Period July 1971
to May 1972
41 Influent Chloride Concentrations vs. Time for the RBC 86
During the Period July 1971 to May 1972
42 Effluent Chloride Concentration vs. Time for the RBC 87
During the Period July 1971 to May 1972
43 Influent Total Phosphate Concentration vs. Time for the 88
RBC During the Period July 1971 to May 1972
44 Effluent Total Phosphate Concentration vs. Time for the 89
RBC During the Period July 1971 to May 1972
45 The Aerator Used for the Period November 1972 to June 1973 98
46 Temperature vs. Time for the Mixed Liquor in the Aeration 100
Basin, and of the Surrounding Air. The Time Period Covered
in Each Case is From Immediately Before an Addition of
Slurry to a Few Hours After a Second Addition
47 COD vs. Time of the Mixed Liquor in the Basin During the 103
Aerob-A-Jet Study
48 Revised Flushing Gutter and Slat Arrangement Used in Two 107
Finishing Buildings
vii
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TABLES
No. Page
1 Summary of the Three Swine Waste Systems Evaluated at 1
the Bilsland Memorial Research Station
2 Details of the Aeration Basin System 23
3 Details of the Lagoon Aeration Basin System 27
4 Details of the RBC System 30
5 Details of the RBC 33
6 Effluent Water Quality From the 12 m Aeration Basin 40
Serving Two Farrowing Buildings, 14 Pens per Building,
August 1971 to April 1972, Average Values mg/1
c
7 Constituent Removal Efficiency of the 12 m Aeration 40
Basin Serving Two Farrowing Buildings, 14 Pens per
Building, July 22 to November 2, 1971
8 Waste Treatment Performance of the Lagoon-Aeration Basin 53
System, July 22, 1971 to March 16, 1972 When Irrigation
Began
9 Waste Treatment Performance of the RBC System During the 72
Period July 1971 to April 1972
10 Strength of Waste Added to the Aeration Basin During the 101
Aerob-A-Jet Study (mg/1)
11 Strength of Waste in the Aeration Basin During the Aerob- 102
A-Jet Study (mg/1)
12 RBC Performance Under Various Flow Rates After Revitali- 105
zation
13 Weights of Animals in the Aeration Basin System for 116
Various Dates
14 Weight of Animals in the Lagoon-Aeration Basin System 117
for Various Dates
15 Weight of Animals in the RBC System for Various Dates 118
16 RBC Influent Water Analysis Data 121
viii
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No. Page
17 Results of Water Quality Analyses Conducted on the 125
RBC Lagoon Supernatant Including the Time this Water
was not Serving as RBC Influent
18 RBC Influent Temperature and Dissolved Oxygen Data 126
19 RBC Effluent Water Analysis Data 127
20 RBC Effluent Temperature and Dissolved Oxygen Data 131
21 Twelve Meter Aeration Basin Water Analysis Data 132
22 Twelve Meter Aeration Basin Temperature and Dissolved 135
Oxygen Data
23 Anaerobic Lagoon Supernatant of the Anaerobic Lagoon- 136
Aeration Basin System Chemical Data
24 Anaerobic Lagoon Supernatant of the Anaerobic Lagoon- 140
Aeration Basin System Temperature and Dissolved Oxygen
Data
25 Six Meter Aeration Basin Water Analysis Data 141
26 Six Meter Aeration Basin Temperature and Dissolved 145
Oxygen Data
ix
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ACKNOWLEDGEMENTS
This project was conducted at the Bilsland Swine Genetics Research
Station as part of the overall animal waste management program at Iowa
State University. This work would not have been possible without the
substantial direct and related project support provided by the Iowa
Agriculture and Home Economics Experiment Station, Iowa State Engineering
Research Institute, the Environmental Protection Agency, and the Public
Health Service.
The operation of the waste treatment systems, data collection, and
evaluation during the initial testing program were part of the graduate
training program of Howard F. Person. His diligent work is gratefully
acknowledged. Subsequent evaluation and system modifications were largely
performed by G. Brent Parker. The design of the systems, construction,
report preparation, and overall project direction were the responsibility
of Agricultural Engineering Department staff members Thamon E. Hazen,
Arthur R. Mann, J. Ronald Miner, and Richard J. Smith.
The rotating biological contactor was designed, fabricated, installed,
and modified by the Autotrol Corporation of Milwaukee, Wisconsin. Frank
Koehler and Robert J. Hynek were the men who bore major responsibility in
this portion of the project.
R. S. Blough and Kenneth Joslin of Fairfield Engineering Co., Fair-
field, Iowa contributed significantly to the work done on the Aerob-A-
Jet. The patience and cooperation of the personnel responsible for the
daily operation of the swine genetics research station has been appreciated.
Particular gratitude is due Mr. Joe T. Morrissey and Dr. Lauren Christian
for their cooperation.
This project was supported in part by a Demonstration Grant from
the Environmental Protection Agency. The assistance and counsel pro-
vided by Mr. Ronald R. Ritter, Project Officer, is gratefully acknowledged.
-------
SECTION I
SUMMARY AND CONCLUSIONS
Three waste management systems serving a total of eight confinement
buildings were developed to serve part of a swine genetics research sta-
tion. Four of the buildings are used for farrowing and the other four
for growing-finishing. The flushing gutter concept was used for hydrau-
lic cleaning and transport of the manure to the treatment facilities. In
all systems the treated effluent was returned to the building for flushing
the gutters and the excess liquids applied to adjacent land using con-
ventional irrigation equipment. The three systems are summarized in
Table 1 and Figure 1.
Table 1. SUMMARY OF THE THREE SWINE WASTE SYSTEMS EVALUATED
AT THE BILSLAND MEMORIAL RESEARCH STATION.
System
Aeration basin
Lagoon-aeration
basin
RBC
Buildings
served
2 farrowing
2 farrowing
4 finishing
Animal
capacity
28 sows and
litters
56 sows and
litters
700 hogs
Treatment
system
Aeration basin
Anaerobic lagoon-
aeration basin
Anaerobic lagoon-
rotating biologi-
cal contactor
BUILDINGS
The eight buildings are similar to the extent that each had adjacent
pens that form a single row, with a common gutter passing through all the
pens. The pen floors slope five percent toward the gutter. The gutters
in the farrowing pens are 61 cm wide while those in the growing-
finishing buildings are 77 cm wide. During most of the project period,
all gutters were 7.62cm deep and had 0.4-^percent slope the length
of the building. A syphon-activated flush tank, located at the upper
-------
AERATION
BASIN
ANAEROBIC LAGOON
ANAEROBIC LAGOON
CROP LAND FOR
IRRIGATION
Figure 1.
Schematic diagram of the three hydraulic
waste management systems.
-------
end of each gutter discharged about 400 liters of water in approximately
40 seconds whenever the liquid depth in the tank reached 46 cm. The
frequency of flushing was controlled by the rate at which water was
pumped into the tanks. At the lower end of the gutters, the carriage
water and transported manure dropped into a 15 cm plastic sewer line
and flowed by gravity to the waste treatment system.
Recently, in two of the growing-finishing buildings, the gutter was
deepened, its cross section modified, its slope was increased to one
percent, and the gutter was covered by slats at the pen floor level. A
modified syphon was installed that increased the discharge rate by ap-
proximately 50 percent.
The facilities have been managed in accordance with the needs of
the swine genetics research station, thus they have not been filled to
capacity throughout the study period. Overall, the buildings have been
satisfactory in terms of waste management. Little hand labor has been
expended in manure removal. Odor levels have generally been acceptable.
There is some evidence that the open flushing gutter increased the speed
that an outbreak of bloody scours was propagated through a building, but
evidence showing that the flush water was the cause of the disease is
lacking.
The flush tanks operated successfully throughout the project. To
maintain clean buildings, a 30-minute flushing interval was used. The
only maintenance required has been the annual removal of slime that
develops on the outlet pipe and bell. This growth of slime increased the
time required to empty the tanks from one to two minutes. Removal of
the slime by scraping the bell and pipe surfaces returned the flush tank
to normal operation.
The hogs in the finishing buildings were diligent in their use of
the gutters. When the flush tanks discharged, the hogs gathered in the
gutter to root in the water as well as to defecate and urinate. The area
that the hogs used to sleep upon, and the hogs themselves, remained clean
and dry.
The sows in the farrowing building were not as diligent in their
use of the flushing gutters as the finishing animals. In the buildings
3
-------
served by the lagoon-aeration basin system the pens are 1.2 m wide. A
180 kg sow is about 1.5 m long. This means that it is difficult for the
sow to turn around in the pen, nor can she get the full length of her
body in the gutter. The result was that the sows would root in the run-
ning water but defecated and urinated in the pen area.
The pens in the buildings served by the aeration basin system are
wide enough to accomodate the entire length of the sow in the gutter.
The sows defecated and urinated in the gutter about 50-75 percent of
the time. The nursing area usually remained clean. The feces deposited
in the rest area were periodically scraped into the gutter.
A wedge of solids about 2 to 4 cm high by 20 to 30 cm wide developed
along the outside edge of the channel in the finishing buildings. This
wedge remained about the same until the average animal weight reached
75 kg, then the wedge of solids began to widen at the lower end of the
gutter. By the time the water reached the lower end of the gutter it
lacked enough kinetic energy to maintain the solids in suspension and
roll the larger solids down the gutter. The recent gutter modifications
in the two growing-finishing buildings have verified that an increase
in the channel slope or a combination of increased slope and discharge
are necessary to obtain the desired manure transport capacity of the
flowing water.
WASTE TREATMENT
All three systems of waste treatment are similar in that liquid
manure is biologically treated so the liquid fraction can be reused as
a hydraulic transport medium. Excess liquids are applied to cropland
along with residual solids. Thus, odor emission and effluent pumping
characteristics become important parameters as well as returned water
quality.
Odors f
In the aeration-basin system raw manure from the farrowing houses
decomposes aerobically. There were no appreciable odors near the
-------
aeration basin nor were there any detectable odors other than a slight
"earthy smell" from the returned effluent while the aerators were in
operation. When the 5-hp floating surface aerator was removed an
"acetic" odor was noticeable within 3 m of the flush tanks. There
were no detectable odors 15 m from the aeration basin; however, after
the aerator was re-installed in March,1972,a slight odor was present
at the aeration basin for the first four days. An Aerob-A-Jet aerator
was installed in the 12 m aeration basin in the late fall of 1972.
This unit was able to operate through the winter without icing. No
odors were detected at the rim of the basin when this unit was in action.
In the lagoon-aeration basin system, raw manure from the farrowing
houses is first discharged into an anaerobic lagoon and then flows into
the aeration basin. No odors were detectable 15 m from the lagoon
or aeration basin from start up until May,1972. During April and May,
outside temperatures and lagoon water temperatures began to increase
along with anaerobic activity. A slight odor was liberated from the
lagoon at this time and until the first week in June. No obnoxious
odors were detected 15 m from the aeration basin. The aeration basin
effluent did not emit odors from start up until the first week in March*
1972 even though the aerator was removed for modification during the
first week in November. During the first week in March, a slight odor
was detectable up to 6m from the flush tanks in the farrowing build-
ings. This odor dissipated when the floating aerator was re-installed.
No detectable odors were emitted from the anaerobic lagoon connected
with the RBC system from start up until April of 1972 when anaerobic
activity increased. The odor emitted was detectable 60 to 90 m from
the lagoon area and gradually diminished until June when odor was not
detectable beyond 10 m.
The RBC, on the other hand, was a nearly constant source of odor.
Lagoon effluent falling from the overflow pipe into the wet well agitated
the water and liberated hydrogen sulfide gas. This produced an obnoxious
odor that could be detected some distance from the RBC building during
the first four weeks of operation. The odor level near the RBC remained
low for the next three months. During the first week of December, an
-------
odor similar to that of an outdoor privy was detectable inside the KBC
building and within 10 m of the building. This odor persisted until
the first week in June, 1972. While the RBC effluent is not odorless,
no objectionable odor problems were encountered in the finishing buildings.
No objectionable odors were emitted during irrigation of excess
water from any of the three systems to adjacent crop land.
PUMPING CHARACTERISTICS
An important effluent characteristic for a reuse situation is that
the water be suitable for handling with commercially available pumps
and plumbing equipment. The effluent from the RBC satisfied this cri-
teria from start up until mid-January, 1972. During mid-January deposits
of calcium carbonate were observed in the disk section of the RBC. By
April the return flow rate to the buildings had decreased by 33 percent.
Inspection of pipes revealed a deposit of calcium carbonate. A one-
percent solution of acetic acid was circulated through the recycle lines
to dissolve the calcium carbonate.
The effluent returned to the farrowing buildings in the lagoon-
aeration basin system has caused no major plugging problems when the
hydrant valves are fully open. When the hydrant was partially closed
to decrease the flushing frequency, solids settled in the return line
o/
and clogged the valve. Flow was maintained by fully opening the valve
once or twice daily. The valves are normally left fully open and checked
daily. The inlet to the pump is protected with a 1-cm mesh wire
screen to prevent large particles from entering the pump. Hog hairs
and dead grass tend to plug this screen to the extent that daily screen
cleaning is required.
The system with the 12-m aeration basin functioned well from start
up until mid-October of 1971, when the total solids concentration reached
4560 mg/1. These solids, aerobic bacteria, manure solids, and hog hairs
plugged the pump inlet.screen and hydrant valves. As the solids con-
centration increased above 4500 mg/1 the return line had to be back
washed with clear water once or twice per day to remove the solids that
-------
clogged the hydrant valves. Daily cleaning of the inlet screen was
also required.
EFFLUENT QUALITY
All three waste treatment systems were designed to produce an ef-
fluent suitable for reuse and for application to cropland. Removal of
COD, nitrogen, solids, phosphates, and other materials was desirable as
a means of reducing the land area required for effluent disposal.
" The aeration basin system received a variable waste load due to
the farrowing pattern of the station. This was anticipated in the orig-
inal design. Constituent removal efficiencies were, however, acceptable.
When Jthe aerator was in operation, a high level of dissolved oxygen was
maintained and organic matter significantly reduced.
The lagoon-aeration basin system also received a waste load depen-
dent upon building utilization patterns. Due to the short detention
time and low solids concentration, the 6-m aeration basin did not alter
the effluent quality significantly except to raise the dissolved oxygen
concentration to 6 mg/1 or above when it was in operation. Overall,
however, high organic matter removal rates were achieved.
The lagoon-RBC system served the four finishing buildings with a
total capacity of 700 hogs. Although the buildings were not fully oc-
cupied throughout the period, this system handled the greatest waste
load. The RBC, like the surface aerator, had little effect on the re-
turn water quality. The lagoon was effective in its biological treat- "
ment.
MAINTENANCE
The major maintenance problems associated with the 12-m aeration
basin system were the pumping problems discussed earlier. The lagoon-
aeration basin system has required little maintenance. The vegetation
around the lagoon and aeration basin is mowed periodically.
The motor mounts on both surface aerators fractured and had to be
replaced on two occasions. They were returned to the manufacturer for
-------
modification and no problems with, the motor mount fracture have occurred
since.
Occasionally corn leaves, grass, and muskrats get caught in the
aerators and must be removed. This involves pulling the aerator to one
side of the aeration basin and removing the clogging material from the
impeller.
The KBC system has presented more problems than the other two sys-
tems. Most of the maintenance problems have been related to the RBC
itself. The most troublesome problem has been the removal of calcium
carbonate deposits. Lagoon maintenance has been periodic mowing of
the vegetation that grows around it.
CONCLUSIONS
1. Hydraulic flushing was demonstrated to be effective as a low-
labor waste removal practice. Animals and buildings remained
clean and odors within the buildings were low regardless of
whether the recycled wastewater used for flushing was anaero-
bically or aerobically treated. However, the aerobically
treated wastewater was the more desirable from a strictly human
reaction viewpoint.
2. Added design information was gained relating quantity and dis-
charge rate of the flushing water with geometry of the hydrau-
lic channel and the method of feed processing. Except for very
short runs, channel slopes of less than one .percent were hydrau-
lically inefficient for manure removal. Binders used in pelleted
feeds resulted in a manure that required a noticeably higher
flushing velocity for good removal. Flushing was equally effec-
tive in manure removal whether under slatted floors or in
channels directly accessible by the animals; however, animals
trained better to defecate in an accessible channel than over
a channel separated by slatted floor sections.
3. Recurrent outbreaks of vibrionic dysentery demonstrated that
flushing channels directly accessible to the animals probably
8
-------
contributed to the spread of such a disease, once introduced.
Likewise, they may make subsequent treatment and control more
difficult. The station had a prior history of this disease.
Outbreaks have not occurred in other similar installations, and
no viable organisms were found in the treated wastewater. In-
troduction or harboring of the disease via the recycled waste-
water is not likely. Also, chlorination of the flush water to
obtain 3-5 ppm free chlorine residual at discharge did not ap-
pear to substantially reduce the transmission potential as the
residual was quickly lost on contact with wastes in the gutter.
Associated studies where the only liquid available to the ani-
mals was anaerobically treated wastewater have shown enlarged
lymph nodes in the pigs subjected to post mortem examination.
Changes in animal performance have not been significant.
Mineral crystallization in the plumbing is a continuing occurrence
in anaerobic systems. It is less of a problem with plastic than
1 /
with metallic materials. The two crystals encountered were
magnesium ammonium phosphate and calcium carbonate. The former
can be successfully solubilized by treatment of the system with
a mild acid (ph < 5). The CaCOs was most noticeable in the disc
section of the KBC, accumulating to the point that it severely
wore the edges of the disc, and by carry-over into the clarifier,
also plugged the transfer pumps. The acid chosen for cleaning
was a 1 + 50 dilution by volume of glacial acetic acid, since
acetic acid is readily metabolized by anaerobic bacteria.
Organic solids were a continuing problem in the" mechanically
aerated basins, plugging pumps and valves. However, if the
aerators were stopped, the floe readily settled suggesting the
potential value of ttie inclusion of sedimentaion in the future
design of these systems.
No transfer pump was found that we consider meets the needed en-
durance, cost, and performance criteria. Needed pumping capaci-
ties range from 40-160 1/min at up to 15 m of total head. To date
9
-------
the best performing pump has been an all-plastic, positive dis-
placement type (Jabsco). Irrigation pumps, because of their
lower duty and higher capacity,have not presented a similar
problem.
7. Anaerobic lagooning, though producing some odor in the early
spring, was the simplest, least expensive, most easily managed,
and yet seemingly effective method used for treatment of the
recycled flush water. The combination of anaerobic-aerobic bio-
logical treatment of swine wastes is more effective than either
alone. Alone, both processes have definite limitations. The
anaerobic process produces an effluent prone to solids deposi-
tion upon pumping. The aerobic process is ineffective in de-
composing resistant solids such as hog hair and undigested grain.
8. The excess treated wastewater is of sufficiently high organic
strength that land disposal by sprinkler distribution appears to
be the most feasible. The nutrient content of these wastewaters
(N, P, K) rather than the liquid volume determines the rate and
area of application, though conventional irrigation equipment
can be used. Our findings suggest that phosphorous concentration
may govern land area requirements for aerobically treated waste-
water whereas either phosphorous or nitrogen may become controlling
if anaerobically lagooned. Under the cultural practices of the
land adjacent to the animal facilities, approximately 18 hectares
or 1 hectare per 250 animals is required for nutrient utilization.
Thus, after experience with some systems and investigations of
others, we elected to install a stationary electric pump serving
a self-propelled irrigation nozzle (big gun) via a single under-
ground PVC main with three appropriately spaced risers. The S-P
nozzle travels 400 m delivering 2,780 m3 over 6 hectares in 24
hours. Up to 15,000 m3 in three irrigations is applied each year,
i.e., April, June, and October. Only one riser will be installed
initially. The decision to move the gun to an adjacent strip in
future years will be made on the basis of actually measuring the
NPK pumped from the lagoon during the first full operating season
(1974).
10
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9. The Rotating Biological Contactor as now manufactured is not a
suitable piece of equipment for the conditions presently pre-
vailing in intensive livestock production-enterprises. It re-
quires management and maintenance schedules not likely to be
understood or given by producers, and we found it incapable of
effectively treating the high organic strength wastes normally
being discharged from livestock buildings.
10. Although simple in engineering terms, present-day livestock
producers find the systems demonstrated to be difficult to main-
tain and operate.
11. The flush tanks, utilized in this project proved fully reliable
N
and presented no operational difficulties.
12. The building design used in this project proved to be superior
to conventional swine confinement facilities. Odor and temper-
ature control within the buildings were more easily maintained.
i
Odors emanating from the buildings presented no difficulties.
13. Of the three systems demonstrated, the lagoon-aeration basin
proved to be the most desirable both in terms of operational
difficulties and cost.
11
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SECTION II
RECOMMENDATIONS
The1flushing gutter has been demonstrated to be an effective means
of transporting swine manure from a growing-finishing building. To be
effective, a flushing gutter should be 60 to 90 cm wide and have a slope
of approximately one percent.
Treated effluent is an acceptable medium for use in flushing gutters.
Primary quality requirements are that it not be an odor source, that it
be neither corrosive nor cause excessive deposition in water lines nor
that it contain sufficient solids to plug the plumbing fixtures involved.
The disease considerations deserve continued attention.
The lack of reliable pumps, screening devices, and related devices
of appropriate size continued to present difficulties in this study.
Additional development efforts are recommended to meet this need.
To be successful, a waste management scheme must be compatible with
the operation, management, and maintenance skills of the livestock pro-
ducer. Thus, simplicity is recommended as a criteria for the design of
a livestock waste treatment system for which the operator will be pri-
marily an animal husbandryman with only limited interest and training
in the operation of sophisticated waste treatment devices.
For the successful operation of a recycling hydraulic waste manage-
ment system, ultimate disposal of excess liquid to cropland appears the
logical solution. More sophisticated criteria are needed to establish
maximum application rates which consider soil type, climate, and cropping
practices and specific waste constituents.
12
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SECTION III
INTRODUCTION
The trend toward confinement feeding of livestock began as early
1-23
as 1947 and is well documented.' ' By 1960, information on functional
it
and basic requirements for swine housing had been developed. As more
animals were raised in confinement, more land was used for row crops.
This made less land available for field spreading of manure. Manure
could not be left to accumulate in the buildings. With this in mind,
researchers began to investigate new alternatives for animal waste manage-
ment.
FLUSHING GUTTER CONCEPT
In 1963 a system for hydraulic removal of swine manure from a con-
finement finishing building by continuously flushing fresh water into
5,6
dunging channels was first used at Iowa State University. Taiganides
characterized the swine wastes from finishing buildings and tested a
laboratory model of an anaerobic digester.
In 1965, Knight8 characterized the performance of the cage rotor
in an oxidation ditch. By 1966 the properties of farm animal excreta
9
were published from work done by Taiganides and Hazen. Merkel10was
able to demonstrate that manure is a significant source of odor in a
swine confinement building and quick manure removal significantly de-
creases the odor level in the building.
Various systems for hydraulic transport, treatment, and disposal
of swine wastes were investigated at the confinement finishing building
referred to as Unit K at Iowa State University. A detailed account of
11
the evolution of these systems is given by Smith. The original waste
management system,constructed in 1960, consisted of a dunging channel
equipped with mechanical scrapers that ran the length of the building.
The manure was removed by these scrapers and discharged into a storage
tank. The manure was pumped into a spreader truck that spread the manure
on the nearby farm land. The operation of this system was not satisfactory.
13
-------
Subsequent modifications included using smaller pens and having fewer
hogs in each pen?
During 1962-63 the dunging channel scrapers were removed. Fresh
water was discharged into the gutters at 14 1/min for 23 hours then at
37 1/min for 1 hour. The hogs learned to defecate and urinate in the
gutter. The manure and water were delivered by gravity flow through a
sewer pipe into a lagoonf Excess water which had been treated in the
lagoon was discharged into a nearby drainageway. It soon became evident
that the anaerobic lagoon effluent was not adequately treated for dis-
charge into a stream.
By 1967 the oxidation ditch and a settling tank had been included
in the system to further treat the anaerobic lagoon effluent. To avoid
constant discharge of water, the settled effluent from the oxidation
ditch was pumped back to the building for reuse for gutter cleaning.
Once each hour a mechanically operated time-clock controlled flush tank
discharged about 600 1 of treated effluent into each gutter in one minute,11
This system showed promise of satisfactory operation so a longer
term investigation was undertaken by Smith, Hazen, and Miner.12 They
also investigated treatment of raw swine waste using only the oxidation
ditch and settling tank. The flushing gutter removed manure from the
building satisfactorily. The anaerobic lagoon and oxidation ditch satis-
factorily treated the swine waste; however, the oxidation ditch presented
frequent maintenance problems and the power requirements for the rotor
were quite high. The mechanical flush tank was also not completely
dependable. Person and Miner13 found that a flush tank equipped with
an automatic dosing siphon functioned satisfactorily as a replacement
for the mechanically operated flush tank.
During 1968, Koelliker and Vanderholm began an investigation of the
application of anaerobic lagoon effluent to land by sprinkler irrigation.11*'15
Their results showed this technique for disposal of excess lagoon eff-
luent was acceptable. Koelliker, ^t al.16 continued the investigation and
found that even with heavy applications, more than 95, 99, and 99 percent
of the COD, total phosphate, and ammonia-N respectively were removed from
the applied effluent and without apparent damage to crops or soil, but
14
-------
the 0.61-m porous cup samples often had nitrate nitrogen levels above
200 mg/1 when the application rate exceeded 2200 kg/ha-yr of N.17
ROTATING BIOLOGICAL CONTACTOR
Antonie and Welch18 described a device called a Rotating Biological
Contactor (RBC). This device consists of a series of circular disks
mounted on a horizontal shaft. The lower 1/3 to 1/2 of these disks are
immersed in waste water. The disks are rotated so that they are alter-
nately immersed in the waste water, picking up organic material and then
exposed to air. A slime growth develops on these disks which decomposes
the organic material. Some of the advantages claimed for this device
include low power requirement (since the disks are balanced on the shaft
and turn at 2-4 rpm), few fast moving parts, 80-90 percent reduction of
BODs, few maintenance problems, and satisfactory operation even at low
wastewater temperatures.
Welch19 reported that the RBC was useful for treating concentrated
wastes. His work demonstrated that the dissolved oxygen (DO) concentra-
tion in the disk chamber liquor must be above 1 mg/1 for good COD removal.
Joost20 reported being able to remove 90 percent of the BOD from a
domestic waste with a Rotating Biological Surface with a hydraulic deten-
tion time of less than 45 minutes. He pointed out that the RBC operates
with a low food to microorganism (F/M) ratio ranging from 0.02-0.05.
This compares to a F/M ratio of 0.3 for activated sludge processes.
This, and because the organism cannot be washed from the system, enables
this system to withstand shock loading. He also stated that the RBC
will remove organic material even when the system is overloaded.
Borchardt21 presented some historical background of the rotating
biological contactor concept. He also reported that a three-stage RBC
with 1.2-m diameter disks loaded "nominally" (probably with a domestic
waste) removed 89-94 percent for the BODs during warm weather and 85-89
percent of the BODs during cold weather. The hydraulic detention time
was 21 minutes.
15
-------
SYSTEM INTEGRATION
Hydraulic manure transport systems for use in confinement swine
buildings have been developed by researchers at Iowa State University
over the past several years. The basic system incorporates a shallow
gutter through each pen which is periodically flushed with water. In
recent work, the flush water used has been effluent from a treatment
process, thus recycled water. Pigs have been observed to adapt well to
this system by depositing most of their manure and urine directly in the
gutter. Thus, it can be removed periodically by the flushing and re-
sults in less manure decomposing in the pens, cleaner animals, and a
generally more pleasant environment within the building. Pig performance
in terms of weight gain, feed efficiency, and general health has simul-
taneously been good.
In this project several components for handling swine manure were
integrated into the construction of three different waste handling sys-
tems at the Bilsland Memorial Research Station near Madrid, Iowa. These
systems were placed into operation in late July,1971, and what follows
is a report on, and evaluation of, their performance.
The three systems serve a total of eight confinement buildings
which are part of a swine genetics research station. These buildings
were in use for swine production prior to this project; the manure was man-
ually scooped from the pens and loaded into a conventional manure spreader.
The buildings were extensively modified as part of this project, four
of the buildings remodeled for farrowing and the other four for growing-
finishing. All use the flushing gutter concept for hydraulic cleaning
and transport of"the manure to the treatment facilities. In all systems,
the treated effluent is returned to the building for flushing the gutters,
and the excess liquids applied to adjacent land by sprinkler irrigation
equipment.
The "Aeration Basin System" serves two farrowing buildings, each
housing 14 sows and litters. Treatment of the hydraulic wastes is by
a detention structure with a surface aerator. The "Lagoon-Aeration Basin
System" also serves two farrowing buildings, but with 28 pens per building.
16
-------
Treatment of the hydraulic wastes in this system, however, is by an an-
aerobic lagoon followed by a detention structure with a surface aerator.
The third system serves the four growing-finishing buildings which have
capacity to house 700 hogs. Waste treatment is, successively, by an
anaerobic lagoon and the Rotating Biological Contactor (RBC).
PROJECT OBJECTIVES
The objectives of this project were as follows:
1. To demonstrate the technical and economic feasibility of using
the flushing gutter system for removal of manure from swine
confinement buildings.
2. To demonstrate the technical feasibility of a Rotating Bio-
logical Contactor in treating the overflow from an anaerobic
lagoon receiving liquid swine manure. The goal was to produce
an aerobic effluent suitable for reuse as a flushing medium.
3. To demonstrate the technical feasibility of using a surface
aerator in treating the overflow from an anaerobic lagoon re-
ceiving liquid swine manure and a surface aerator receiving
fresh swine manure. In each case, the goal was to produce an
effluent suitable for reuse as'a flushing medium.
4. To determine operational problems and management skills re-
quired for the three swine manure treatment schemes listed
above.
17
-------
SECTION IV
DESCRIPTIONS OF SYSTEMS
Flushing gutters were included in all eight buildings as the only
means of manure removal. Effluent from the treatment systems was pumped
into flush tanks at the upper end of the buildings. The flush tanks
(Figures 2 and 3) were fabricated from 875-1,galvanized steel stock
tanks equipped with an automatic dosing siphon. The concept of the
dosing siphon is similar to that historically used in sewage treatment
plants. Design changes were made which resulted in a device more suit-
able for the handling of treated livestock wastewater.I3
Treated effluent was pumped into the tanks continuously. When the
water reached a level 45 cm above the tank bottom a siphon was formed
discharging the tank contents in one minute. The frequency of flushing
was controlled by how fast the tank was filled. This is all accomplished
with no moving parts.
AERATION BASIN SYSTEM
The flow scheme for the aeration basin system is shown in Figure 4.
This system was designed to serve two farrowing buildings. Five hundred
seventy liters of treated effluent were discharged into the flushing
gutters at half hour intervals from flush tanks located at the west end
of the buildings. The water running down the gutter with the urine and
feces from the building flowed into a 15-cm plastic sewer drain pipe.
A grate with 5-cm spacing covered the sewer pipe inlet to prevent large
objects or baby pigs from entering the sewer line. The sewer line car-
ried the farrowing house effluent by gravity into a 12-m diameter by
3 m deep aeration basin. The manure was treated by an extended aera-
tion basin process. Effluent from the aeration basin was pumped back
into the flush tanks by 3/4~hp electric centrifugal pumps. A 15-cm
plastic sewer and drain pipe were connected to the anaerobic lagoon to
provide storage of excess water. The pipe was so constructed that water
18
-------
1/2" copper pipe
1/2" copper tube-
Scale: 1/8" = 1"
Figure 2. Details of the flush tanks. (1 in. = 2.54 cm)
-------
Figure 3. Flush tank similar to the
ones in the three systems.
20
-------
would flow through this pipe when either the lagoon or the aeration
basin water surface reached an elevation 1.2 m below the top of the aera-
tion basin. Excess water was irrigated by portable irrigation equip-
ment from the anaerobic lagoon to adjacent cropland.
Design details of the farrowing buildings, each housing 14 sows
and litters, included in the aeration basin system are shown in Figure 4
and Table 2.
The nursing area was equipped with a rubber pad to protect baby
pigs against abrasions from the concrete floors. A partition was placed
on the nursing area side of the gutter 2-5 days before the sow was due
to farrow to prevent new-born pigs from getting into the gutter. This
partition was removed after the baby pigs were 3-5 days old. The manure
was removed from the pen manually while the partition was in place.
The creep areas were equipped with electric heat lamps for temperature
control. Tempered air was directed to the sows by flexible metal tubing
for sow comfort. Suck-type waterers were located near the flushing
gutter. The sows were floor fed pelleted feed by hand. The pens had
a 5-percent slope toward the gutter which was 6 cm deep, 0.61 m wide,
and had a 0.4-percent slope.
The aeration basin (Figure 5) was a 12-m diameter by 3 m deep pit
constructed of 15-cm cast concrete walls with an earth bottom. A 5-hp
Keene floating surface aerator mixed and aerated the wastewater. Since
the effluent was used for gutter cleaning and returned to the aeration
basin, it was decided to operate it as an extended aeration unit.
The inlet pipe for the 3/4 hp centrifugal pump consisted of 6-cm
flexible plastic pipe which extended into the aeration basin. The
inlet end of this pipe was covered with a 1-cm wire mesh screen. A
frost-proof water hydrant was located at the flush tank to adjust flow
rate. A 2-cm garden hose carried the effluent from the hydrant to the
flush tank.
21
-------
16-0
HYDRAI T VALVE-
40' DIA. X 10* DEEP
AERATION BASIN
11/2"PLASTIC RETURN
WATER LINE
GUTTER: 2'-0" WIDE
a 2 1/2" DEEP
6 PLASTIC SEWER
a DRAIN PIPE
PUMP
PUMP PIT
2" PLASTIC FLEXIBLE PIPE
1/2" WIRE MESH SCREEN
6" PLASTIC SEWER
a DRAIN PIPE
50' X 100' ANAEROBIC LAGOON
DRAWING IS
NOT TO SCALE
Figure 4.
Details of the aeration basin system.
(1 in. =2.54 cm)
22
-------
Table 2. DETAILS OF THE AERATION BASIN SYSTEM
Item
Aeration basin system
Type
No. buildings
Hogs per building
Building dimensions (m)
Pens per building
Pen size (m)
Pen slope
Gutter width (m)
Gutter slope
Aeration basin
diameter (m)
depth (m)
hydraulic detention time at
2300 1 per hr flowrate
wall thickness (cm)
floating aerator size
material
Farrowing
2
14a
5 x 39
14
2.5 x 3.7
5 percent
0.61
0.4 percent
12
3
80-160 hours
15
5 hp
Reinforced concrete
Notes: aSows and litters.
gutters 7 cm deep,
23
-------
Figure 5. The 12-m Aeration Basin
24
-------
LAGOON-AERATION BASIN SYSTEM
The flow scheme for the lagoon-aeration basin system is shown in
Figure 6. Manure from two farrowing buildings, each housing 28 sows
and litters, was discharged by gravity to an anaerobic lagoon. The
lagoon effluent flowed through 15-cm plastic drain pipe into a 6-m dia-
meter by 3 m deep aeration basin.
Aeration basin effluent was returned to the flush tanks in each
of the farrowing buildings with equipment similar to that in the aera-
tion basin system. Excess .water from the lagoon was applied to adjacent
cropland by portable irrigation equipment.
Design details of the farrowing buildings and associated waste
treatment facilities are shown in Figure 6 and Table 3. These buildings
were similar to the farrowing buildings described previously. Each
building housed 28 sows and litters, however. The farrowing pens were
longer and narrower. Only one creep area was provided. Trough waterers
with nose activated valves provided water for the sows.
The lagoon was the primary treatment device in this system. Its
function was to decompose and liquify the manure. The main purpose of
the aeration basin (Figure 7) was to remove the anaerobic odor from the
lagoon effluent before it was returned to the farrowing buildings.
ROTATING BIOLOGICAL CONTACTOR SYSTEM
The flow scheme for the RBC system is shown in Figure 8. Flushing
gutters along the wall moved manure from the finishing buildings to an
anaerobic lagoon. The anaerobic lagoon effluent then flowed into a wet
well inside the RBC building. A sump pump delivered lagoon effluent
to the RBC. Centrifugal pumps returned the RBC effluent to the flush
tanks located at the head end of each finishing building.
Details of the finishing buildings and anaerobic lagoon are shown
in Figure 8 and Table 4. The finishing buildings were designed to be
compatible with swine genetic studies. The two buildings with the
smaller pens were designed to house one litter in each pen. Each building
was designed for up to 160 hogs. The buildings with the larger pens were
25
-------
HYORAM VALVE
is'-tf
t" PLASTIC SEWER
DRAIN MFC
2" PLASTIC PlPf-
NOT TO «C*Lf
1 I/Z" PLASTIC
RETURN WATER LINE
GUTTER: 2*-o"wiDE
ft 2 1/2" DEEP
20* OIA. X 10* DEEP
AERATION BASIN
50* X 100* ANAEROBIC LAOOON
1/2 WIRE
MESH SCREEN
6" PLASTIC SEWER
ft DRAIN PIPE
Figure 6. Details of the
(1 in. - 2.54 cm)
lageen aeration basin system,
26
-------
Table 3. DETAILS OF THE LAGOON AERATION BASIN SYSTEM
Item
Aeration basin system
Type
No. buildings
Building dimensions (m)
Pens per building
Pen size (m)
Pen slope
Gutter widtha (m)
Aeration basin
diameter (m)
depth (m)
wall thickness (cm)
material
hydraulic detention time at
2300 1 per hr flow rate
Lagoon
depth (m)
length (m)
width (m)
hydraulic detention time at
2300 1 per hr flow rate
design loading rate
Farrowing
2
7.3 x 39
28
2.4 x 4.9
5 percent
0.61
6
3
15
Reinforced concrete
20-40 hrs.
4.3
30
15
10-15 days
80 g VS/m3-day
Notes: aAll gutters 7 cm deep.
27
-------
Figure 7. The 6~m aeration basin.
Z8
-------
'-"
24'-0
M
D
A,
O^
"
sludge
return
30" wide
by 2 1/2" deep
A
V
A '
V
s_x
O
O
_ 1
CO
(N
rHl
00
CM
6" plastic sewer &
drain pipe
Figure 8.
100' x 150' anaerobic lagoon
Details of the RBC system.
(1 ft = 0.3043 meters)
29
-------
Table 4. DETAILS OF THE RBC SYSTEM
Item
Type
No. buildings
Hogs per building
Building dimensions (m)
Pens per building
Pen size (m)
Pen slope
Gutter width3 (m)
Gutter slope
Lagoon
length (m)
width (m)
maximum depth (m)
hydraulic detention time at
4600 1 per hr
design organic loading
RBC system
Large building Smaller buildings
Finishing Finishing
2 2
235 115
7.3 x 39 5 x 39
16 16
2.4 x 6 2.4 x 3.7
5 percent 5 percent
0.76 0.76
0.4 percent 0.4 percent
Dimensions
45
30
4.3
15-20 days
80 g VS/m3-day
Notes: aAll gutters 7 cm deep.
30
-------
designed to house two litters in each pen for a total capacity of 320
hogs per building.
Two gas-fired unit heaters in each building provided heat in cold
weather. Exhaust fans provided winter ventilation. Doors along both
sides of the buildings could be opened for summer ventilation.
The pens were separated by 1-m high, 15-cm thick concrete walls
except in the gutter area. Hultgren22 found that hogs defecated in areas
where they could socialize across a fence. Therefore, to help stimu-
late the hogs to use the gutter a rod fence was placed in the gutter
portion of the wall, allowing visual contact between animals in adja-
cent pens.
Suck-type waterers were placed in each pen near the gutter. The
hogs were fed with self-feeders. Pen slope, gutter slope, and gutter
cross section were similar to the other two systems except that 0.76 m
wide gutters were used. Liquid wastes from the four buildings flow to
an anaerobic lagoon 45 m long, 30 m wide, and 4.3 m deep at maximum
water level. At the maximum design flow rate, the lagoon provides liquid
hydraulic detention time of 15 to 20 days but a longer solids detention.
Lagoon supernatant flows by gravity to a wet-well in the RBC house.
The details of the RBC are shown in Figure 9 and Table 5. The RBC
consisted of four sections: influent delivery system, disk section,
clarifier, and effluent return system.
The influent delivery system consists of a sump pump that delivers
lagoon effluent from the concrete wet-well into the RBC inlet tank.
Steel buckets mounted on a 10~cm channel connected to the disk shaft
deliver lagoon effluent to the disk section.
In the disk section 104, 3-m diameter by 1-cm thick compressed
polystyrene disks were mounted on a common shaft spaced 4 cm apart.
The shaft was mounted on the centerline of a 3.1-m diameter horizontal
drum. The disks were immersed in the waste water to a level about
15 cm below the shaft. The upper portion of the disks were exposed
to the air. The disk section was divided by a steel wall between each
of the four compartments. Water flowed from one compartment to anothe
31
-------
Returned
to lagoon
Pumped to
Buildings
Approximate Scale 50:1
Lagoon
effluent
Figure 9. Details of the RBC.
-------
Table 5. DETAILS OF THE RBC
Components Dimensions
Storage Well
diameter 3 m
length 40 cm
operating water volume 1.1 m3
Disk chamber
diameter 3 m
overall length 4 m
total volume 10.1 m3
net water volume (clean disks) 7.3 m3
net water volume (0.28 cm slime 5.7 m3
growth on disks)
net water volume (0.65 cm slime 4.0 m3
growth on disks)
disk diameter 3 m
disk thickness 1 cm
disk spacing 4 cm
submerged disk area 2.5 m2
hydraulic detention time at 2.1 hr
38 1 per min flow rate
Clarifier
volume with water at midpoint of 6.1 m
disk chamber outlet
volume with water level 8 cm 3.6 m
above recycle pipe inlet
33
-------
through/ 10-cm holes in the steel dividers. The disks and the feed
buckets were rotated from 2 to 4 rpm by a one hp electric motor. The
hydraulic detention time in the disk section was 2.1 hrs. with a 38-1
per minute flow rate.
Microscopic examination showed that a biological lawn, which con-
sisted of filamentous slime and bacteria, developed on the disks. As
the disks rotated through the water, organic material was attached to
and/or ingested by the organisms. Oxygen was supplied to the organisms
as the disks rotated into the air. The organisms were then able to
metabolize the material aerobically. The biological lawn continued to
grow and periodically sloughed off. The rotation of the disks kept the
sloughed material in suspension until it reached the clarifier. Solids
settled in the clarifier where a scraper rotated through the clarifier
at about two revolutions per hour. The sludge flowed by gravity to the
anaerobic lagoon for further decomposition. Two 3/4-hp centrifugal
pumps returned effluent from the clarifier to the finishing buildings.
34
-------
SECTION V
RESULTS AND DISCUSSION
JULY 1971 THROUGH MAY 1972
AERATION BASIN SYSTEM
Historical Account of Operation
The 5-hp aerator was installed and began operation July 22, 1971. One
farrowing cycle had been completed before the aerator was installed. Fresh
water was used for gutter cleaning during this time. Since the material in
the aeration basin had begun anaerobic decomposition, a slight odor was ap-
parent when aeration began. A small amount of lightweight, light brown foam
about 0.3 m wide and 5 to 8 cm thick developed around the periphery of the
basin surface. A brown floe of aerobic organisms had developed in the aera-
tion basin by the end of July. This floe had a slightly earthy odor and
settled readily when the aerator was turned off.
The flow rate of the effluent returned to each of the flush tanks was
reduced from 19 1 per min to 10 1 per min on July 29 to see how the reduced
flushing frequency would affect manure removal from the gutters. During this
time, July 29 until August 30, the hydrant valves had to be fully opened every
2 to 3 days to clean material that had settled in the return water lines and
had clogged the hydrant valve. Manure solids, hog hairs, grain hulls, and
bacteria had to be cleaned from the wire mesh inlet screen once or twice a
week. Occasionally muskrats and dead grass got caught in the aerator. These
were easily removed by turning the aerator off or floating the aerator to
one side and pulling the material from the impeller.
Farrowing sows were put into the buildings on August 12, 1971. The
sows defecated and urinated in the rest area and nursing areas as well as
in the gutters. The herdsman scraped the manure into the gutters during
his routine work in the building. The manure was effectively removed from
the flushing gutters when the water ran down the gutters at the one-hour
flushing frequency. The sows and baby pigs remained clean and dry. No baby
pigs were lost by being carried from pen to pen or into the sewer line by
water being flushed down the gutter. The sewer lines in the buildings of
all three systems neV;er clogged during the 11-month test period.
35
-------
Since the hydrants and return lines had to be flushed daily, the hy-
drants were left fully open after August 30, This resulted in two flushes
./
per hour.
By mid-September, the total solids concentration in the mixed liquor
was about 3700 mg/1. Back-flushing the return lines with fresh water to
dislodge solids from the hydrant valve and other irregularities in the ef-
fluent return systems became necessary about every three days as the total
solids concentration increased above 3700 mg/1. During the last two weeks
/-v
in October the total solids concentration increased to 4500 mg/1 and back-
flushing became necessary every day.
On November 2, the floating aerators were removed and returned to the
manufacturer for modification. The motor mounting bolts of the 3-hp aerator
in the lagoon aeration basin system had broken three times. Since the 5-hp
motor had the same size and number of mounting bolts, it was also returned.
The solids settled readily after the aerator was removed and a clear ef-
fluent was returned to the farrowing buildings. No clogging problems oc-
curred after the aerator was removed.
By November 17, the basin contents had gone anaerobic. There was a
slight acetic odor within 6m of the flush tank; however, it did not
cause problems within the farrowing building. During this time the water
in the flush tank was also covered with a 8~cm layer of light weight brown
foam from water splashing into the tank.
The buildings were emptied of sows and litters by November 19. To
prevent freezing of the return lines, the treated effluent was returned
to the flush tanks until mid-December when the return pump failed.
Sows entered the farrowing buildings again on February 9, 1972. Fresh
water was used for gutter cleaning. Although the aerator had been removed,
the aeration basin remained free of ice in the center all winter except
during one period when the air temperature remained below -12 C. for 2 to
3 days.
Before the floating aerator was reinstalled on March 16, 1972, probing
of the bottom revealed that very few solids had accumulated. Since the
effluent was about to overtop the basin walls at that time, the storage
lagoon was pumped into the RBC lagoon. The water could not be irrigated to
land because the soil was still frozen.
36
-------
By March 20 an aerobic floe had developed in the aeration basin. The
floating aerator operated satisfactorily except for intermittent electrical
failures caused by the thermal overload opening the circuit. Power and
current measurements indicated that more power and current were being used
than the motor was rated for. The cause of this has not yet been determined.
The aeration basin system did not produce odors considered to be obnoxious
throughout the test period.
Water Quality
The aeration" basin system received a somewhat variable waste load
during the test period due to the farrowing pattern of the station. This
variation was anticipated, however, in the design of the system. Measured
values of water quality parameter are summarized in Table 6. Estimated re-
moval efficiencies for various parameters are given in Table 7 for the
period July 22 to November 2, 1971, when recycling was practiced and the
aerator was in operation. This table is based upon the standard manure
characteristics9 and the quantity of material in the basin on November 2, 1971.
A detailed tabulation of the water quality data for this system is given in
Appendix C.
The constituent removal efficiencies may be somewhat inflated since a
portion of the aeration basin effluent may have been discharged into the
anaerobic lagoon. The flow between the lagoon and the aeration basin was
not measured. These data do indicate, however, that significant reductions
in BOD5, COD, and total and volatile solids have occurred. The phosphate re-
ductions may have been caused by aeration basin effluent running into the
lagoon as well as errors in the estimate of phosphate production.
v The BOD5 and COD (Figures 10 and 11) decreased steadily after aerator
operation began as the manure that had been added earlier was metabolized.
Sows were returned in the farrowing buildings August 12, 1971. After that
the BOD and COD increased steadily until November 2, when the aerator was
removed.
A sharp drop was noted in the COD after the aerator was removed because
the solids settled leaving a clean supernatant. The farrowing buildings
were empty after mid-November. A slight increase in BOD5 and COD was
measured as the aeration basin went anaerobic. Apparently as the aerobic
37
-------
Ul
00
in
§
(
JAN. ' FEB. 'MARCH ' APRIlS MAY '-JUNE ' JULY ' AUG. ' SEPT.'.OCT. l NOV. l' DEC.
800 -
600 -
400 -
200 -
0
T
T~
200
T
0 100 200 300
DAY OF YEAR
Figure 10. BODs vs. time for the 12-m aeration basin effluent, August 1971 to May 1972.
-------
u>
VO
3200 -
2400 -
8 1600
800 -
JAN. FEB. . MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
-V
I
I
I
300
I I t
0 100 200
DAY OF YEAR
Figure 11. COD vs time for the 12 m aeration basin effluent, August 1971 to May 1972.
I
-------
Table 6. EFFLUENT WATER QUALITY FROM THE 12-METER AERATION BASIN
SERVING TWO FARROWING BUILDINGS, 14 PENS PER BUILDING,
AUGUST 1971 TO APRIL 1972, AVERAGE VALUES mg/1.
Period
07-22-71
11-02-71
12-15-71
03-16-72
to
to
to
to
11-02-7 la
12-15-71b
03-16-72C
05-01-72d
D
8
1
1
7
.0.
.0
.0
.0
.5
BOD
200
300
120
350
Solids
3000-6000
2700
1700
2600
P0i» pH
150
50
30
60
8
7
7
7
.4
.6
.6
.6
NH3-N
2.0
65.0
30.0
20.0
N03-N
50
0
2
-
Notes: "ive nP aerator in operation - effluent recycled.
No aeration effluent recycled.
^No aeration - fresh water flushing.
Five hp aerator in operation - fresh water flushing.
Table 7. CONSTITUENT REMOVAL EFFICIENCY OF THE 12-METER AERATION
BASIN SERVING TWO FARROWING BUILDINGS,
14 PENS -PER BUILDING, JULY 22 TO NOVEMBER 2, 1971.
Constituent
BOD
COD
Total solids
Volatile solids
Total phosphate
Percent removal
97
90
75
87
40
40
-------
cells lysed they added organic material back into solution. The BOD5 and
COD were low during the winter months, December through early February, but
the BOD and COD began to increase as farrowing sows occupied the building.
In mid-March water was transferred from the aeration basin'into the RBC
lagoon to prevent the basin from overtopping. Rainfall diluted the aeration
basin contents causing the BOD5 and COD to remain nearly constant until the
end of the test period.
The total and volatile solids concentration (Figures 12 and 13) fol-
lowed a pattern similar to that of the BOD and COD. There was no increase
in either of these parameters two weeks after the aerators were removed
as occurred with the COD.
The total phosphate concentration in the aeration basin remained
relatively constant from start-up until mid-August when farrowing sows
entered the buildings. After this time the total phosphate increased as
manure was added to the system. A maximum of 245 mg/1 of phosphate was in
the system just before the aerator was removed (Figure 13).
After aerator removal, the phosphate concentration in the settled
effluent was only 43 mg/1. The total phosphate remained near or below
this level throughout the winter. Since no animals were in the buildings
from December through mid-February, when animals entered the buildings,
fresh water was used for flushing which diluted the mixture since some of
the aeration basin effluent went into the lagoon. After the aerator was
installed the total phosphate concentration increased only slightly to
64 mg/1 by late April.
Chlpride ion concentration was measured to provide an indication of
salt build-up within the recirculating system. Figure 14 shows the chloride
concentration in the aeration basin effluent versus day of the year. The
chloride concentration increased steadily from start up until the last week
in September when rainfall diluted the liquid. It then increased until the
first week in November when the aerator was removed. At this point the
chloride concentration decreased markedly. Apparently the chloride was
tied up in the settled cells. During the first week in December, a sharp
increase occurred. This coincided with the time the aeration basin went
anaerobic. Apparently, the aerobic cells lysed and added chloride ions
back into solution. After mid-December the chloride concentration decreased
steadily as the temperature decreased. During this time the return pump
41
-------
.8000 -
6000 -
^ ~ 4000 -
I
CO
2000 -
JAN. I FEB. I MARCH I APRIL' MAY I JUNE ' JULY' AUG. I SEPT. I OCT. 1 NOV". 1 DEC.
100
Total solids
Volatile solids
1
200
DAY OF YEAR
300
Figure 12. Total and volatile solids vs. time for the 12-m aeration basin effluent,
August 1971 to May 1972.
-------
250 -
200--
150--
3
S 100
5Q-
0
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
100
200
300
DAY OF YEAR
Figure 13. Total phosphate cone. vs. time for the 12-m aeration basin effluent,
August 1971 to May 1972.
-------
140,
120-
100.
80 _
60.
JAN. ' FEB. ' MARCH1 APRIL MAY ' JUNE ' JULY 'AUG. ' SEPT.' OCT. ' NOV. ' DEC.
100
I I
200
DAY OF YEAR
I
300
Figure 14. Chloride cone. vs. time for the 12-m aeration basin effluent, August 1971
to May 1972.
-------
failed and fresh water was added to the system. During February through
May, sows were in the building and added chloride ions but because fresh
water was used for flushing, the chloride concentration did not increase
as markedly as during July through November. One would expect the chloride
concentration in the system to reach an equilibrium concentration as excess
effluent is irrigated and some salts are removed.23 Smith23 calculated
that this equilibrium concentration is not high enough to inhibit bacterial
activity.
While the aerator was in operation, from July 22 until November 2, 1971,
the dissolved oxygen concentration in the aeration basin was 90-99 percent
of saturation (near 8.3 mg/1) (Figure 15). During this same period, the
pH ranged from 8.0 to 8.5 (Figure 16). From July 22 until August 5, 1971,
the ammonia concentration ranged from 39..0 to 29.4 mg/1 (Figure 17).
By August 14 the ammonia concentration had dropped to 3.0 mg/1. The
ammonia concentration then remained in the range 0.0 to 7.0 mg/1 until
November 2, 1971. During this period, the ammonia was converted to nitrate
concentration, which ranged from 33 to 143 mg/1. During this time the baby
pigs were observed playing in the water and possibly drinking it, but no
health problems due to nitrate toxicity were evident.
After the aerator was removed on November 2, 1971 the dissolved oxygen
in the basin liquid dropped sharply to near 1.0 mg/1. As anaerobic condi-
tions began to develop, nitrification of ammonia to nitrate no longer oc-
curred. The ammonia concentration increased while some of the nitrate was
reduced to NZ by denitrification. Anaerobic activity generated organic
acids as evidenced by a drop in pH from 8.4 to 7.5.
During the winter months November,1971, through February, 1972, the
dissolved oxygen concentration remained near 1.0 mg/1 because of no mixing
and a partial ice cover.
Ammonia concentrations decreased markedly after November 20 since the
farrowing buildings were vacant and no manure was added to the basin. Some
volatilization of ammonia may have occurred or water from the lagoon which
had an ammonia concentration from 25-57.5 mg/1 may have entered the aeration
basin causing some dilution. Nitrate concentrations were near zero from
November 2, 1971,until March 13, 1972. The pH remained between 7.5-7.8 from
November 2 until February 9. By February 25th, the pH had decreased to 7.0.
45
-------
I
S3
W
I
en
H
Q
12 -
8 -
4 -
JAN. ' FEB. ' MARCrf APRIL' MAY ' JUNE ' JULY !AUG. 'SEPT. ' OCT. ! NOV. ^ DEC.
I
100
r
200
300
DAY OF THE YEAR
Figure 15. Dissolved oxygen cone. vs. time for the 12-m aeration basin effluent,
August 1971 to May 1972.
-------
8.80 -
8.40 -
8.00 -
7.60 -
7.20 -
6.80
T
T
T
T
T
T
T
T
T
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
I
200
I
300
I
I I I
0 100
DAY OF YEAR
Figure 16. pH vs. time for the 12-m aeration basin effluent, August 1971 to May 1972.
-------
JAN. ' FEB.1 MARCH1APRIL1 MAY
JUNE1 JULY1 AUG. SEPT. OCT. NOV. DEC
oo
Ammonia
Nitrate
100
200
300
DAY OF YEAR
Figure 17. Ammonia and nitrate cone. vs. time for the 12-m aeration basin effluent,
August 1971 to May 1972.
-------
This may have been caused by bacterial activity produced by warm, fresh
water and manure added after animals began occupying the farrowing building
on February 9. Acids and CO2 were probably produced causing a decrease in
pH. By April 11, the pH had increased to 7.8 following the ice cover melt
and installation of the aerator allowing aerobic conditions to exist. The
pH ranged from 7.4 to 7.7 from April 11 until June, 1972.
After installation of the aerator, the dissolved oxygen concentration
rose from 5.5 mg/1 (40 percent of saturation) on March 20 to near satura-
tion by April 11, where it remained until June.
After March 20, the ammonia concentration showed a gradual decline.
Because of analytical difficulties, no nitrate analyses were made. However,
one may suspect that nitrification may have occurred as well as some ammonia
volatilization.
Organic nitrogen (Figure 18) showed a general increase from July 24
through November 2, 1971, corresponding to the increased solids concentra-
tion. After the aerator was removed, the solids settled and the effluent
contained less organic nitrogen. When the aerator was reinstalled on March
16, 1972, an increase in organic N occurred since the accumulated manure
was mixed with the liquid.
LAGOON-AERATION BASIN SYSTEM
Historical Account of Operation
The three-hp floating surface aerator was installed July 22, 1971. One
farrowing cycle had been completed before the aerator had been installed.
Fresh water was used to clean the gutter during this time. No odor was
noticed from the aeration basin after it began operation. A light,white
foam about 0.6-1.0 m high and 0.6 m wide developed around the periphery of
the basin liquid surface. The 1-cm wire-mesh screen on the pump inlet pipe
had to be cleaned of dead grass and hog hair once or twice each week.
On July 29 the flow rate of the return effluent to the flush tanks was
reduced from 18 1 per min. to 9 1 per min. (1 hour flushing frequency) to
see how the reduced flushing frequency affected manure removal from the gut-
ters. During this time, the hydrant valves had to be fully opened every
2-3 days to remove material that had settled in the return lines and clogged
the hydrant valve.
49
-------
160 -
120 -
a
to
80 -
3
o
40 ~
JAN. ' FEB.'MARCH'APRIL ' MAY l JUNE ' JULY ' AUG. 'SEPT.' OCT. ' NOV. ' DEC.
0
100
200
300
DAY OF YEAR
Figure 18. Organic nitrogen cone. vs. time for the 12-m aeration basin effluent,
August 1971 to May 1972.
-------
Sows entered the farrowing butldings on August 12, 1971. They did not
respond to the flushing gutters as planned primarily because of pen design.
The pens were 1.4 m ; wide (.Figure 6). A 450-500 pound sow is sufficiently
long that she could not conveniently get the full length of her body in the
gutter. A sow would stand with her front feet in the gutter and root in
the running water. Her feces and urine were dropped on the pen floor 1-2 m
from the gutter resulting in the pens being generally damp and dirty. The
sows and baby pigs also were frequently damp and dirty. This required daily
manual scraping of manure from the pens into the gutter. This required
about 10 minutes per building per day.
Once in the gutter, the manure was efficiently removed from the gutters
when the one hour flushing frequency was used. Since return line cleaning
was required at the reduced flow rate, the valves were left fully open after
August 30, 1971 to avoid having to clean the return lines and valves. After
this was done, the only maintenance required was to clean the pump inlet
screen and close and open the hydrant valves once or twice each week to be
sure the return line was not becoming clogged. Occasionally muskrats, dead
grass, or corn leaves got caught in the aerator, but were easily removed.
The aerator was sent back to the manufacturer for modification on
November 2, 1971,because of motor mount failure on three prior occasions.
Few problems were encountered with returning the effluent to the flush
tanks while the aerator was not operating from November 2, 1971,until
March 31, 1972, During the winter, an ice cover from 2 to 20 cm thick
developed on the aeration basin. The pump inlet pipe operated below the
ice cover with no plugging problems. No odors from the return effluent were
noticed in the farrowing buildings.
From mid-April until early June there was a slight odor from the anaerobic
lagoon as spring overturn occurred and anaerobic activity began to decompose
the manure that had accumulated through the winter. The effluent returned
to the farrowing building did not cause any odor problem in the building,
however. A survey of sludge accumulation on the bottom of the anaerobic
lagoon revealed virtually no solids accumulation on the lagoon bottom.
On April 8, irrigation of excess lagoon effluent to adjacent crop land
began. No odor was noticed during this operation.
No odors were noticeable from the aeration basin while the aerator was
in operation. Apparently the odors, if present, were emitted slowly enough
and at low enough concentrations, that no odors were noticed.
51
-------
Water Quality
Table 8 shows the quantity of BOD5, COD, total and volatile solids, and
phosphate added to the lagoon aeration basin system from start-up on July 22,
1971,until March 16, 1972,when excess water was removed from the system.
The table also shows the quantity of these various parameters in the sys-
tem when excess water was removed as well as the total amount that was
actually removed. The BODs, COD, and total and volatile solids reduction
was quite satisfactory. Only 5, 3, 16, and 4 percent of the BOD, COD, and
total and volatile solids respectively that were produced was applied to
the land. The remainder was stored in the lagoon or had been metabolized
to methane, carbon dioxide, and water. As one would expect, essentially
no phosphate was removed in the lagoon.
Because the aeration basin was designed primarily to remove odors from
the lagoon before returning effluent to the farrowing houses, no sludge re-
cycling was practiced. Since the hydraulic detention was only around 30
hours, solids buildup was low, and the reductions in BODs and other para-
meters was insignificant. The reductions in the same parameters for the
anaerobic portion are slightly higher than those reported for similar la-
goons.6'23 This is because the system was not continuously fully loaded
allowing the bacteria to metabolize the material more completely. Farrowing
sows in cycles is quite common in swine production facilities.
The BOD5, COD, and total and volatile solids concentration (Figures 19,
20, and 21) in the lagoon and the aeration basin showed a general increase
as manure was added to the lagoon. After the sows were removed, these para-
meters showed a sharp decrease as the bacteria metabolized the organic
material that had accumulated. This illustrates how quickly anaerobic or-
ganisms can metabolize organic material. The COD, total and volatile solids
remained relatively constant from December through early March. The BOD5
showed a steady increase from January through early March. This rise cor-
responds with sows being in the farrowing buildings from late January through
early May.
BODs, COD, and total and volatile solids all decreased after mid-March
when excess water was being removed and snow melt and rain water diluted
the liquid. The farrowing sow population also declined steadily during this
time.
52
-------
Table 8, WASTE TREATMENT PERFORMANCE OF THE LAGOON-AERATION BASIN SYSTEM
JULY 22, 1971 TO MARCH 16, 1972 WHEN IRRIGATION BEGAN.
Quantity addeda
by raw manure,
Item kg
BOD 5
COD
Total solids
01 Volatile solids
w
Total phosphate
2,150
7,350
7,530
5,050
121
Quantity in system
when irrigation began Percent
kg removed
164
297
1,850
308
118
92
96
75
94
0
Quantity
kg
110
198
1,230
204
79
i
irrigated
percent
5
13
16
4
65
Note: Based upon published swine waste characteristics.9
-------
Ui
P-
250-
200-
150-
I?
100-
50-
0
JAN. ' FEB.1 MARCH1 APRIL1 MAY 'JUNE ' JULY1 AUG. ' SEPT.1 OCT.
NOV. ' DEC. 1
20 ft aeration
basin effluent'
0
"Lagoon effluent
I
100
200
1
300
DAY OF YEAR
Figure 19. Lagoon effluent and 6-m aeration basin effluent BOD5 concentration vs. time
for the period of July 1971 to May 1972.
-------
Ul
1,600 -
1,200 -
800 -
I
400 -
0 -
JAN.'FEB. kARCH 'APRIL' MAY 'JUNE 'JULY 'AUG."SEPT. ' OCT. ' NOV. ' DEC.
o
Lagoon
6 m aeration basin
100
200
DAY OF YEAR
I
300
Figure 20. Lagoon effluent and 6-m aeration basin effluent COD concentrations vs. time
for the period July 1971 to May 1972.
-------
Ul
3,000
1,500 -
en
0
1,000 -
500 -
0
JAN. 'FEB. 'MARCH ' APRIL' MAY 'JUNE 'JULY
' OCT. ' NOV
Lagoon
Total solids
6 m aeration basin
-Lagoon volatile solids
6 m aeration basin volatile solids
100
200
T~
300
DAY OF YEAR
Figure 21. Lagoon effluent and 6-m aeration basin effluent total and volatile solids
concentrations vs. time for the period July 1971 to May 1972.
-------
The total phosphate concentrations in the lagoon and aeration basin
were nearly equal and remained constant in the range of 10-25 mg/1 from start-
up until mid-September. Then the concentration increased to the range of
30-45 mg/1 and remained there through the remainder of the test period.
CFigure 22 and 23). These concentrations are somewhat lower than one
would expect.
While the sows occupied the building from August 26 to October 26, 1971,
the chloride concentration increased steadily (Figure 24), then remained
relatively constant throughout the winter. The fluctuation in the chloride
concentration was probably caused by sampling errors wbile there was an
ice cover on the lagoon and aeration basin. On March 16, lagoon effluent
was pumped to the RBC lagoon. Snow and ice melt and rain water then diluted
the lagoon and aeration basin effluent thus lowering the chloride concen-
tration. Since no animals occupied the farrowing buildings after April 11,
the chloride concentration remained constant.
From July 22 until November 2, 1971, the pH in the lagoon (Figure 25)
was relatively high, fluctuating from 8.0 to 8.6. The aeration basin pH
(Figure 25) fluctuated between 8.4 and 8.8 during the same period. This
slightly higher range for the aeration basin was probably caused by libera-
tion of COa as aeration occurred. After March 31, when the aerator was
reinstalled, the pH increased in both the lagoon and aeration basin because
CO2 was again liberated.
The ammonia concentration remained low and fluctuated from near zero
to 50 mg/1 from start-up until the last week in February. From late February
until mid-April sows occupied the farrowing buildings. The ammonia concen-
tration was measured from the lagoon to the aeration effluent (Figure 26).
The nitrate concentration in the lagoon was 7.7 mg/1 during mid-August
(Figure 27). During this time the COD was low and aerobic conditions pre-
vailed in the lagoon (Figure 20). This allowed the nitrifying organisms to
convert ammonia to nitrate. The nitrate concentration in the aeration
basin was at this same level. During late August, sows occupied the far-
rowing buildings and placed a higher organic load on the lagoon. The dis-
solved oxygen concentration remained below 1.0 mg/1 after this time. Since
nitrifiers are not able to live under anaerobic conditions, the nitrate
concentration decreased in the lagoon.
57
-------
Ul
00
160-
120-
80-
3
o
40-
0
JAN. ' FEE. ' MARCH'APRIL' MAY ' JUNE ' JULY ' AUG. ' SEPT.' OCT.' NOV. ' DEC.
0
I
100
\ I
200
DAY OF YEAR
I
300
Figure 22. Lagoon effluent total phosphate concentrations vs. time for the period
July 1971 to June 1972.
-------
Ol
vo
80-
60-
o
eu
CO
40-
O
p-l
S 20
JAN. ' FEB. JMARCH ' APRIL1 MAY ' JUNE ' JULY 'AUG. 'SEPT. ' OCT. ' NOV. ' DEC.
I
100
I
200
1
300
DAY OF YEAR
Figure 23. Total phosphate concentration vs. time for the (rm aeration basin effluent
for the period July 1971 to May 1972.
-------
120 -
100 -
80 -
o
60 -
JAN. 'FEB. ' MARCH 'APRIL' MAY 'JUNE 'JULY ' AUG. ' SEPT.' OCT.'NOV. 'DEC. '
o
i
100
200
DAY OF YEAR
300
Figure 24. Chloride concentration vs. time for the lagoon-aeration basin system effluent
for the period July 1971 to May 1972.
-------
8.8-
8.4-
8.0-
7.6-
7.2-
0
1
I
_ _r -ii 11 T »*f^XTT
JAN. FEB. MARCH APRIL MAY JUNE JULY 4AIK3. SEPT. OCT. NOV. DEC
6 m aeration basin
100
I
200
I
300
DAY OF YEAR
Figure 25. Lagoon effluent and 6-m aeration basin effluent pH vs. time for the period
July 1971 to May 1972.
-------
ON
160
120
CO
ct)
9
80
40
0
1 1 ! T 1 1 1 1 1 1 I I
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
,Lagoon
6 m aeration basin
1
100
1
200
I
300
DAY OF YEAR
Figure 26. Lagoon effluent and 6-m aeration basin ammonia concentration vs. time for
the period July 1971 to May 1972.
-------
12 -
Q
w
H
M
53
4 -
0
JAN. ' FEB. 'MARCH ' APRIL' MAY ' JUNE ' JULY ' AUG. 'SEPT. ' OCT. ' NOV. ] DEC.
~r r Lagoon
"X X 6 m aerator basin
o
100
200
DAY OF YEAR
300
Figure 27. Lagoon effluent and (rm aeration basin effluent nitrate concentration vs.
time for the period July 1971 to March 1972.
-------
The solids retention time in the aeration basin was not long enough to
retain a population of nitriflers and the nitrate concentration decreased
in the aeration basin, After the farrowing buildings were vacant, the manure
that had accumulated in the lagoon decomposed and the dissolved oxygen (D.O.)
concentration in the lagoon increased to 5.4 mg/1 on November 9 (Figure 28).
After aerator removal, the aeration basin became an extension of the lagoon
and the D.O, concentration in the basin was the same as that in the lagoon.
A nitrifier population was able to establish itself in the lagoon and the
nitrate concentration in the lagoon reached 9.1 mg/1 on November 9. When
the temperature dropped in late November, the nitrifiers became inactive and
the nitrate concentration decreased.
What has just been described is a start-up phenomenon since one would
expect a heavier organic loading situation in an established operation. The
nitrifying organisms cannot compete for dissolved oxygen as effectively as
organisms that metabolize carbonaceous material.
The organic nitrogen concentration (Figure 29) showed a gradual increase
from late August until mid to late October while animals occupied the buildings.
A slight decline in early October reflects the lower animal population in
the system during this period. After late October, the organic nitrogen con-
centration remained relatively constant within the range 7-15 mg/1.
When animals occupied the buildings again, after late February, the
organic nitrogen began to increase. After April 11, the system was unoc-
cupied and the organic nitrogen concentration decreased as the waste material
l
was decomposed and as rain water diluted the liquid.
ROTATING BIOLOGICAL CONTACTOR SYSTEM
Historical Account of Operation
The start up of the RBC system began July 22, 1971, and lasted 1-1/2
months. The biological lawn began as a light brown slime growth on all the
disks. Within a week, the brown growth began to change to a chalky white
growth at the outlet end of the disk section. During this time, a very
heavy gray and white, marbled slime developed on the clarifier scrapers.
The chalky-white growth on the disks gradually developed toward the inlet
end of the disk section. As this occurred, the heavy slime disappeared
64
-------
'FEB. MARCH 'APRIL'MAY'JUNE
I
O
1
CO
CO
M
Q
16 -
JAN.
1 JULY ' AUG
SEPT ' OCT
T
NOV
DEC
12 -
8 -
4 -
6 m aeration basin
Lagoon
I
100
I
200
I
300
DAY OF YEAR
Figure 28. Lagoon effluent and 6-m aeration basin dissolved oxygen concentration
vs. time for the period August 1971 to May 1972.
-------
40 -
30 -
13
CO
20 -
o
1
10 -
JAN. ' FEE. ' MARCH' AP RIL' MAY ' JUNE ' JULY r AUG. ' SEPT.1 OCT.1 NOV. ' DEC. '
Lagoon
6 m aeration basin
1
100
200
300
DAY OF YEAR
Figure 29. Lagoon effluent and 6-m aeration basin effluent organic nitrogen concentration
vs..,time for the period July 1971 to April 1972.
-------
-cm
from the clarif^er scrapers. One month after RBC operation, a0.32-c
thick, grayish brown, filamentous slime growth began to develop at the
outlet end of the disk chamber. Within two weeks, this growth had es-
tablished itself on all the disks.
Lagoon effluent splashed into the sump from the overflow pipe and
aerated the lagoon effluent (Figure 30). During the first four (4) weeks
of operation, this aeration released large quantities of hydrogen sulfide
(detected with moist lead acetate paper) that caused a distinctly objection-
able odor. This odor dissipated after four weeks of operation.
Only a few mechanical problems were encountered from start-up through
December. The drive and driven pulleys on the clarifier solids scraper
were causing the drive belt to break. After proper adjustments were made,
no further problems occurred. The sump pump which delivered lagoon ef-
fluent to the RBC was off periodically during November because of a thermal
overload. The motor current was found to be above the recommended level.
Further examination of the pump revealed that a deposit of calcium carbonate
had formed on the impeller causing a .drag force.
By the first week in December the odor of an outdoor privy had developed
inside the RBC building and outside the building, especially near the ex-
haust fan. This odor prevailed throughout the remainder of the operating
period. No odors were detected from the anaerobic lagoon during 1971.
The effluent returned to the hog buildings was not odorless but caused
no odor problems in the buildings. The returned effluent was easily pumped
and caused few clogging problems when the hydrant control valves were full-
open.
The finishing animals were intrigued by the flushing water and made
efficient use of the flushing gutters. They defecated and urinated in the
gutter a large percentage of the time. In the buildings with the smaller
pens, an area 0.3 to 0.5 m, wide next to the gutter remained damp and con-
tained an occasional dropping. The dampness was primarily from the pigs'
wet feet as they walked from the gutter. The damp and dirty area in the
larger pens was more extensive. This damp area decreased as the pigs grew
and occupied more of the area for sleeping. The animals in all the buildings
remained clean and dry.
The treated effluent discharged into the gutters effectively cleaned
the manure from the gutters initially, except for a 3 cm deep by 15 to
20 cm wide wedge of manure that remained along the outside edge of the gutter.
67
-------
RBC
D A. t>
7777777V7 / ///
/
-
sump
pump
77
Lagoon
effluent
Figure 30. RBC overflow for wet well water level control
68
-------
In mid-November manure began to accumulate in the lower end of the gutter.
Apparently, insufficient energy was left in the running water by the time it
reached the lower end of the gutter to transport all the manure from the
gutter. The total weight of hogs in the buildings had increased to 65,000
Ibs. by this time. Flushing frequency was increased to remove the manure
accumulation but was not successful. The manure was manually loosened
daily in the gutter and extra water flushed down the gutter to remove the
manure from the building. This occupied one man for two hours to remove
the manure for 580 hogs. As the total weight of animals in the buildings
decreased, manure accumulation became less of a problem.
t\ ii
Laursen found that the sediment-carrying capacity T-p (weight/unit
volume) of flowing water is approximately proportional to the fifth power
of the flow velocity (V). That is
TFav5
from the Meyer and Weschmier's assumption that
Va5i/3Q
one can deduce that '
i/3i/3
where S = channel slope (L/L)
Q - discharge (L3/T)
S = a soil constant that accounts for the effect of particle size
II
'and density on the solids transportability (L9 5/T3 5).
One should note that manure has a considerably lower specific gravity than
soil, thus bouyancy forces may also be important. From this, it appears
that the ability of the water running down the gutter to remove manure should
be sensitive to channel slope and the rate, Q, at which water is discharged
into the gutter. Increasing the discharge rate of treated effluent into
the gutter needs to be explored to see if this can improve manure removal.
The flushing gutter (Unit K) reported by Smith, et al.12 had a slope of
0.3 m in 37 m or .83 percent and operated satisfactorily with a 415-1
flush every hour. One difference in their building was that the weight of
animals per foot of gutter was smaller than the Bilsland site, the reason
being that at Bilsland the buildings were filled with 15-25 kg pigs at the
beginning of a growing cycle. These animals then remained in the buildings
69
-------
until they reached market weight. At Unit K, market weight animals are con-
tinually being removed and replaced with animals weighing 10-20 kg.
During mid-December calcium carbonate and perhaps magnesium ammonium
phosphate had deposited on the sump pump enough that the impeller would no
longer turn. This deposit was chipped from the impeller housing and the
pump returned to operation, The pump remained in operation for three months
before it had to be cleaned of the crystals again. Inability to service the
pump in place made the problem more severe. About seven man-hours were
needed to service the pump.
During mid-January calcium carbonate crystals 0.25 cm long by 0.05-
0.10 cm in diameter appeared as yellow-brown crystals in the disk section
of the RBC, These crystals entered the clarifier and settled readily. How-
ever, the sludge scraper did not remove the calcium carbonate crystals ef-
fectively. The scraper picked up the crystals as it passed through the bot-
tom of the clarifier, As the scraper lifted from the water, the water between
crystals escaped rapidly and the crystals adhered to the scraper as a cohesive
mat. As the scraper continued its circle, the scraper tipped upside down
and the calcium carbonate crystals fell from the scraper back into the clari-
fier. The calcium carbonate crystals accumulated in the disk section to
such a depth that the biological lawn was scraped from the periphery of the
disks as they passed through the accumulated crystals on the bottom of the
disk section. These crystals had to be removed from the RBC every 10-15
days from mid-January until mid^April, Removal required opening the drain
valves, completely draining water from the RBC, and then hosing the crystals
from the RBC through the drain valves to the floor. The crystals were then
scooped from the floor and carried from the building. This required about
eight man-hours of 1'abor.
The following analysis was conducted to shed some light on the calcium
carbonate problem.
Temperature = 5° C,, Dissolved Solids 2200 mg/1
Calcium Hardness = 2300 mg/1 as CaC03
Total Alkalinity = 1500 mg/1 as CaC03
pH = 8.0
Chemical equilibriums of. CaCOa showed that calcium carbonate should indeed
precipitate. Apparently the mixing of the effluent in the disk section adds
enough energy and raises the temperature sufficiently to cause crystallization
to occur,
70
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For the RBC to be an effective treatment device for treating lagoon
effluent, the problem of calcium carbonate precipitation must be overcome.
One alternative may be to precipitate the calcium carbonate before the
liquid enters the KBC. The precipitated crystals would then have to be
removed at that stage, Another option would be to find a convenient means
to remove the precipitated crystals from the RJJC as they form. This could
possibly be done by installing four corrosion-resistant metal rods equally
spaced on the periphery of the disks. The scraper should be redesigned so
that the sides of the scoops form an angle 3U-6U degrees with the horizontal
as they leave the water surface. This would cause the crystals to enter
the sludge scraper and be removed rather than accumulate. Then the calcium
carbonate would be returned to the lagoon and not removed from the system;
however, it might allow more satisfactory operation of the KBC.
During mid-March crystals began accumulating in the hose that delivered
treated effluent to the flush tanks and had to be removed periodically. By
mid-April the return flow rate had significantly decreased. The return
lines were acid cleaned with a one-percent solution of glacial acetic acid
which had a pH of 4.5. This removed the crystals and the normal flow rate
was regained.
During November through April, the drive chain and sprockets wore faster
than normal. The sprockets and chains were enclosed in a housing containing
oil for chain lubrication; however, water splashed into the housing and dis-
placed the oil. The chain then frequently ran in lagoon effluent causing
the chain to corrode and become inflexible causing accelerated wear. Mis-
alignment of the sprockets also contributed to this chain-wear problem.
New sprockets, drive chain, motor mounting, and wick-type chain oiler were
installed. The drive mechanism has since operated satisfactorily.
Another constant chore was to tighten the packing on the return pumps
every one or two weeks to prevent leakage. This packing was replaced once
during the ll-month test period.
Water Quality
Table 9 shows the BODs, COD, and total and volatile solids, and total
phosph£.te produced by the finishing hogs; the quantity of these parameters
that were in the system just before irrigation began; and the quantities
71
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Table 9. WASTE TREATMENT PERFORMANCE OF THE RBC SYSTEM DURING THE PERIOD JULY 1971 TO APRIL 1972.
NJ
Quantity added
by raw manure,3
Item kg
BOD
COD
Total solids
Volatile solids
Total phosphate
13,700
46,700
47,000
30,500
775
Quantity in system
when irrigation began, Percent
kg removed
3,700
7,850
10,900
4,480
318
73
83
77
86
59
Quantity
irrigated, Percent applied
kg to the land
1,210
2,670
3,600
1,480
104
3
6
8
5
13
*1 ft
Note: Based upon published swine waste characteristics.
-------
applied to the land through irrigation. The BOD5, COD, and total and vola-
tile solids reduction is similar to that found by Willrich6, and Smith,
Hazen, and Miner12, for anaerobic lagoons. The total phosphate reduction
is somewhat more than one would expect. However, some phosphate removal
has been observed by others.23 This has been attributed to precipitation
of calcium and magnesium compounds. This hypothesis has been documented
in laboratory studies by Ferguson.25
Of the total BOD5, COD, and total and volatile solids only 8, 6, 8,
and 5 percent respectively of that produced was actually applied to the
land. Therefore, significant treatment of the carbonaceous fraction has
occurred. As will be shown later, most of this removal occurred in the
anaerobic lagoon.
Finishing animals had occupied the buildings for two months before the
RBC began operation. Fresh water was used for gutter cleaning during that
time. The anaerobic lagoon effluent BOD5 (Figure 31) ranged from 250-86 mg/1
while the COD (Figure 32) ranged from 820-377 mg/1 from July 24, 1971, until
the first week in November,1971. The COD loading ranged from 1,150-1,200 g
COD per day-m3. As the lagoon water temperature (equal to RBC influent
temperature shown in Figure 33) decreased, anaerobic activity decreased and
the BODg and COD increased from early November until mid-March. During
this time, the largest BOD5 reduction measured was 50 percent which occurred
through November and December. No BOD5 or COD removal was measured from
mid-January until late March and early April when a maximum of 27 percent
BODs removal was measured. This occurred after dilute water from the aera-
tion basin lagoon was pumped into the RBC lagoon. The BODs and COD con-
centration continued to increase until mid-April. After mid-April, anaerobic
activity increased, the finishing hogs were removed from the buildings, and
the BOD and COD concentration decreased. Virtually no BOD5 or COD removal
was measured in the RBC from mid-April until early June. The flow rate
through the RBC was 2300 1 per hr at this time. During the period mid-April
through June, the COD loading rate ranged from 16,000 down to 12,500 g COD/day-m3,
In an effort to better understand the RBC and its performance, long-
term BOD analyses of the influent were run on February 28 and again on July 31,
1972. Those data are plotted in Figure 37 with both the untreated sample
and the similar one treated with a nitrification inhibitor shown. Those
73
-------
2000 -
1500-
1000 -
500-
I i ii i i i i r r i
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
Influent
^
.Effluent
100
I
200
300
DAY OF YEAR
Figure 31. Influent and effluent BODs concentration vs. time for the RBC during the
period July 1971 to May 1972.
-------
Ul
6,000 -
4,000 -
I
§ 2,000 -
o
T- 1
i 1i r
JAN. FEB. MARCH APRIL'MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC
Influent,
ffluent
i
100
I
200
300
DAY OF YEAR
Figure 32. Influent and effluent COD concentrations vs. time for the RBC during the
period July 1971 to May 1972.
-------
CT>
20 -
16 -
12 H
8 -
0 -
I I I I I I I I I I I I
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. USEPT. OCT. NOV. DEC.
Influent
Effluent
100
I I
200
DAY OF YEAR
I
300
Figure 33. Influent and effluent temperature vs. time for the RBC during the period
July 1971 to May 1972.
-------
5 --
4 --
3 --
8
PQ
I --
2-28-72 UNINHIBITED
2-28-72 0.5 mg/1 N-SERVE ADDED
7-31-72 UNINHIBITED
7-31-72 0.5 mg/1 N-SERVE ADDED
DAYS
Figure 34. Long term BOD results obtained by analysis of RBC
influent samples on February 28 and July 31, 1972.
77
-------
curves reflect the relatively low rate constant and high nitrification de-
mand that would be expected of anaerobic lagoon effluent.
Welch's data26 would indicate that the RBC was overloaded during this
time and one could not expect more than 30 percent COD reduction. From
these data even if the disk speed were doubled, the COD reduction would not
be above 35 percent. Again, from Welch's data?6 one could estimate that
the loading rate would need to be reduced by 1/2 to 2/3; and to maintain
the 2,300 1 per hr flow rate needed for gutter cleaning, the disk chamber
volume would have to be doubled or tripled to decrease the loading rate suf-
ficiently. This larger, more expensive equipment may not be economically
justified.
The total and volatile solids concentrations in the lagoon effluent
and RBC effluent (Figure 35) remained relativley constant from late July
until early November, 1971. After early November, temperatures decreased
and both the total and volatile solids increased in the RBC influent and
effluent until mid-March. Only slight reduction of total and volatile
solids were measured through the RBC during this time. After dilution on
March 16, 1972, the total and volatile solids concentration remained con-
stant since the finishing buildings were vacant from early April until
early June. Virtually no change in solids concentration occurred through
the RBC (Figure 35).
The pH fluctuated between 7.8 and 8.2 throughout the last period.
From late July until mid-September, 1971, the RBC influent pH was lower than
that of the effluent. From mid-September until late December, this situa-
tion reversed. During January and February,1972, the effluent and influent
pH were nearly equal. During the warmer weather from March to June anaero-
bic activity in the lagoon depressed the RBC influent pH. As the effluent
was aerated in the RBC the pH increased.
The dissolved oxygen concentration (Figures 36 and 37) in the RBC in-
fluent and the effluent fluctuated between 0 and 4 mg/1. During September
through November, 1971, the organic load was low enough that 1-3.8 mg/1 was
maintained in the RBC effluent. After November, the RBC was loaded more
heavily and the D.O. in the effluent remained below 1 mg/1. The D.O. in
the disk chamber varied from 1-2 mg/1.
During the early period of operation, July through October, the lagoon
was operating aerobically and was able to support nitrifying organisms, and
78
-------
VO
5000-
4000 ~
3000 -
CO
o
3 2000
co
1000 -
0
JAN. 'FEB. ' MARCH'APRIL' MAY 'JUNE 'JULY 'AUG. 'SEPT. ' OCT. ' NOV. ' DEC,
o
Influent total solids
Effluent total solids
-Influent volatile solids
Effluent volatile solids
100
200
300
DAY OF YEAR
Figure 35. Influent and effluent total solids and volatile solids concentration vs.
time for the RBC during the period July 1971 to May 1972.
-------
00
o
10 -
8 -
6 -
o
ti
o
n
2 ~
1
! j ! ! , , 1 1 !
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC.
I
100
I
200
\
300
DAY OF YEAR
Figure 36. Influent dissolved oxygen concentration vs. time for the RBC during the
period January to April 1972.
-------
oo
4.0 ~
3.2 ~
g
n
1
en
H
Q
2.4 -
1.6
0.8
1 J 1 1 T 1 1 1 1 1 1
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC,
0
Figure 37.
I
100
I
200
DAY OF YEAR
I
300
Effluent dissolved oxygen concentration vs. time for the RBC during the
period August 1971 to May 1972.
-------
the RBC influent contained up to 9.4 mg/1 nitrate (Figure 38). As the
temperature decreased, nitrification slowed in the lagoon. During November
and early December, 1971, a nitrifier population became established on the
RBC disks since the BODs was low enough that nitrifiers could compete ef-
fectively for oxygen. The nitrate concentration in the RBC effluent reached
a maximum of 47,6 mg/l« This is a start-up phenomenon and should not occur
during normal operation with heavier organic loading. Nitrate concentra-
tions remained near zero for the remainder of the test period.
The ammonia concentration ^Figure 39; followed the same general pattern
as did the total and volatile solids. Ammonia removal occurred only while
nitrification occurred-during November and early December, ly71. Organic
nitrogen (Figure 4u) ranged from l2.b to 100 mg/l throughout the test and
followed the same general trends as the solids concentration.
The effluent chloride concentration was nearly the same as that of
the influent concentration (Figures 41 and 42). The chloride concentration
remained fairly constant from July to November,1971. It then began to in-
crease until the lagoon liquid was diluted on March 1, 1972. After hogs
were removed from the buildings, the chloride concentration remained con-
stant until the end of the test. One would expect the chloride concentration
in this system to reach an equilibrium as excess effluent is irrigated and
some salts are removed. This equilibrium will probably not be such that
it will be toxic to bacteria?3
The total phosphate concentration did not change appreciably as the
lagoon effluent flowed through the RBC. (Figures 43 and 44). The total
phosphate remained relatively constant from July through November.»1971.
From early December until early March, the phosphate concentration increased
as manure was accumulating in the system. During mid-March the lagoon was
diluted by water from the lagoon-aeration basin system and the total phos-
phate concentration decreased. These concentrations were never in a range
that would cause toxic effects to bacteria.
82
-------
oo
U)
16-
12
0)
cd
ff 8-
W
H
H
S-5
4 -
JAN. FEB. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV. DEC,
0
-Influent
Effluent
100
200
300
DAY OF YEAR
Figure 38. Influent and effluent nitrate concentrations vs. time for the RBC during
the period August 1971 to March 1972.
-------
JAN
~ ' FEB.'MARCH ' APRIL MAY ' JUNE ' JULY ' AUG. 'SEPT.' OCT.' NOV. f DEC.
800-
600 -
2!
CO
00
400 -
200 -
0
Influent
Effluent
100
200
300
DAY OF YEAR
Figure 39.
Influent and effluent ammonia concentrations vs. time for the RBC during
the period July 1971 to May 1972.
-------
00
500 .
400
300
§
a
I
200
100
0
JAN.1 FEB.'MARCri APR^L MAY1 JUNE' JULY' AUGlSEPT*. OCT*. NOV'. DEC*.
100 200
DAY OF YEAR
300
Figure 40. Influent and effluent organic nitrogen concentrations vs. time
for the RBC effluent for the period July 1971 to May 1972.
-------
400 -
320 -
240 -
00
160 -
80
JAN. I FEB. IMARCH ' APRIL' MAY 'JUNE ' JULY 'AUG. 'SEPT. l OCT. } NOV. f DEC,
I
100
200
I
300
DAY OF YEAR
Figure 41. Influent chloride concentrations vs. time for the RBC during the period
July 1971 to May 1972
-------
300
250 -
P 200 -
s
150 -
100 -
50
JAN. 'FEB. 'MARCH' APRII! MAY IJUNE 'JULY ! AUG. fSEPT.I OCT.I NOV. I DEC.
o
I
100
I
200
I
300
DAY OF YEAR
Figure 42. Effluent chloride concentration vs. time for the RBC during the period
July 1971 to May 1972.
-------
00
00
160 -
PH
CO
w
CO
§
P-I
H
8
80-
40-
0
1
100
200
DAY OF YEAR
300
Figure 43.
Influent total phosphate concentration vs. time for the RBC during the
period July 1971 to May 1972.
-------
00
100 -
*
o
(0
rH
N_X
w
Ot
co
§
p-l
I
H
80 -
60 -
40 -
20
JAN. 'FEB. 'MARCH 'APRIL ' MAY 'JUNE 'JULY ' AUG. ' SEPT. ' OCT. ' NOV. ' DEC.
0
I
100
200
DAY OF YEAR
I
300
Figure 44, Effluent total phosphate concentration vs. time for the RBC during the
period July 1971 to May 1972.
-------
SECTION VI
EVALUATION OF THE ORIGINAL SYSTEM
A waste management system has four primary functions:
1. Separation of the manure from the animals.
2. Transport of the waste materials from the buildings.
3. Treatment of the manure.
4. Final disposal or utilization.
In performing these functions the system should be compatible with the
environment. Water should not be contaminated beyond the point where it
can be renovated for reuse. Obnoxious levels of odor should not be emitted
that offend neighbors, workers, or owners. Insects and airborne diseases
should be controlled. The system must be compatible with animal psychology
and physiology by allowing for and taking advantage of animal habits as well
as physiological limitations. Animal contact with disease organisms and
toxic gases and liquids should be minimized. The waste management system
should be compatible with an animal production management scheme by pro-
viding some flexibility in animal management. Labor and maintenance re-
quirements should be minimized. Only a reasonable technical and management
skill should be required to operate the system. Fixed and variable costs
should be minimized.
The effectiveness of the manure separation and transport system in each
of the three systems will be evaluated in terms of the following criteria.
1. The system should permit quick separation of the-, manure from
animal contact thus removing a potential source of disease organ-
isms or toxic materials.
2. The manure should be removed from the building thus removing a
source of odors and toxic gases.
3. Minimum energy in the form of manual labor and other energy forms
should be required.
4. The system should be simple in design so that it can be easily
assembled from readily available materials by local skills thus
minimizing construction costs.
5. It should contain few moving parts to minimize maintenance.
90
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MANURE - ANIMAL SEPARATION
The flushing gutter system permitted quick separation of the animal
from contact with his waste materials in the finishing buildings and in
tfc.ose farrowing buildings with pens that permitted the animal to get the
full length of her body into the gutters. The hogs and pens remained clean
and dry. The farrowing sows did not use the gutters as diligently as the
finishing animals; however, the nursing area, sow, and baby pigs remained
generally clean and dry.
The animals in the farrowing buildings with the narrower pens were
not separated from their waste materials as effectively, primarily because
of pen design. The animals would play in the gutter with their front feet
in the gutter and deposit their waste materials 0.7-1.0 m from the gutter.
This resulted in pens, sows, and baby pigs that were often damp and dirty.
Designing and constructing the pen so that the animal can get the full
length of its body in the gutter is important to enable the animals to
place their waste materials in the gutter. Closer confinement of the far-
rowing animals in farrowing stalls»for example, would insure that the wastes
be placed in a known location; however, the expense of doing this for waste
handling purposes may not be justified since only minimal labor was re-
quired to move the manure into the gutter.
In both the farrowing and finishing buildings, the animals were able
to be in contact with the manure primarxly while cleaning water was running
down the gutters. One may be concerned that tnis water and manure running
from one pen to another may spread disease. This was not a problem in any
of the farrowing buildings. An outbreak of scours occurred in the finishing
buildings in June»1972. Diseased animals became dehydrated and were ob-
served drinking the water running down the gutter. This may have been a
complicating factor in the disease problemj however, there was not enough
evidence to support this. Smith23 reported an outbreak of T.G.E. in
a swine finishing building. He found that virus was able to survive treat-
ment in anaerobic lagoons. He did not present any evidence suggesting that
flushing gutters complicated disease problems.
91
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MANURE REMOVAL FROM BUILDINGS
The manure was quickly removed from the farrowing houses by treated
effluent running down the gutters once the manure was placed in the gutters.
Very little labor was required to keep the gutters clean. Baby pigs being
flushed down the gutters seems to be no problem, especially if the pigs are
over 3-5 days old.
Manure was quickly removed from the finishing houses and very little
labor was required to remove the manure until the total weight of animals
in the buildings was about 31,000 kg. While the total weight of animals
was above this weight, two manhours per day were required to scrape the
manure from the gutter. The slope of these gutters was 0.4 percent. The
velocity of the water decreased as it moved down the gutter. The performance
of these gutters may be improved by adding another flush tank midway down
the gutter. Since the water from the second flush tank would not travel as
far the velocity would be faster and better able to remove the waste
materials. New flushing gutters should be constructed on a 0.8 to 1.0-per-
cent slope to increase the velocity of water down the gutter. A 0.4-percent
slope and a 570-1 flush in one minute every hour seems sufficient in
farrowing buildings since the animal density is not as great.
The flushing gutters and flush tanks were easily constructed from
readily available materials and could be constructed by local skills. The
gutter was formed concrete. The flush tanks were ordinary stock tanks,
while the dosing siphons were made of plastic pipe and plumbing parts. These
materials are all easily acquired and are very simple to assemble. Except
for the pumps the entire manure transport system has no moving parts. The
advantage of no moving parts is best shown by the fact that the dosing siphon
needed only annual cleaning after some initial modifications. The pipe that
carried the manure from the buildings to the treatment device never clogged.
TREATMENT OF THE MANURE
The following criteria will be used to evaluate the effectiveness of
the waste treatment systems.
1. The treatment system should minimize air and water pollution from
wastes that animals produce and should conserve the use of potable
water.
92
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2. If recycled, the effluent should be easily handled by commonly
available equipment, cause no obnoxious odors in or around the
production buildings, contain no toxic materials or disease
causing organisms, and have fluid properties that will enable it.
to efficiently transport the manure.
3. The waste treatment system should require minimum maintenance,
labor, and technical management skill.
One of the major attributes of the aeration basin system is that the
aerobic system is odorless. Insects were not a problem near this system.
These attributes would make this system more acceptable near populated
areas.
An aerobic lagoon was part of the lagoon aeration basin system and
the RBC system. These lagoons emitted some undesirable odor from mid-April
until early June. This makes these two systems undesirable near heavily
populated areas, although these odors may be tolerable to the livestock
producer himself. The 6-m aeration basin caused no odor problems. The
RBC, on the other hand, was a constant source of odor. Insects were not a
problem around either of these systems.
The excess water, from all three systems, irrigated to crop land
caused no odors during application and caused no apparent damage to the
corn grown in the application area. Koelliker's work17 indicates that 95,
99 , and 99 percent,of the COD, ammonia-N, and total phosphate are removed
after percolation through the top few inches of soil. This provides excel-
lent water treatment with no odor problems. It would appear that this is
a satisfactory method for disposing of excess water. However, more inves-
tigation is needed to determine more precisely what effect this effluent
has upon crops, soil, ground water, and tile water.
The 12-m aeration basin and anaerobic lagoons were shown to be effec-
tive in removing carbonaceous materials from the swine wastes. During the
first three months of operation, the 12-m aeration basin removed approxi-
mately 97 and 90 percent of the BOD5 and COD, respectively, that was added.
The anaerobic lagoon associated with the 6 m aeration basin removed 92
and 96 percent of the BOD5 and COD respectively that was added during the
entire test period July 1971 to June 1972. The RBC lagoon removed 73 and
83 percent of the BOD5 and COD during the entire test period. The RBC it-
self removed very little oxygen demanding material. It removed 50 percent
93
-------
of the BOD5 added to it from November to early December. It removed only a
negligible amount of BOD5 for the remainder of the test period.
The treated effluent returned to the swine buildings in all three sys-
tems was acceptable for use as cleaning water. No objectionable odors, or
animal health problems were encountered that could be directly related to
the treated effluent. Its fluid properties were such that it was able tq
remove manure from the gutters.
The 5-hp floating aerator functioned satisfactorily throughout the
operating period. The major problem associated with the aeration basin
system was the inability of the system to dependably return the high solids
effluent to the flush tanks. Return lines and flow control equipment should
be constructed with the smoothest, most reasonably priced material avail-
able. Also, they should contain as few constrictions and rough connections
as possible, to prevent solids from clogging in the return lines. Pumps
within the 1/2 to 2 hp range that can continuously pump effluent that con-r
tains hog hairs, grain hulls, manure solids, and bacteria are needed. Ef-
ficient, low cost, low maintenance pumps meeting these criteria have not
yet been found.
The effluent was successfully returned to the farrowing buildings
during the winter while the aerator was not operating. While manufacturers
have claimed that the aerator will operate throughout the winter, it seems
that the possible extra maintenance problems are not justified. During
cold weather very little bacterial activity occurs thus only minimal oxi-
dation of organic material occurs. The settled effluent that is available
without aeration is satisfactory for gutter cleaning.
However, operating with no aeration during the winter with heavier
manure loading should be investigated since no animals were in the farrowing
buildings for nearly three months of the winter during this testing period.
Manure accumulation may become a problem in the spring.
The treated effluent from the lagoon-aeration basin system was returned
to the flush tanks with few problems. All that was required was to clean
the pump inlet screen once or twice per week and check the flow rate to be
sure the return lines were not becoming clogged. The effluent was pumped
during the winter months with no problems.
94
-------
Aeration of the lagoon effluent removed the odors from the lagoon
effluent before it was returned to the farrowing buildings. However, it
may be possible to return lagoon effluent directly to the flush tanks with-
out causing odor problems. If undesirable odors occur, perhaps the ef-
fluent could be aerated as it enters the flush tank. The flush tank could
be covered so that the odors could be vented outside the building.
Further development and operating knowledge is needed before application
of the Rotating Biological Contactor for treating lagoon effluent can be
recommended. While the RBC effluent was easily returned to the flush tanks,
the RBC has presented several operational problems. The precipitation of
calcium carbonate and perhaps magnesium ammonium phosphate caused the sump
pump failures. The calcium carbonate that precipitated in the disk section
had to be removed every 10-15 days from January through March. The disk
drive asseu..ly needs modification to improve chain and sprocket life. Proper
loading and operating conditions for optimum BODs removal need to be under-
stood more completely. Since the RBC does not function well during the
winter, provisions for bypassing the RBC must be made .so that lagoon ef-
fluent can be recirculated, thus avoiding the expense of operating the RBC
during the winter.
95
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SECTION VII
SYSTEM MODIFICATIONS AND EVALUATIONS
At the end of the evaluation period, it was evident that the three
waste handling and treatment systems were not entirely satisfactory. During
the final stages of the project a series of system modifications were made
in an effort to gain additional insight into the problems, to solve them
where possible, and where solutions were not available to alter the system
sufficiently so that operable systems would be intact upon completion of
the project.
Toward the end of the evaluation period, the station suffered an in-
crease of scours within the herd. Although there are no data to implicate
the flushing gutter in causing the disease, the presence of flushing water
did seem to contribute to more rapid and widespread infection. Treatment
of infected hogs was also complicated because they had a source of non-
medicated water available to them.
AERATION BASIN SYSTEM
At the time of the summer farrowing in June and July 1972, treated
wastewater was being used to flush the gutters. Although pumping problems
were occurring, the system was operable and no appreciable disease problems
were encountered. Prior to the fall farrowing, however, enteric disease,
dysentery, problems had become sufficiently severe in the finishing building
that the station personnel elected to use fresh water to flush the gutters.
An overflow conduit from the aeration basin carried excess water to a pre-
viously existing storage lagoon on the station property. Bedding was used
in the farrowing buildings for the February-March 1973 farrowing and the
i
aeration basin was diverted to an evaluation of an induced aspiration aera-
tion device.
Induced Aspiration Aeration Device
In an effort to overcome the inherent problems of surface aerators
during freezing conditions an induced aspiration aerator was obtained for
evaluation from Fairfield Engineering and Manufacturing Company, Fairfield,
Iowa. The purpose of the study was to determine if an Aerob-A-Jet could
96
-------
be successfully operated when unprotected throughout the winter. The criteria
for success were to maintain temperature and dissolved oxygen concentrations
at a level that continued some detectable biological degradation of the waste.
The Aerob-A-Jet is a floating surface aerator that pulls air down into
the liquid and disperses it as fine bubbles. A hollow shaft turns a boat
propeller, forcing the liquid vertically down. The vortex formed at the
propeller pulls air through this hollow shaft where it is broken into small
bubbles and forced downward. The oxygen transfer efficiency of this method
of aeration is claimed to be comparable to, or even better than, that of
conventional surface aerators. This aerator also has the merit of pulling
air past the motor where it picks up heat which is largely transferred to
the water. A drawing of this aerator is shown in Figure 45.
Similar aeration devices have been used for some time as stationary
units in underfloor oxidation ditches for swine confinement buildings. In
this situation, where heat losses are small, stable liquid temperatures
have been maintained in the thermophilic range of 40° C to 50° C through-
out the winter without the addition of supplemental heat to the liquid.
In early November of 1972 an Aerob-A-Jet was installed in the 12-m
diameter by 3m deep concrete aeration basin. There was a constant level
overflow from this basin into the small anaerobic lagoon of the lagoon-
aeration basin system. Final disposal then took place from this lagoon.
At the time of installation, the farrowing units were unoccupied.
Since no farrowing activity was expected between November, 1972, and
February,1973,it was decided to load this basin with frequent additions of
finishing hog slurry from two different types of slurry storage on the farm.
One was a large, pit into which the manure from a finishing building was
flushed with fresh water. The liquid portion then overflowed into a large
lagoon whereas the solids settled in the pit. The other storage was a
shallow pit beneath the slatted floor of a small finishing building. When
weather permitted, 3 m3 loads were transferred to the aeration basin
in a liquid manure tank. Samples were taken of the slurry and the mixed
liquor from the aeration basin before the loading and within 6 to 24 hrs
after the addition. The dissolved oxygen content and temperature of the
water were measured before and after addition of slurry. In December, a
thermograph was installed toicontinuously record liquid and air temperatures.
With this, the changes in temperature attributable to the additions of the
slurry could be noted in more detail.
97
-------
SHROUD
FLOAT
ASSEMBLY
DRIVE TUBE
MOTOR
LOCATION
BOTTOM FOAM
STOP ASSEMBLY
Figure 45. The aerator used for the period November 1972 to June 1973.
98
-------
The first problem encountered was the weather. At temperatures below
-7° C, the slurry wagon would not function properly. Also, it required
three or four warm days to thaw the slurry under the slatted floor suffi-
ciently for it to be pumped. Therefore, the loading interval was sporadic.
A considerable amount of foaming was observed. Foam formation cor-
related well with the loading, i.e., just after loading, foam would build
up rapidly and then slowly recede over the following day or two. At times,
there were more than 1 m of foam covering the basin.
The temperature data tend to show that, with a continuous feed of waste
into this basin, a liquid temperature in the range of 7 to 10° C could be
maintained throughout the winter. Two records from a temperature recorder
started just before loading the basin and operated continuously until a few
hours after a second loading are shown in Figure 46. Preliminary indica-
tions were that there is an immediate temperature rise due to the loading
that diminishes over the following 48-hr period. The data do not show con-
clusively how much of the heating effect was due to the loading and how much
was due to transfer from the surrounding air. This merits further study.
The samples taken from the feed slurry and aeration basin were evaluated
for COD, BODs, and total and suspended solids. The results of these tests
appear in Tables 10 and 11. The COD of the basin is shown graphically in
Figure 47. There is a definite degradation of the COD between loadings. The
BOD shows the same trends. Extended aeration at a reduced BOD loading and
resultant long aeration time compensates for the low metabolism rate of micro-
organisms .
Except for when the aerator was inoperable with a sheared pin, the sur-
face of the basin was largely free of ice. Some ice did form around the perim-
eter during the coldest days. If the basin had been fed with wastes on a
uniform, continuous basis, ice formation might have been entirely prevented.
The dissolved oxygen content of the basin remained at or near satura-
tion the entire winter. The 3-hp motor on the aerator supplied more than
sufficient aeration power capacity for the light loading received. Because
of this aerobic state throughout the winter, there was little or no odor
escaping from this system.
In summary, the induced aspiration-type floating aerators did indeed
maintain an aeration basin saturated with oxygen and nearly ice-free through-
out the winter. With sufficient waste material fed into the basin, it should
99
-------
o
o
70°F
50°F
30° F
70° F
50° F
AIR TEMPERATURE
MIXED LIQUOR TEMPERATURE
\
\
JAN. 25
30QF
SLURRY ADDITIONS
AIR TEMPERATURE
MIXED LIQUOR TEMPERATURE
\
6 10
PM
FEB. 22
2 6
AM
TIME - HOURS
10 2
PM
Figure k6. Temperature vs. time for the mixed liquor in the aeration basin and of the surrounding
air. The time period covered in each case is from immediately before an addition of
waste slurry to a few hours after a second addition.
-------
Table 1(K STRENGTH OF WASTE ADDED TO THE AERATION BASIN
DURING THE AEROB-A-JET STUDY (mg/1).
Date
Nov. 21
Dec. 15
Dec. 19
Dec. 28
Jan. 3
Jan. 25
Jan. 26
Feb. 22
Feb. 23
Waste added,
m3 COD BOD
3 80,000 10,150
6 140,000 30,000
6 45,000 6,750
3,150a
6 200,000 27,750
6 115,000 17,800
3 55,200 10,600
21 171,000 61,000
10 76,800 23,200
15 65,660 34,600
Total
solids
-
161,200
129,900a
35,820
30,000a
121,900
90,300a
87,390
71,250a
55,760
180,000
135,960a
56,520
43,080a
82,360
57,000a
Suspended
solids
11,000
6,520a
26,000
15,000a
7,050
4,020a
37,000
23,800a
11,560
6,200a
5,920
2,320a
47,640
30,240a
9,120
4,800a
24,120
12,080a
*Notes: volatile portion.
101
-------
Table 11. STRENGTH OF WASTE IN THE AEEATION BASIN
DURING THE AEROB-A-JET STUDY(mg/1).
Before loading
Date
Nov. 3
Nov. 15
Nov. 21
Dec. 15
Dec. 19
Dec. 28
Jan. 3
Jan. 25
Jan. 26
Feb. 22
Feb. 23
aNotes :
Total
COD BOD solids
360 100
109 20 1,420
340a
125 17 1,740
57 Oa
_
-
500 130 1,950
530a
680 190 2,028
648a
_
1,060 340 2,104
772a
_ _
1,440 445 2,364
l,032a
volatile portion.
Suspended
solids
-
1,340
292a
1,310
248a
-
-
1,760
360a
1,760
412a
-
1,696
432a
-
1,812
624a
After loading
Total
COD BOD solids
_
_ _
340 >100 1,810
605a
1,300 - 3,040
l,270a
1,120 680 2,675
l,}23a
1,320 460 2,600
l,030a
200 280 2,116
1,060 340 2,104
772a
2,665 1,360 4,204
2,172a
1,440 445 2,364
l,032a
1,460 700 2,764
l,312a
Suspended
solids
-
-
1,350
280a
2,250
670a
2,150
670a
2,120
l,020a
1,884
1,696
432a
2,592
l,008a
1,812
624a
1,956
744a
102
-------
I-*
o
0
24OO-
2000-
1600-
1200-
800-
400
15
DEC.
r\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
\
i
25 4 14 24 3 13
JAN. DAT£ FEB.
Figure 47. COD vs. time of the mixed liquor in the basin during the Aerob-A-Jet study.
23
-------
be possible to maintain a liquid temperature near 90 c and achieve some
continued aerobic biological activity. Any spring start-up problem associated
with re-aerating a system which had been fed throughout the winter, but al-
lowed to go anaerobic, would be significantly ameliorated.
LAGOON-AERATION BASIN SYSTEM
Of the three systems, the lagoon aeration basin system presented the
fewest operational difficulties during the evaluation period. The short-
comings of the system were associated more with the pen geometry in the far-
rowing buildings than with the manure flushing and biological treatment.
As in the case of the aeration basin system, however, not being able to
find a suitable pump to handle the return liquor reliably was an added in-
convenience. When pump failure occurred, fresh water flushing had to be
used, thus aggravating the storage problem within the system. The fear of
a breakout of the dysentery disorder in the farrowing buildings ended use
of the flush system and a return was made to traditional straw bedding for
the March,1972,farrowing.
ROTATING BIOLOGICAL CONTACTOR SYSTEM
The rotating biological contactor system, although successful in terms
of hog production and manure removal, was plagued with operating difficulties
attributable to the RBC unit and to a severe enteric disease that infected
the herd. The modifications and studies described in this section represent
an effort to respond to these problems and overcome the difficulties.
RBC Flow Rate Studies
The RBC unit when operating properly had a grey-brown slime on the disks.
By early summer of 1972, this slime had been largely replaced by a black
crystaline substance. In this condition, the RBC provided little if any BOD
reduction. In order to improve its performance the feed supply was changed
from lagoon effluent to the less concentrated effluent from the aeration
basin of the lagoon-aeration basin system. Under these conditions, an ac-
ceptable appearing slime growth developed on the disks by August 1.
On August 4, lagoon effluent was again diverted to the RBC but at lower
flow rates. The data presented in Table 12 were generated. These data do
104
-------
indicate improved performance as a result of the combined low flow rates
and revitalized slime growth. Mechanical difficulties continued to
make routine operations difficult and on September 15, 1972, the RBC
unit was drained and permanently removed from service. The piping sys-
tem was altered so that the RBC was bypassed and flushed with water
pumped directly from the anaerobic lagoon. This water has been used
as the flushing water source since then. This procedure has resulted
in significantly fewer daily maintenance problems.
Table 12. RBC PERFORMANCE UNDER VARIOUS FLOW RATES AFTER REVITALIZATION.
Date August 9 August 16 August 24 September 7
Flow rate
(1 per min.) 37 19 37 37
COD
influent (mg/1) 2450
effluent (mg/1) 2100
percent removal 14
2350
1150
51
2870
2280
21
2530
2040
19
Chlorination of Flush Water
In response to the continued problems with vibrionic dysentery,
chlorination of the flush water was initiated to evaluate its_ effective-
ness. A 13-percent solution of sodium hypochlorite was used as the
chlorine source. The chlorine residual was maintained at 1 to 5 mg/1.
Continual monitoring was necessary to maintain this level. The effect
of chlorination was inconclusive. The outbreaks of dysentery became
less frequent but this may have been attributable to the hogs reaching
sufficient size to have increased resistance to the infection. Further
evaluation with the subsequent group of hogs was thwarted by failure
of the chlorine feed pump. The cost of this chlorine treatment was
approximately two cents per hog per day or an equivalent of $2.40 per
pig raised.
105
-------
Flushing Gutter Modifications
Again, in response to the disease problems the flushing channels
in two of the finishing buildings were remodeled. This remodeling en-
tailed removing the floor of the flushing channel and increasing its
depth to provide a sloping gutter from 20 to 50 cm deep. The gutters
were then covered with slats, one thir4 of which were plastic and the
remainder aluminum. Larger flush tanks were also installed at this
time. The revised gutter system is shown in Figure 48.
The first group of hogs were put in this building in early June
1972. The pens stayed relatively clean and the gutters flushed effec-
tively. Some manual scraping of pens was required to move manure to
the slotted area. The disease problem which had been present previously
continued to recur in isolated pens. However, treatment with medicated
drinking water was easier since the pigs did not have access to an al-
ternative source of water.
IRRIGATION SYSTEM
In order to provide sprinkler irrigation disposal of excess liquid
wastes a system is being constructed which utilizes the existing large
shallow lagoon (150 m by 90 m by 1.2 m) receiving the drainage from
the entire station as well as overflow from the anaerobic lagoon.
The design includes a self-propelled, cable-guided, big-gun sprink-
ler. A stationary,electrically driven, centrifugal pump pulls water
from the lagoon, discharging it into a buried 10-cm PVC main to a riser.
The riser, in turn, supplies the reel-wound house connected to the cen-
tral pivot of the travelling gun. The gun travels a length of 400 m
in 24 hours and has a design distribution radius of 60 m. Thus, the
waste can be applied to an area of approximately 6 ha.
The logic of the disposal system design was developed from: the
expected volume and nutrient content of lagoon water to be disposed of;
the cropping practices on the disposal area; the amount of system
management that could be expected from operating personnel; and the
probable climatic periods acceptable to sprinkler disposal. Nutrient
106
-------
O
-vl
MR
I
SLOPE 5%
SLATTED FLOOR
AREA
GUTTER SLOPE
DEPTH VARIES
Figure 48. Revised flushing gutter and slat arrangement used in two finishing buildings.
-------
utilization, particularly phosphorus, indicated the total land area
needed should be about 18 ha, (1 ha./250 animals) if the station oper-
ates at its full animal capacity. Climatic conditions, cropping prac-
tices, and available storage determined the application rate and fre-
quency of about 2.5 cm per hr., 3 times each year - April, June, and
October. The remainder of the design was then the matching of these
requirements to obtainable equipment, economics, and management consider-
ations. The actual quantities of nutrients applied in the first year
of operation will be monitored. If the loadings exceed current guide-
lines for N and P application rates then adjacent blocks of 6 ha. can
be used in subsequent years, thus average annual loadings will not ex-
ceed guidelines. Additional mains and risers will not be provided until
field data is available to justify their installation.
108
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SECTION VIII
REFERENCES
1. Laycock, G. E. The Immaculate Pig. The Farm Quarterly. 2(l):57-59,
133-135. 1947.
2. Hughes, F. F. Does Multiple Farrowing Pay? The Farm Quarterly.
12(1):44-45, 99-104. 1957.
3. Heitman, J., Jr., C. F. Kelly, and T. E. Bond. Ambient Air Tempera-
ture and Weight Gain in Swine. Jour. Animal Sci. 17:62-67. 1958.
4. Hazen, T. E. and D. W. Mangold. Functional and Basic Requirements
of Swine Housing. Agr. Engr. 41:585-590. 1960.
5, Mangold, D. W., V. C. Speer, E. P. Taiganides, and T. E. Hazen.
Interacting Factors Associated with Confinement Housing of Growing-
Finishing Swine. Journal Paper No. J-4839 of the Iowa Agriculture
and Home Economics Experiment Station, Ames, Iowa. Presented at
the Mid-Central Region Meeting of the American Society of Agricul-
tural Engineers, St. Joseph, Missouri. April 1964.
6. Willrich, T. L. Primary Treatment of Swine Wastes by Lagooning.
In: Management of Farm Animal Wastes (Proceedings, National
Symposium). Amer. Soc. Agr. Engr. pp. 70-74. 1966.
7. Taiganides, E.P., E. R. Baumann, H. P. Johnson, and T. E. Hazen.
Anaerobic Decomposition of Hog Wastes. Jour. Agr. Engr. Res.
8:327-333. 1963.
8. Knight, R. S. Performance of a Cage Rotor in an Oxidation Ditch.
Unpublished M.S. Thesis. Iowa State University Library, Ames.
83 pp. 1965.
9. Taiganides, E. P. and T. E. Hazen. Properties of Farm Animal Excreta.
Trans. Amer. Soc. Agr. Engr. 9:374-376. 1966.
10. Merkel, J. A. Atmospheric Composition in an Enclosed Swine Produc-
tion Building. Unpublished Ph.D. Thesis. Iowa State University
Library. 1967.
11. Smith, R. J. Manure Transport in a Piggery Using the Aerobically
Stabilized Dilute Manure. Unpublished M.S. Thesis. Iowa State
University Library, Ames, Iowa. 99 pp. 1967.
12. Smith, R. J., T. E. Hazen, and J. R. Miner. Manure Management in
a 700 Head Swine-Finishing Building; Two Approaches Using Renovated
Waste Water. In: Livestock Waste Management and Pollution Abate-
ment (Proceedings International Symposium of Livestock Wastes).
Amer. Soc. Agr. Engr. pp. 149-153. 1971.
109
-------
13. Person, H., L. and J. R, Miner. A Dosing Siphon for Discharging
Cleaning Water into Flushing Gutters. Unpublished paper presented
at the Mid*-Central Region Meeting of the American Society of Agri-
cultural Engineers, St. Joseph, Missouri, (Mimeo). Iowa State
University, Department of Agricultural Engineering, Ames, Iowa.
11 pp. April 16, 17, 1971.
14. Koelliker, J. K. Soil Percolation as a Renovation Means of Live-
stock Lagoon Effluent. Unpublished M.S. Thesis. Iowa State Uni-
versity Library, Ames. 108 pp. 1969.
15. Vanderholm, D. H. Field Treatment and Disposal of Livestock Lagoon
Effluent by Soil Percolation. Unpublished M.S. Thesis. Iowa State
University Library, Ames, Iowa. 62 pp. 1969.
16. Koelliker, J. K., J. R. Miner, C. E. Beer, and T. E. Hazen. Treat-
ment of Livestock-Lagoon Effluent by Soil Filtration. In: Live-
stock Waste Management and Pollution Abatement (Proceedings, Inter-
national Symposium on Livestock Wastes). Amer. Soc. Agr. Engr.
pp. 329-333. 1971.
17. Koelliker, J. K. and J. R. Miner. Use of Soil to Treat Anaerobic
Lagoon Effluent; Renovation as a Function of Depth and Application
Rate. Trans. Amer. Soc. Agr. Engr. 13:496-499. 1970.
18. Antonie, R. L. and F. M. Welch. Preliminary Results of a Novel
Biological Process for Treating Dairy Wastes. Purdue University,
Engineering Extension Department, Bulletin 135:115-126. 1969.
19. Welch, F. M. Preliminary Results of a New Approach in the Aerobic
Biological Treatment of Highly Concentrated Wastes. Purdue Univer-
sity Engineering Extension Department. Bulletin 135:428-437. 1968.
20. Joost, R. H. Systemation in Using the Rotating Biological Surface
(RBS) Waste Treatment Process. Purdue University, Engineering
Extension Department, Bulletin 135:365-373. 1969.
21. Borchardt, J. A. Biological Waste Treatment Using Rotating Discs.
In: Raymond P. Canale (ed.) Biological Waste Treatment. Wiley
and Sons, Inc., New York. pp. 131-140. 1971.
22. Hultgren, J. P. Photographic Studies of the Dunging Behavior of
Pigs in Confinement. Unpublished M.S. Thesis. Iowa State University
Library, Ames, Iowa. 129 pp. 1971.
23. Smith, R. J. A Prototype System to Renovate and Recycle Swine Wastes
Hydraulically. Unpublished Ph.D. Thesis. Iowa State University
Library, Ames, Iowa. 176 pp. 1971.
110
-------
24, Laursen, E. M, Sediment-Transport Mechanics in Stable Channel
Design. Trans. Amer. Soc, Civil Engr. 23:195-206. 1958.
25. Ferguson, J. F. The Precipitation of Calcium Phosphates from Fresh
Waters and Waste Waters. Ph.D. Thesis. Stanford University. (Mic.
70-18, 403, University Microfilms, Ann Arbor, Michigan). 194 pp.
1970.
26. Welch, F. M. New Approach to Aerobic Treatment of Wastes. Water
and Waste Engr. 6(7):D12-D15. 1969.
27. Standard Methods for the Examination for Water and Wastewater.
12th ed. American Public Health Association. New York, New York.
1965.
28. Bremner, J. M and D. R. Kenney. Steam Distillation of Ammonium,
Nitrate, and Nitrite. Anal. Chem. Acta 32:485-495. 1965.
29. Murphy, J. and J. P. Riley. A Modified Single Solution Method for
the Determination of Phosphate in Natural Waters. Anal. Chem.
Acta. 27:31-26. 1962.
Ill
-------
SECTION IX
PUBLICATIONS AND PATENTS
1. Person, H. L. and J, R. Miner. A Dosing Siphon for Discharging Cleaning
Water into Flushing Gutters. Unpublished paper presented at the Mid-
Central Region Meeting of the American Society of Agricultural Engineers,
St. Joseph, Missouri, April 16 and 17, 1971. (Mimeo). Iowa State
University, Department of Agricultural Engineering, Ames, Iowa. 11 pp.
1971.
2. Person, H. L, and J. R. Miner. An Evaluation of Three Hydraulic Manure
Transport Systems, Including a Rotating Biological Contactor, Lagoons,
and Surface Aerators. In: Waste Management Research (Proceedings of
the 1972 Cornell Agricultural Waste Management Conference), pp. 271-288.
1972.
3. Person, H. L., J, R, Miner, T. E. Hazen, and A. R. Mann. A Comparison
of Three Systems for Transport and Treatment of Swine Manure. American
Society of Agricultural Engineers, Paper No. 72-499. Presented at the
1972 summer meeting in Hot Springs, Arkansas. June 27-30, 1972. In
press, 1972.
4. Person, H. L. Performance of Three Hydraulic Systems for Conveying and
Treating Swine Manure. Unpublished M.S. Thesis. Iowa State University
Library, Ames, Iowa, 153 pp. 1972.
5. Parker, G. B., R. J. Smith, R. S. Blough, and A. R. Mann. The Use of
an Induced Aspiration Aeration Device for Winter Operation of Unprotected
Aerated Lagoons. American Society of Agricultural Engineers. Paper
No. MC-73-303. Presented at the 1972 Mid-Central Regional Meeting in
St. Joseph, Missouri. April 6-7, 1973.
112
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SECTION X
APPENDICES
Page
A. Analytical Procedures 114
B. Record of Animal Numbers and Weights in the Individual 116
Systems
C. Water Quality Data for the Various Flow Streams 120
D. List of Abbreviations used in the Appendix Tables 147
113
-------
APPENDIX A
ANALYTICAL PROCEDURES
Sampling procedure
All samples were grab samples placed in 500-ml plastic bottles and
taken to the laboratory for analysis within 30 minutes or stored in a
refrigerator for analysis the next day. From July 22 until the end of
October samples were taken every week.
The 12-m aeration basin sample was taken within 1 m of the edge of
the basin. The sample from the lagoon in the lagoon aeration basin was
taken from a dock that extended 4 m from the waters edge into the lagoon
and was located where the lagoon effluent enters the aeration basin.
The aeration basin sample was taken within 1 m of the edge of the 6-m
basin. The RBC influent sample was taken from the overflow pipe which
controls the water level in the RBC wet well. The RBC effluent sample
was taken from the clarifier where the effluent enters the effluent
return line.
Water analysis
Biochemical oxygen demand and chemical oxygen demand. The BOD and
COD determinations were made according to Standard Methods27.
Total and volatile solids. The procedure for residue on evapora-
tion and total volatile and fixed residue outlined in Standard Methods27
was followed.
Ammonia nitrogen. Ammonia-N was determined according to Bremmer
and Keeney28 Distillation was continued until 50 ml of distillate were
collected. A 20-ml sample was used. The distillate was titrated with
0.02N sulfuric acid.
Nitrate and nitrite nitrogen. After the ammonia-N had been dis-
tilled from the sample Devarda's alloy was added to the sample. Fifty
ml of distillate was collected then titrated as in the ammonia-N deter-
mination.
114
-------
Kjeldahl nitrogen. The procedure for determinating Kjeldahl-N des-
cribed in Standard Methods27 was used except that copper selenite was
used for the catalyst instead of mercuric sulphate. The following modi-
fications were also made: 20-ml samples were used, ammonia was not
removed, 10 ml of 2 percent boric acid was used, and 50 ml of distillate
was collected. Organic nitrogen was then calculated by subtracting
the ammonia concentration from the Kjeldahl-N concentration.
Total-phosphorus. The method described by Murphy and Riley29 was
used. The reagents used were distributed by Hach Chemical Company,
Ames, Iowa. All samples were diluted to contain 0-1 mg/1 of total phos-
phate before they were digested.
Chlorides. Chlorides were measured using the mercuric nitrate/
diphenylcarbazone method outlined in Standard Methods27. To overcome
interference from sulfates, 2 ml of a 50 g/1 barium nitrate solution
and a 2 ml of a 1 in 4 dilution of concentrated nitric acid solution
were added to a 50-ml sample. The sample was then shaken vigorously
for one minute, let settle for 30 minutes, then centrifuged for 2 minutes.
The supernatant was then titrated as per Standard Methods.
pH. The pH was measured with a Fisher model 320 expanded scale
research pH meter in the laboratory.
Dissolved oxygen and temperature. The D.O. and temperature were
measured at the waste treatment location using a Yellow Springs Model 40
oxygen meter.
115
-------
APPENDIX B
RECORD OF ANIMAL NUMBERS AND WEIGHTS IN THE INDIVIDUAL SYSTEMS
Table 13. WEIGHTS OF ANIMALS IN THE AERATION BASIN SYSTEM
FOR VARIOUS DATES
Date
8-26-71
8-27-71
8-30-71
8-31-71
9-3-71
9-13-71
9-17-71
9-21-71
9-24-71
9-28-71
10-2-71
10-12-71
10-15-71
10-25-71
11-9-71
2-9-72
2-29-72
3-13-72
3-21-72
4-11-72
4-24-72
5-1-72
# sows
13
13
13
7
20
27
28
22
26
26
28
28
28
23
21
24
28
18
14
27
25
7
Total wt. (kg)
3,170
3,170
3,170
1,680
4,710
6,710
7,020
5,800
6,700
6,410
6,990
6,950
7,040
5,460
5,010
5,940
6,930
4,450
3,460
6,680
6,190
1,730
116
-------
Table 14. WEIGHT OF ANIMALS IN THE LAGOON-AERATION BASIN SYSTEM
FOR VARIOUS DATES
Date
8-26-71
8-27-71
8-30-71
8-31-71
9-2-71
9-13-71
9-17-71
9-21-71
9-24-71
9-28-71
10-2-71
10-12-71
10-15-71
1-26-72
2-9-72
2-29-72
3-13-72
3-27-72
4-11-72
4-20-72
4-24-72
5-1-72
# sows
47
46
40
26
24
24
32
24
23
15
12
10
10
7
28
42
28
35
21
21
21
2
Total wt. (kg)
9,070
8,870
7,720
5,020
4,010
4,140
6,120
4,260
4,580
2,810
2,150
1,850
1,850
1,310
5,250
7,880
5,250
6,560
3,940
3,940
3,940
375
117
-------
Table 15. WEIGHT OF ANIMALS IN THE RBC SYSTEM FOR VARIOUS DATES
Date # hogs Total wt. (kg)
5-19-71
5-26-71
6-2-71
6-9-71
6-16-71
6-23-71
6-30-71
7-7-71
7-14-71
7-21-71
7-28-71
8-4-71
8-11-71
8-18-71
8-25-71
9-1-71
9-8-71
9-15-71
9-22-71
9-19-71
10-6-71
10-13-71
10-20-71
11-3-71
11-10-71
11-17-71
11-24-71
12-1-71
12-8-71
12-17-71
40
40
89
89
88
88
85
85
84
84
85
85
85
85
67
67
44
153
117
117
80
78
78
534
534
425
425
424
424
215
590
790
1,720
2,090
2,440
2,800
3,100
3,490
3,850
4,240
4,660
5,090
5,530
6,000
4,790
5,200
3,360
8,750
6,180
6,790
3,960
4,250
4,620
35,780
37,020
26,120
31,420
32,090
32,820
16,420
118
-------
Table 15 (continued). WEIGHT OF ANIMALS IN THE RBC SYSTEM
FOR VARIOUS DATES
Date
12-24-71
1-8-72
1-15-72
1-22-72
1-29-72
2-5-72
2-12-72
2-19-72
2-26-72
3-4-72
# hogs
215
469
557
557
557
553
592
592
558
536
Total wt. (kg)
16,880
31,060
31,250
34,440
37,220
35,950
30,342
24,960
15,200
15,170
119
-------
APPENDIX C
WATER QUALITY DATA FOR THE VARIOUS FLOW STREAMS
120
-------
Table 16. RBC INFLUENT WATER ANALYSIS DATA
Date
7-24-71
i
7-27-/1
7-27-71
7-28-71
7-30-71
8-3-71
8-5-71
8-7-71
8-12-71
8-14-71
8-17-71
8-19-71
8-22-71
8-24-71
8-26-71
8-30-71
9-3-71
9-10-71
9-13-71
9-17-71
BOD
mf
-
-
-
-
-
-
-
250
-
-
250
-
205
280
_
-
-
120
147
COD
630
820
820
730
730
547
579
560
610
610
643
584
596
555
636
656
466
531
455
497
CL
v
101.0
101.0
77.0
119.0
114.0
105.0
104.0
116.0
112.0
93.0
98.0
100,0
110.0
107.0
112.0
PO*
45.0
47.5
50.0
36.8
42.5
41.2
43.6
37.2
51.3
48.0
56.0
56.0
46.0
-
49.0
50.0
93.0
122.0
105.0
93.0
36.5
45.0
51.0
56.0
KJELD
*m
119.0
116.0
126.0
126.0
-
105.0
-
-
-
-
124.0
135.0
143.0
151.0
_
-
127.0
123.0
NH*
mm
105.0
91.0
106.0
106.0
84.0
81.0
-
-
106.0
111.0
114.0
119.0
128.0
134.0
140.0
133.0
78.8
90.6
120.0
NO 3
^m
-
-
-
-
-
-
-
-
-
-
7.7
7.0
2.1
2.8
8.4
9.4
9.4
0.7
1.4
ORG-N
^m
14.0
25.0
20.0
20.0
-
24.0
-
-
-
-
10.0
16.0
15.0
17.0
_
-
48.2
54.0
PH
7.8
7.9
7.9
7.8
7.8
7.8
7.8
7.9
7.8
7.7
7.8
7.9
7.8
i
7.8
7.8
7,9
7.8
7.9
_
8.1
T-solid
^m
-
-
2365
-
-
-
2000r
-
2000
2085
2005
-
1985
2055
2105
2040
2080
2020
2115
VSOL
-
-
755
-
-
-
500
-
515
570
460
675
505
510
595
495
535
490
600
N>
-------
Table 16 (continued). RBC INFLUENT WATER ANALYSIS DATA
Date
9-21-71
9-24-71
9-28-71
10-1-71
10-8-71
10-13-71
10-15-71
10-19-71 !
10-26-71
11-2-71
11-9-71
12-2-71
12-6-71
12-13-71 |
12-20-71
1-5-72
1-12-72
1-19-72
1-26-72
2-2-72 ]
i
BOD
119
120
106
-
100
116
88
86
100
-
250
255
357
_
685
670
920
~
1190
COD
505
493
463
426
456
446
448
412
475
377
581
830
1010
-
1460
1850
2020
2336
2004
3000
CL
112.0
107.0
107.0
103.0
103.0
111.0
103.0
102.0
102.0
97.0
115.0
120,0
126.0
143.5
176.0
189.0
207.0
223.0
POH
34.0
45.0
46.5
4.3
56.0
62.0
43.0
50.0
26.5
50.0
-
60.0
-
71.5
50.0
69.5
71.5
79.5
85.0
i
KJELD
130.0
131.0
131.0
125.0
123.0
116.0
-
108.0
109.0
93.9
91.0
127.1
133.0
168.0
250.0
300.0
337.0
384.0
446.6
496.0
NH,
115.0
105.0
112.0
105.0
-
102,9
102.1
94.0
87.5
71.4
72.1
103.5
116.9
128.5
177.0
200.0
275,0
305.0
\
I 369.6
| 403.0
i -
NO 3
2.8
2.1
0.7
1.4
1.4
0.7
2.1
1.4
1.4
0.7
0.7
-
0.7
0.7
0.7
ORG-N
15.0
26.0
19.0
20.0
--
13.1
-
14.0
21.5
22.5
18.9
23.6
16.1
39.5
73.0
20.0
' 62.0
:
79.0
77.0
! 93.0
PH
8.2
8.3
!
!
8.2 !
8.1
-
8.1
8.0
8.0
8.1
8.1
8.0
7.9
8.0
7.9
: 7.8
! 7-9
8.0
7.9
7.8
T-solid
2070
2210
2095
2120
2140
2120
2250
2140
2165
2015
2085
2430
2590
2670
2935
3245
2560
<
1 3695
| 3975
VSOL
545
740
605
610
620
580
710
630
645
570
870
830
915
905
975
1 1140
1480
1465
1545
"
-------
Table 16 (continued). RBC INFLUENT WATER ANALYSIS DATA
Date
2-9-72
2-15-72
2-16-72
2-29-72
3-8-72
3-13-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
5-1-72
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
7-25-72
8-1-72
BOD
1545
-
1740
1620
1800
-
2280
-
1640
1520
-
1170
1830
1100
1560
375
570
COD
3160
-
3500
3615
274
4400
4000
2818
3490
2755
2660
2713
2645
2435
2460
3148
2680
1164
990
CL | P0i»
254.0 1 82.5
j
i
316.0 | 82.0
333.0 j 125.0
j 139.0
324.0
308.0 \
226.0
53.0
110.0
66.0
220,0 j 75.0
226.0 j 66.0
222.0 1
220,0
262.0
246.0
240.0
244,0
254.0
120.0
185.0
80.0
58.0
93.0
100.0
120.0
110.0
139.0
75.0
86.0
KJELD
517.0
-
-
694.0
710.0
677.0
-
508,0
455.0
501.0
477.4
407.0
254.0
410.0
476.0
-
147.0
199.0
NEk
440.0
486.0
-
~"
336.0
569.0
-
440,0
414.4
428.0
417.2
375.0
208.0
382.0
414.0
-
111.0
157.0
NO 3
_
-
-
2.1
-
-
-
-
-
-
-
4.0
1.0
-
3.0
4.0
ORG-N
77.0
-
66.0
522.0
374.0
108.0
^
68.0
40.6
73.0
60.2
-
-
-
-
-
-
-
pH
7.9
-
8.0
8.1
7.9
7.8
7.8
! 7.8
7.8
7.8
7.9
8.0
7.8
7.8
7.5
7.7
7.3
7.8
7.4
T-solid
4395
-
4830
5120
3795
3850
3700
3840
3740
4890
-
4732
4550
4340
2565
2620
VSOL
1680
-
1970
2180
;
j
,
1555
1450
1470
1680
1625
-
-
2628
2370
2210
1030
1120
to
UJ
-------
Table 16 (continued). RBC INFLUENT WATER ANALYSIS DATA
Date
8-9-72
8-16-72
8-24-72
9-7-72
9-15-72
BOD
1500
2360
1620
765
800
COD
2445
2500
2870
2520
2310
CL
239.0
244.0
256.0
273.0
260.0
r
P0i»
130.0
170.0
198.0
165.0
139.0
KJELD
460.0
520.0
540.0
616.0
571.0
NHi.
417.0
453.0
496.0
507.0
498.0
NO 3
7.0
20.0
8.0
3.0
11.0
ORG-N
_
-
-
-
-
PH
7.6
7.3
7.4
7.5
7.3
T-solid
4530
5890
4840
4460
-
VSOL
2480
2575
2580
2240
-
-------
Table 17. RESULTS OF WATER QUALITY ANALYSES CONDUCTED ON THE RBC LAGOON SUPERNATANT
INCLUDING THE TIME THIS WATER WAS NOT SERVING AS RBC INFLUENT
Date
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
7-25-72
8-1-72
8-9-72
8-16-72
8-24-72
9-7-72
9-15-72
9-22-72
9-28-72
11-3-72
11-16-72
1
f
COD
2380
2300
2460
-
2720
2490
1780
2800
2960
2600
2670
2310
2120
2030
1750
1580
NH3
340
210
370
410
;
"" ;
230
280
430
450
500
510
500
500
500
460
430
Kjeld-N
410
240
NO 3
_
-
430 | 3
470 | 3
~
290
i
', _
i
330 } 4
490 i 1
f
520 j 3
580 J
590 j 6
570 1 11
570 j 8
-
543
500
10
mm
-
BOD
1060
1140
1500
1200
1340
1680
1125
1440
2130
1620
1030
800
600
820
730
460
Total
solids
4200
M
4250
4340
4180
3875
3604
4340
5550
4560
4580
3810
-
3480
Volatile
solids
_
-
2350
2265
2060
1880
1700
2330
2380 i
2380
2130
1700
-
1680
Cl J P0i»
j
290 j 50
250
-
240 140
f
270
260
200
216
240
250
250
250
140
260
-
110
120
100
120
160
180
150
140
260
100
130
-
PH
7.8
7.8
7.7
7.5
7.5
7.6
7.2
7.7
7.4
7.5
7.7
7.3
7.7
7.6
-
-------
Table 18. RBC INFLUENT TEMPERATURE AND DISSOLVED OXYGEN DATA
Date
8-5-71
8-12-71
8-30-71
9-3-71
9-21-71
9-24-71
10-8-71
10-13-71
10-15-71
10-19-71
10-26-71
11-2-71
11-9-71
12-6-71
12-20-71
12-20-71
2-2-72
2-29-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
8-9-72
8-16-72
8-24-72
9-7-72
Temperature,
°C
19.0
20.0
20.0
21.5
13.5
14.0
14.0
11.0
13.0
16.5
14.8
9.8
3.0
3.0
4.0
4.0
5.0
5.1
7.0
4.0
7.0
11.4
10.0
-
2.5
19.0
21.0
D.O.,
mg/1
-
-
-
-
-
-
-
-
-
-
-
-
-
-
3.4
3.4
-
0.9
0.9
2.5
4.2
2.4
3.5
0.8
0.4
0.4
2.1
126
-------
Table 19. RBG EFFLUENT WATER ANALYSIS DATA
Date
7-24-71
7-27-71
7-27-71
7-28-71
7-30-71
8-3-71
8-5-71
8-7-71
8-12-71
8-14-71
8-17-71
8-19-71
8-22-71
8-24-71
8-26-71
8-30-71
9-3-71
9-10-71
9-13-71
9-17-71
BOD
580
»
300
-
-
-
-
250
*»
140
114
170
-
49
77
COD
522
676
-
540
462
474
475
510
485
520
453
440
425
455
460
350
336
354
392
CL
_
93.0
82.0
82.0
87.0
81.0
84.0
83.0
;
100.0
98.0
95.0
I 90.0
| 115.0
[ 92.0
89.0
102.0
105.0
100.0
POH
_
50.0
38.5
43.8
39.8
43.6
34.8
45.3
41.3
45.2
52.5
42.4
42.4
41.0
45.0
40.0
38.0
50.0
50.0
KJELD
_
116.0
-
-
i
^**
102.0
_
120.0
120.0
_
~
132.0
136.0
143.0
:
:
143.0
_
122.0
NHH NO 3
;
1
I
91.0
._ _
-
80.0
_ _
-
106.0
114.0
109.0 4.2
116.0 8.4
122.0 5.6
130.0 4.2
134.0 5.6
127.0 1.4
123.0 i 1.4
-
i
106.0 1.4
ORG-N
_
25.0
-
-
12.6
22.0
14.0
55.0
16.0 1
14.0
13.0
-
16.0
16.0
PH
8.0
8.1
-
8.0
8.0
8.0
8.0
8.0
8.1
8.1
8.1
8.0
8.1
8.1
8.2
8.0
8.1
8.2
T-solid
_
:
-
2280
-
2005
-
1995
2085
2000
2090
1985
2040
2050
,
2020
2050
i
2145
VSOL
_
:
-
650
-
-
485
-
515
550
450
565
480
495
515
445
460
540
co
-------
Table 19 (continued), RBC EFFLUENT WATER ANALYSIS DATA
Date
9-21-71
9-24-71
9-28-71
10-1-71
10-8-71
10-13-71
10-15-71
10-19-71
10-26-71
11-2-71
11-9-71
11-19-71
11-20-71
12-2-71
12-6-71
12-13-71
12-20-71
1-5-72
1-12-72
1-19-72
BOD
54
-
65
78
-
90
128
70
75
50
-
-
-
115
125
185
-
525
820
860
COD
384
392
268
338
397
416
416
382
423
296
388
-
267
590
703
785
-
1770
2140
2448
CL
112.0
105.0
106.0
103.0
106.0
102.0
102.0
-
109.0
-
-
-
106.0
113.0
122.0
125.0
143.5
178.0
194.0
224.0
P0i»
62.0
50.0
32.0
-
50.0
50.0
65.0
"~
62.0
51.0
40.0
55.5
50.0
-
_
51.0
38.4
50.0
69.5
99.0
85.0
KJELD
126.0
126.0
122.0
119.0
99.5
-
-
74.4
71.5
29.4
56.0
-
66.8
110.5
1
127.2
155.0
226.2
304.0
327.0
383.0
NH,
116.0
111.0
111.0
102.0
82.6
74.1
72.8
62.2
54.6
20.3
48.2
49.0
88.4
106.1
121.0
164.0
243.0
268.0
380.0
N03
4.2
2.1
2.8
2.8
22.8
17.1
16.8
23.4
28.6
47.6
0.7
i
-
!
27.3
7.7
0.7
0.7
0.7
0.7
0.7
ORG-N
10.0
15.0
11.0
17.0
16.9
-
-
12.2
16.9
9.1
7.8
-
17.8
22.1
21.1
1
34.0
62.2
61.0
59.0
PH
8.2
8.2
8.2
-
8.0
7.9
7.9
7.9
7.7
7.9
-
7.8
7.8
7.8
7.9
8.0
7.9
8.0
7.8
T-solid
2030
2240
2050
2040
"
2085
2140
2215
2140
2120
;
1995
2190
,
^
~
[
(
! 2265
. 2385
i
i 2445
! 2745
3195
3560
3725
VSOL
535
560
550
540
570
605
645
620
610
" 545
630
-
-
695
760
780
655
1140
1345
1505
to
oo
-------
Table 19 (continued). RBC EFFLUENT WATER ANALYSIS DATA
Date
1-26-72
2-2-72
2-9-72
2-12-72
2-16-72
2-29-72
3-8-72
3-13-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
5-1-72
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
7-25-72
BOD
M.
1070
1500
_
1490
1500
_
1860
-
2080
_
1500
1400
1095
965
1350
800
1180
372
COD
2604
2900
i
3090
2080 !
3340
5615
4210
i 3850
2425
I 2551
2571
P
2579
j 2512
f
I 2385
1 2355
2220
-
2640
1206
CL
.
218.0
274.0
_
272. 0
287.0
_
306.0
282.0
224.0
21.8.0
208.0
222.0
222.0
242.0
229.0
231.0
*
i 242.0
261,0
139.0
PO.,
92.0
.
85.0
96.0
_
90.5
98.0
102.0
84,0
53.0
69.0
58.0
58.0
61.0
55.0
75.0
50.0
66.0
66.0
66.0
73.0
KJELD
446.6
479.0
557.0
^
«
675.0
674.0
664.0
!
-
498.0
488.0
!
494.0
|
469.0
372.0
238.0
1 430.0
457.0
182.0
NH.,
360.5
1
394.0
475.0
465.0
_
_
_
_.
576.0
427.6
422.8
420.0
403.2
i
i
361.0
203.0
; 366.0
! 393.0
146.0
N03
~
OM
0.7
_
-
_
-
-
i
?
1 ~
i
;
! 3.0
t
\ 4.0
1.0
ORG-N
86.1
85.0
82.0
,
134.0
_
497.0
487.0
88.0
-
70.4
65.2
74.0
65.8
-
-
.
pH
8.1
8.0
8.0
7.1
8.0
8.3
8.2
8.0
8.1
7.9
8.0
8.1
-
8.2
8.2
8.1
8.1
8.1
8.0
8.0
T-solid
-
4315
_
4610
4870
_
_ -
-
:
3710 ;
3660
3615 i
i
3740 J
*
3615 l
j
4320 j
!
~ j
4240 i
4260 |
j
3590
2580
VSOL
1305
-
1670
_
1900
2150
_
1530
1455
1490
1575
1545
-
2300
2140
1980
1060
NJ
VO
-------
Table 19 (continued). RBG EFFLUENT WATER ANALYSIS DATA
Date
8-1-72
8-9-72
8-16-72
8-24-72
9-7-72
9-15-72
BOD
290
820
1160
600
246
305
i
COD
930
2100
2000
2180
2040
1940
CL POi,
149.0
228,0
237.0
256.0
258.0
252,0
KJELD j NH* NO 3 01
f r
64.0 1 188,0 158.0 4.0
69.0 460.0 384.0 4.0
73.0
77,0
96.0
84.0
442.0 370.0 6.0
481.0 386.0
583.0 j 440,0
j 459.0 { 3.0 i
i i . L
IG-N pH T-solld
7.9 2416
8.4 3800
8.4 3500
VSOL
932
1940
1610
8.4 3820 1 1760
j 8.5 3630 } 1590
1 s
- _ ..* | - | -
u>
o
-------
Table 20, RBC EFFLUENT TEMPERATURE AND DISSOLVED OXYGEN DATA
Date
8-5-71
8-7-71
8-30-71
9-3-71
9-13-71
9-21-71
9-24-71
10-5-71
10-8-71
10-13-71
10-15-71
10-19-71
10-26-71
11-2-71
11-9-71
11-19-71
12-6-71
Temperature,
°C
18.0
16.5
18.4
20.4
-
15.0
13.5
16.7
14.0
11.1
11.9
16.7
15.0
9.0
3.0
6.0
4.0
D.O. ,
mg/1
_
-
0.3
0.2
-
2.9
3.2
2.5
1.0
1.5
0.3
1.3
3.0
-
3.5
^ ^
12-20-71
1-5-72
1-12-72
2-2-72
2-29-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
8-9-72
8-16-72
8-24-72
9-7-72
4.0
5.0
5.5
6.1
6.1
8.5
4.6
7.0
11.4
9.5
25.0
19.0
21.0
0.7
0.8
0.8
0.6
0.7
0.3
0.5
0.4
1.0
0.5
0.8
0.4
0.4
2.1
131
-------
Table 21. TWELVE METER AERATION BASIN WATER ANALYSIS DATA
Date
7-24-71
7-28-71
7-30-71
8-3-71
8-5-71
8-7-71
8-12-71
8-14-71
8-17-71
8-19-71
8-22-71
8-24-71
8-26-71
8-30-71
9-3-71
9-10-71 :
9-13-71 ;
9-17-71
9-21-71
9-24-71
j BOD
250
1
: ^
1
-
-
320
-
-
200
-
155
245
-
-
-
122
136
108
' COD
i
! 915
408
-
400
337
i 790
670
735
; ~*
615
596
780
-
342
592
633
697
495
414
956
CL
76.0
-
82.0
81.0
-
83.0
82.0
96.0
T-
92.0
92.0
92.0
102.0
105.0
107.0
110.0
97.0
P04
| 75.5
-
j 65.0
75.5
69.0
43.8
76.0
115.0
77,0
85.0
-
90,0
100.0
90.0
80.0
93.0
154.0
127.0
149.0
KJELD
:
-
39.2
52.0
-
54,0
42.0
50.0
16.0
48.0
15.0
21.0
19.6
40.0
32,2
44.1
38.0
54.6
NHij : N03 i ORG-N ! pH iT-solid
\ > <
i : ; i
- 8.1 :
39.0 - 64.0 8.5 j 3060
_ _ _ ; _ ' _
29.4 - 9.8 8.5
32.0 - 20.0 8.6
8.0 2760
8.3
3.0 - 39.0 8.4 2735
50.0 8.3 3055
2.0 51.9 14.0 8.3 2910
3.0 49.0 45.0 8.4 3085
8.4 3045
3.0 49.0 18.0 8.4 3090
4.0 63.0 15.6 8.4 2980
7.0 52.0 33.0 8.4 2675
L
0.7 . 43.4 31.5 8.3 3130
0.7 35.8 43.4 - 3275
0.7 59.5 37.3 8.5 3735
%
] 36.1 1 - 8.4 3625
1.4 j 32.9 | 53.2 1 8.5 ; 4255
ill-'
\ \ . I >.
VSOL
1135
-
-
925
-
825
1015
855
1080
985
1000
1210
1020
- 985
; 1025
1320
1275
1750
i
-------
Table 21 (continued). TWELVE METER AERATION BASIN WATER ANALYSIS DATA
OJ
Date
9-28-71
10-1-71
10-8-71
1
10-13-71 |
10-15-71
10-19-71
10-26-71
11-2-71
11-9-71
11-20-71
12-2-71
12-6-71
12-13-71
12-20-71
1-5-72
1-12-72
2-9-72
2-25-72
2-29-72
3-8-72
BOD
111
168
280
-
-
-
-
260
-
322
283
265
-
120
100
128
-
-
COD
628
1090
1321
1620
1669
-
2910
286
480
693
760
712
627
611
439
349
257
250
64
i 19
CL j
94.0
98.0
98.0
102.0
,. 110,0
: 100.0
: 97-(b-
; 84.0
i
' 90,0
i 126.8
\ 124.0
115,0
; 109,0
'\ 109.0
\ 97,0
! 79.0 i
1 72.0
I
j -
i
~ i
1 i
PO^
100.0
-
181.0
154.0
237.0
237.0
245.0
43.0
43.0
50,0
-
61.5
33.6
58.5
30.5
39.8
25.0
-
8.3
20.0
KJELD
_.
63.0
67.0
68,6
-
108.0
136.0
-
-
120.3
93.8
82.6
84.0
78.4
61.8
42.0
; 42.0
-
4.2
i
] 26.6 i
i i
NHi,
2.8
2,8
2.1
1,4
2.8
1.4
3.5
1.4
46.1
94.5
68.6
64.4
29,3
53.9
44.7
39.2
33.5
31.5
2.1
18.9
! NO 3
45.5
44.9
118.0
67.9
121.0
81.3
'. 48,4
143.0
51.7
2.1
-
-
1.4
1.4
0.7
0.7
-
1.4
3.5
-
,
ORG-N
101.2
60.2
64.9
67.2
42.7
106.6
132.5
11.2
12.7
25.8
25.2
18.2
54.7
24.5
17.1
2.8
8.5
.'
2.1
:
: 7.7
-i - -
PH
_
-
-
-
-
-
7.6
7.6
7.5
7.6
7.6
7.7
7.8
7.0
7.5
7.2
|T-solld
__
t
1 3410
>
! 4] 70
4560
! 5030
; 5225
! 5685
6245
: 3060
2735
' -
: 2330 :
2335
2235
2145
1970
1475 .
1775
; 1720
'- ;
':
f
j -
L - !
VSOL
1195
1525
1860
2075
2240
2570
2905
1140
960
-
755
755
685
620
525
495
225
295
100
-
-------
Table 21 (continued). TWELVE METER AERATION BASIN WATER ANALYSIS DATA
Date1
3-13-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
5-1-72
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
8-9-72
8-16-72
8-24-72
9-7-72
9-15-72
9-22-72
9-28-72
11-3-72
11-16-72
BOD
308
j 200
j 605
285
368
200
100
110
120
170
130
175
100
40
40
40
40
100
20
COD
,
693
1005
939
469
929
955
920
570
880
930
870
500
420
380
430
350
390
330
360
110
CL
67.0
! 80.0
75.0
72.0
: 80.0
i
i
; 72.0
; 70.0
! 80.0
80.0
; 7o.o
70.0
250,0
60.0
70,0
80,0
70,0
70.0
v^
""
_ _
POi,
25.0
13.5
58.0
55.0
64.0
64.0
50.0
80.0
80.0
70.0
80.0
110.0
60.0
50.0
50.0
50,0
40,0
40.0
50.0
KJELD
36,4
96.9
83.5
74.2
50.4
50.0
30.0
60.0
60.0
-
30.0
I 20.0
30.0
30.0
, 30,0
i 31.0
11.0
i
28.7
44.8
33.8
21.0
9.8
3.5
3.0
20.0
2.0
4.0
-
5.0
2.0
10.0
3.0
1 4.0
1.0
10.0
4.0
3.0
NO 3 ORG-N pH T-solid: VSOL
1 7.7 7.3
j 52.1 7.7
1 - . - 2570 840
; 49.7 7.8 2650 835
53,2 7.5 2605 825
7.5 2670 845
; 46.9 7.7 2575 845
7.8 3340
- - 7.9
11.0 ] - 8.0 2906 1080
6,0 j - 7.9 3030 1070
i 7.7 3060 1070
34.0 - 7.8 2080 660
38.0 ; . 7.9 2120 ; 940
30.0 - 7.8 2180 610
21.0 - 8.0 2100 570
30.0 - t 7.9 -
i
36.0 , - [ 7.7 ! 2170 570
70.0 j - 7.9 { - -
j 40.0 \ j
36.0 - - 1 1420 1 340
j j
Notes: 1. No manure added to this system after August 1, 1972.
-------
table 22. TWELVE METER AERATION BASIN TEMPERATURE AND
DISSOLVED OXYGEN DATA
Date
7-24-71
8-5-71 ;
8-14-71
8-30-71
9-3-71 !
9-13-71
9-21-71
9-24-71
10-8-71
10-13-71
10-15-71
10-19-71
10-26-71
11-2-71
n-9-71 :
11-20-71
12-6-71 1
12-20-71 i
12-2-71
12-6-71
12-13-71
12-20-71
12-20-71 ;
1-12-72
2-9-72
2-29-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
Temperature ,
°C
20.0
16.0
19.0 |
t
1.6
2.1
17.3
12.2
10.0
10.2
8.5
10.0
17.2
15.0
6.5
7.0
8.0
4.5
3.0
-
4.5
-
3.0
3.0
3.4
-
5.2
9.0
3.0
6.0
10.0
7.0
D.O.,
_
-
-
7.6
7.1
8.5
8.8
9.8
8.4
8.8
9.8
7.1
7.5
6.3
0.9
1.1
-
0.5
-
-
-
0.5
0.5
0.9
0.9
5.5
7.1
11.6
7.9
9.4
135
-------
Table 23. ANAEROBIC LAGOON SUPERNATANT OF THE ANAEROBIC LAGOON-AERATION BASIN SYSTEM CHEMICAL DATA
Date
7-24-71
7-28-71
8-3-71
8-5-71
8-7-71
8-12-71
8-14-71
8-17-71
8-19-71
8-22-71
8-24-71
8-26-71
8-30-71
9-3-71
9-10-71
9-13-71
9-17-71
9-21-71
9-24-71
9-28-71
; i
BOD !
*
-
125 \
j
"""" -
}
;
« '
!
1
200
_
75
-
88
200
** I
:
""
'
^
91 i
94 \
'
114 -j
;
^ . i
136
i ;
COD
370
221
274
274
"*
337
344
326
344
364
382
320
362
374
382
424
438
388
i
CL
-
73.0
73.0
71:0
73.0
70.0
78.0
93.0
87.0
76.0
80.0
90.0
85.0
82.0
90.0
95.0
102.0
100.0
j 97 . 0
1 94.0
1
PO*
-
28.6
20.0
25.0
16.0
20.0
20.0
25.0
21.0
20.0
-
22.0
25.0
29.0
>
43.0
40.0
46.0
43.0
36.0
46.5
Kjeld
-
-
12.7
27.0
_
48.0
29.0
41.0
22.4
33.0
32.0
38.0
38.0
38.0
19.6
30.7
35.0
49.2
53.3
37.8
NH*
-
-
8.4
11.0
_
-
14.0
15.0
14.0
19.0
21.0
25.0
28.0
17.8
12.3
11.5
11.9
15.4
14.0
13.0
NO 3
-
-
M»
-
_
""
-
7.7
7.7
7.0
7.0
5.6
1,4
1.4
1.4
0.7
2.8
1.4
1.4
ORG-N
X
4.3
16.0
_
^m
15.0
26.0
8.4
14.0
11.0
13.0
10.0
i
20.2
7.3
19.2
23.1
33.8
39.3
24.8
PH
7.9
8.1
8.5
i
8.2
8.3
;
8.3
8.4
3
t
8.4
8.6
8.4
8.3
8.4
8.1
8.1
8.1
8.3
8.5
8.3
8.1
T-solid
-
-
_>
-
1535
-
1505
1545
1565
i
1575
1510
\ -
t
j 1710
; 1745
'
; 1780
I
1710
1900
1830
1930
1865
VSOL
-
725
.
-
505
-
535
575
520
595
570
-
630
595
565
540
635
625
650
655
UJ
-------
Table 23 (continued). ANAEROBIC LAGOON SUPERNATANT OF THE ANAEROBIC LAGOON-AERATION BASIN
SYSTEM CHEMICAL DATA
u>
vj
Date ;
10-1-71
10-8-71
i
10-13-71 1
j
*
10-15-71 j
10-19-71 |
10-26-71
11-2-71
11-9-71
11-20-71
12-2-71
12-6-71
12-13-71
12-20-71
1-5-72
1-12-72
1-19-72
2-2-72
2-9-72
2-25-72
BOD
132
_*
125
168
196
140
80
121
-
34
33
44
-
46
42
-
61
85
-
COD
441
397
380
354
392
423
357
265
277
240
268
255
292
410
242
-
314
298
i
315
CL
98.0
101.0
102.0
100.0 1
100,0
-
88.0
-
89.0
\ 96.1
i 96.0
{ 96.0
99.0
108.0
95.0
100.0
107.0
3
j 101.5
J
«
10.
1
""* J
!
43.0 \
i
45.0
42.0
38.0
43.0
37.5
22.0
25.0
-
37.5
32.5
38.5
51.0
41.6
49.4
i 45.2
,1
i
1
Kjeld
42.0
40.6
30.1
-
36.4
42.0
25.2
26.6
30.8
36.4
27.8
40.6
43.8
47.5
51.9
"
53.1
57.5
39.9
1
13.3
14.7
17.1
21.0
20.2
19.6
14.7
15.4
21.7
27.7
27.2 '-
28.6
i
30.8
34.3
30.1
:
I 40.6
.
45.0
21.0
]
P
0.7
2.1
1.4
0.4
2.1
6.3
9.1
8.4
4.2
9 Q
Z.O
1.4
2.1
2.1
0.7
0.7
ORG-N
28.7
25.9
13.0
-
16.2
22.4
10.5
11.2
9.1
8.7
0.6
12.0
13.0
13.2
21.8
12.5
12.5
18.9
pH
_
8.2
_
8.3
8.1
8.2
7.8
8.0
7.8
8.0
7.8
7.7
7.7
7.6
8.8
i
7.6
7.6
7.6
-
T-solid
1880
1870
1930
1950
1995
2020
1720
1735
1745
1750
1845
1850
1990
2260
2015
2020
j VSOL
!_ -
| 635
j 610
j
| 590
i
i 650
j 670
*
) 715
:
| 600
\
1 585
i
j -
510
565
500
455
465
550
365
470
-------
Table 23 (continued), ANAEROBIC LAGOON SUPERNATANT OF THE ANAEROBIC LAGOON-AERATION BASIN
SYSTEM CHEMICAL DATA
Date
2-29-72
3-8-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
5-1-72
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
8-9-72
8-16-72
8-24-72
9-7-72
9-15-72
9-22-72 |
j BOD
j
J
{
160
80
234
_
81
100
50
70
120
100
110
310
210
200
45
30
30
-
COD
i
216
-
366
333
1214
235
252
226
!
250
300
300
130
j
470 j
700
I
430
350
300
220
230
1
CL
67.0
-
82.0
83,0
83.0
86.0
84.0
81,0
80.0
90.0
80.0
90.0
90.0
100.0
100.0
100.0
90.0
90.0
90.0
P0i(
26.2
96.0
115.0
33.3
30.5
32.0
32.0
32.0
30.0
40.0
50.0
50.0
50.0
60.0
40.0
40.0
40.0
30.0
30.0
Kjeld
23.8
-
70.0
-
74,2
74.2
72.9
63.0
20.0
20.0
50.0
50.0
-
120.0
90.0
80.0
70.0
^
50.0
\
NH,»
18.5
122.0
56.0
-
63.4
61.6
60.1
53.2
20.0
30.0
28.0
13.0
-
90.0
70.0
70.0
80.0
40.0
40.0
t
NO 3
3.5
-
-
-
-
-
-
-
*"
3.0
-
-
6.0
4.0
10.0
4.0
3.0
3.0
ORG-N
5.3
-
14.0
-
10.8
12.6
12.8
9.8
c
-
-
-
mm
pH
7.9
7.5
7.7
7.7
7.8
7.7
7.7
8.1
7.8
7.7
7.2
7.9
8.0
:
| 8.0
>
-,
7.5
7.8
7.9
7.6
T-solid
1240
-
-
1775
1635
1640
1875
1765
2060
-
2080
1950
2030
1910
1780
1770
1710
\ 1670
i
VSOL
-
-
300
310
345
335
300
-
-
700
560
570
712
690
500
460
360
i
00
-------
Table 23 (continued), ANAEROBIC LAGOON SUPERNATANT OF THE ANAEROBIC LAGOON-AERATION BASIN
SYSTEM CHEMICAL DATA
Date j BOD COD i CL
j . ;
. ! !
9-28-72 20 200 ;
11-3-72 210 110 j
11-16-72 14 90 j
i 1
PO*
30.0
-.
-
Kjeld
140.0
27.0
15.0
NHi»
60.0
13.0
6.0
N03
20.0
-
ORG-N
_
-
- i
1
PH
8.0
-
T-solid
_
-
1750
VSOL
-
300
Notes:
1. No additional manure discharged to this system after August 1, 1972.
10
-------
Table 24, ANAEROBIC LAGOON SUPERNATANT TEMPERATURE
AND DISSOLVED OXYGEN DATA
i
Date i
1
7-24-71 [
S
8-5-71
8-14-71 |
8-30-71
9-13-71
9-21-71
9-24-71
10-5-71
10-8-71
10-13-71
10-15-71
10-19-71
10-26-71
11-2-71
11-9-71
11-20-71
12-2-71
12-6-71
12-13-71
12-20-71
12-20-71
1-12-72
2-2-72
2-29-71
4-2-72
4-11-72
4-20-72
'4-24-72
Temperature,
°C
22.0
19.0
20.0
19.0
18.8
13.4
12.9
19.2
13.0
10.1
11.0
11.0
15.3
7.3
3.4
6.0
3.0
-
1.0
i
1.0
1.3
-
1.0
5.8
I 7.0
10.2
7.0
D.O.,
mg/1
_
-
-
0.2
_
1.2
0.5
0.2
0.6
0.5
-
0.5
0.7
1.4
5.4
3.9
-
0.7
0.7
1.4
1.3
2.4
0.9
0.9
1.0
2.2
140
-------
Table 25, SIX METER AERATION BASIN WATER ANALYSIS DATA
Date { BOD | COD
L
I - t
7-24-71 1 - : 240 !
i
7-28-71 [ 75 282
7-30-71 | -;
8-3-71 - 263 1
8-5-71 - 253 |
8-7-71 - 232
8-12-71 100 234
8-14-71 - 234
8-17-71 - 306
8-19-71 135 333
8-22-71 - 316
8-24-71 ; 80 344
8-26-71 i 212
8-30-71 i - 342
9-3-71 : - 302
9-10-71 ' - 322
9-13-71 ; 122 354
9-17-71 ; 104 ; 397
9-21-71 j 117 ! 404
9-24-71 \ - 392
1 i
CL
67.0
73.0
68.0
72.0
73.0
74.0
87.0
84.0
84.0
85.0
95.0
82,0
77.0
90.0
92.0
92.0
95.0
i 97,0
i
i
<
PO* i Kjeld
' i1
!
i
,
25.0 |
I - ; 28.0
,
; 20.0
; 23.2 24.0
\ 13.7
'
19.3 25.2
19.0 25.2
25.0 39.0
, 25.0 27.3
.'
11.2 32.0
\ - 32.0
1 - 42.0 :
! 25.0 16.0
. 33.0
62.0 30.8
40.0 30.8
42.0 34.0
45.0 47.8
i 42.0 1- 36.4 !
! ;
:
NHi»
8,0
8.4
8.0
-
14.0
13.0
15.0
15.0
15.0
-
14.0
66.0
9.3
10.5
11.1
15.4
14.0
- -
NO 3
_
-
-
-
7.0
7.7
8.0
-
13.3
9.1
9.2
3.2
3.1
4.2
1.4
«
ORG-N
20.0
16.0
-
11.2
26.0
12.3
17.0
17.0
-
-
-
21.5
20.3 :
22.9
32.4
22.4
pH
8.7
1
8.5
8.7
8.7
8.8 '
8.6 i
8.8 j
8.5 !
8.8
i
8.7
8.7 1
8.0
8.6 !
8.4 ;
8.4 J
!
8.6 !
8.6 |
8.6
i
i
T-solid
1715
1485
-
-
1480
1565
1590
1535
1605
1715
1760
1760
1715
1840
1850
1930
VSOL
580
520
i ^
~
530
580
495
600
570
-
610
575
575
540
620
665
720
-------
Table 25 (continued). SIX METER AERATION BASIN WATER ANALYSIS DATA
N>
Date f BOD COD [ CL
r > - -
!
j !
9-28-71 | 148 388 1 94.0
10-1-71 1 182 411 ! 98.0
10-8-71 1 - 368 ; 98.0
10-13-71 { 142 351 102.0
10-15-71 215 354 110.0
10-19-71 \ 275 371 100.0
10-26-71 \ 160 382 97,0
11-2-71 i 75 : 276 84.0
i
11-9-71 I 114 255
I
11-20-71 ! - 198 90.0
;
12-2-71 1 36 i 270 94.1
'" s
12-6-71 I - 188
.*
12-13-71 48 264 99.0
-,
12-20-71 i - 233 76.0
1-5-72 f 49 286 106.0
1-12-72 1 28
1
1-19-72 | 68 299 j 109.0
2-2-72 { 76 1 333 | 100.0
2-16-72 1 109 | 308 | 104.0
| 1 j
i i i .
PO,
43.0
-
42.0
26.0
MM.
4.0
45.0
37.5
21.0
33.0
-
17.5
32.5
24.0
38.5
22.5
49.5
40.0
43.8
Kjeld
35.0
36.4
36.0
33.6
18.9
35.0
47.6
32.2
21.0
29.4
36.4
25.2
39.2
30.8
46.3
-
51.8
53.1
-
NH*
12.0
11.2
11.9
,
15.4
10.1
17.5
18.2
14.0
15.4
22.4
23.8
18.9
28.0
19.6
34.3
14.7
39.2
39.2
46.8
NO 3
2.8
1.4
i
i
1.4 ;
2.1 j
;
2.1 i
;
7.0 !
i
~
9.1 i
.
:
8.4
0.7
7.0
j
2.1
! 2.1
0.7
ORG-N
23.0
25.2
24.1
18.2
8.8
17.5
29.4
18.2
5.6
7.0
12.6
6.3
11.2
11.2
12.0
6.3
12.6
13.9
-
pH
8.5
-
8.5
-
8.6
8.5
8.6
7.8
7.9
7.8
7.9
7.6
7.7
7.7
7.6
8.0
7.6
7.6
7.7
T-solid
1865
1865
1890
1926
1890
1945
2025
1630
1650
1740
-
1765
1770
1915
-
2000
-
-
VSOL
660
625
615
580
555
655
730
580
570
530
400
475
395
455
280
520
-
345
-------
Table 25 (continued) . SIX METER AERATION BASIN WATER ANALYSIS DATA
GJ
Date
2-25-72
2-29-72
3-8-72
3-13-72
3-20-72
4-2-72
4-11-72 !
4-20-72
4-24-72
5-1-72
6-14-72
6-19-72
6-26-72
7-6-72
7-11-72
8-9-72
8-16-72
8-24-72
9-7-72
BOD
-
-
172
56
158
79
98
1
: 100
j
! 80
!
15
I 15
t
j 15
|
i 190
1 380
200
10
COD
335
264
-
366
292
214
235
263
266
230
240
130
20
80
j
| 410
490
360
270
CL
103.5 !
i
_
\
1
i
97.0
84,0 j
I
84.0
83.0
87.0
87.0
83.0
80.0
90.0
80.0
80.0
80.0
180.0
100.0
110.0
100.0
PO^
10.0
48.0
10.0
40.0
33.0
29.0
30.0
32.0
30.5
30.0
20.0
20.0
20.0
25.0
30.0
50,0
40.0
130.0
Kjeld
40.6
_
86.8
89.5
67.3
_
71.4
71.4
71.4
61.6
30.0
10.0
10.0
10.0
40.0
100.0
70.0
60.0
NH*
35.0
_
68.0
70.7
55.4
-
47.6
63.0
61.0
24.5
20.0
40.0
-
1.0
-
30.0
70.0
60.0
:
50.0
|
i
NO 3 ORG-N
5.6
j
2.1 0.7
18.8
18.8
11.9
t
i
j
j
j 23.8
1
- ! 8.4
r 10.4
i
!
- ) 37.1
i
I
1
7.0 1 -
10.0 | -
?
- r
j
3.0 i
\
4.0 j -
20.0 I -
4.0 1
\
E
j . _ . .
|
i
:
7.0
7.6
7.5
7.7
7.8
8.1
8.1
8.1
7.3
8.1
8.4
8.2
8.1
8.1
8.1
8.2
8.2
T-solid
2047
_
~
1765
1810
1835
1955
1850
2280
1760
1760
1660
870
1740
1730
1630
VSOL
495
_
-
-
_
355
330
350
360
320
420
390
330
360
740
470
300
-------
Table 25 (continued). SIX METER AERATION BASIN WATER ANALYSIS DATA
Date
9-15-72
9-22-72
9-28-72
11-3-72
11-16-72
BOD
15
20
30
25
27
COD
200
200
180
80
130
CL
90,0
90.0
,
""
PO*
30.0
30.0
30.0
-
Kjeld
50.0
70.0
17.0
13.0
NHi»
40.0
36.0
50.0
7.0
3.0
NO 3
6.0
7.0
10.0
21.0
24.0
.
ORG-N
-
-
-
PH
8.1
8.2
8.3
-
T-solid
1660
-
-
1470
VSOL
360
-
-
330
-------
Table 26, SIX METER AERATION BASIN TEMPERATURE
AND DISSOLVED OXYGEN DATA
Date
8-5-71
8-7-71
8-30-71
9-3-71
9-13-71
Temperature,
°C
15.0
18,0
16.3
21.0
18,0
9-21-71 14.0
9-24-71
10-5-71
12.0
19.0
10-8-71 12,5
10-13-71 i 10.1
10-15-71 | 11.0 i
10-19-71 1 19.0
J
10-26-71 1 15.0
11-2-71 f 7,8
&
11-9-71 I 3.0
e,
11-20-71 i 7.0
i
12-2-71
12-6-71 3.0
12-13-71 j
12-20-71 j 2.0
12-20-71
11-9-71
11-20-71
12-2-71
12-6-71
12-13-71
12-20-71
12-20-71
1-12-72
2.0
3.0
1
7.0
1
3,0
i
2.0
2.0
2.2
D.O. ,
mg/1
-
-
9,0
7.8
8.9
8.8
9.6
7.7
9.3
9.6
6.4
9.0
8.8
1.0
5.0
1.7
-
!
i
0.6
0.6
5.0
1.7
~
0.6
0.6
0.8
145
-------
Table 26 (.continued) . SIX METER AERATION BASIN TEMPERATURE
AND DISSOLVED OXYGEN DATA
Date
2-2-72
2-29-72
3-20-72
4-2-72
4-11-72
4-20-72
4-24-72
Temperature ,
°C
2.0
0.1
1.0
3.5
7.0
10,1
8.0
D.O. ,
mg/1
3.4
11.7
2.5
6.8
12.6
10.2
10.8
146
-------
APPENDIX D
LIST OF ABBREVIATIONS USED IN APPENDIX TABLES
SYMBOL
BOD
COD
POi,
KJELD
Kjeld-N
NH3
NO 3
ORG-N
pH
T-SOLID
Total solids
VSOL
Volatile
solids
CL
D.O.
DEFINITION
Five day biochemical oxygen demand, mg/1
Chemical oxygen demand, mg/1
Total phosphate concentration, mg/1
Kjeldahl nitrogen concentration which includes ammonia
and organic nitrogen, mg/1
Kjeldahl nitrogen concentration which includes ammonia
and organic nitrogen.
Ammonia nitrogen concentration, mg/1
Nitrate nitrogen concentration, mg/1
Organic nitrogen concentration, mg/1
Negative logarithm of the hydrogen ion concentration
Total solids concentration, mg/1
Total solids concentration, mg/1
Volatile solids concentration, mg/1
Volatile solids concentration, mg/1
Chloride ion concentration, mg/1
Dissolved oxygen, mg/1
No data available.
147
-------
SELECTED WATER
RESOURCES ABSTRACTS
INPUT TRANSACTION FORM
w
DEMONSTRATION OF THREE RECIRCULATING SWINE WASTE
MANAGEMENT SYSTEMS
- 5,. . . Report Date
Miner, J. R., Hazen, -T. E., Smith, R. J., Parker, G. B.
Agricultural Engineering Department
Iowa State University
.. .
k" feffdrtiiing Organization '
- Report -No: . - . . .
13040 ERR
I.'.
'13: ''Typee*:
""-" . Petiad,'Cover&df ,.,,
12. Sponsoring Organization ' .Environmental >P^otectf&n, Agency* ''"''.-^V*: i-'*/.-^''S*^?''" x<" '":«"'"* *'
Environmental Protection Agency report number } EPA-660/2-7l*-009, December 1973
Three waste treatment systems were used to process liquid swine manure so the effluent
could be reused as flush-water. Hydraulic transport was effective in removing manure
from all eight buildings. Excess liquid from all three systems was applied to adjacent
cropland to achieve nutrient utilization as the final disposal step. Reductions in
building odors, manure handling labor, and land requirements for final effluent dis-
posal were major goals of the demonstration.
An,aeration basin received the manure from two farrowing buildings with a capacity for
14:sows each. As anticipated, solids accumulated in the aeration basin. When the
solids content exceeded 4,500 mg/1 plugging problems became frequent in the pump and
piping system. .;.-...
A lagoon-aeration basin system served two farrowing buildings with a capacity for 28
sows each. The system performed adequately with only minor mechanical difficulties.
A lagoon-RBC system served four finishing buildings with a total capacity of 700 hogs.
Frequent mechanical and biological failure resulted in removal of the RBC from use.
Lagoon effluent is being used to flush these buildings with success. Repeated out-
breaks of vibrionic dysentery has prompted remodelling two of the buildings and flushing
in a gutter'covered with slats. (Miner - Oregon State)
17a. Descriptors, . ' .
*Water reuse, *Hogs, *Hydraulic transportation, *Demonstrstion farms, Farm lagoons,
Aerobic treatment, Biological treatment, Irrigation, Odors, BOD, COD, Nitrogen
17b. Identifiers .-".''.-..
*Swine wastes, *Flushing gutters, Flush tanks, Rotating biological contactors,
Anaerobic lagoons, Aeration basins, Land application
17c. COWRR Field & Group Q5D 05E
i v -/' , '»- \~*..1 »Vv
/5. Availability \ 19.* Scturttf CiaSSR**£ 21.
>- * (Report) '
20. Security Class. 22.
(Page)
Pages
Price
Send To:
WATER RESOURCES SCIENTIFIC INFORMATION CENTER
U.S. DEPARTMENT OF THE INTERIOR
WASHINGTON, D. C. 2O24O
J. Ronald Miner
Oregon State University
-------