Predicting the Performance ofFeedlot .Control Facilities atSpecific Oregon Locations

Water Resources Research InstituteOregon State University

Corvallis, Oregon

August 1975

Predicting the Performance of Feedlot Coitro l

Facilities at Specific Oregon Locations

by

Robert B . WensinkJ . Ronald Miner

WRRI - 34

August 1975

?ro lect Completion Report

for

A Simulation Model to Evaluate Alternativ e

Means of Feedlot Impoundment and Disposa l

0 .T ' Frojeet .Nb . A-028-O1 E

Project Period : July 1, 1974 to June 30, 1975

The work upon which this publication is based was supporte din part by funds provided by the United States' Departmen tof the Interior, Office of Water Research and ;-Thnlogy ,as•.authorized under the Water Resources Research Act of 1964 ,Public Law .88-379 .

. . .µ

ABSTRACT

In 1972 the United States Congress-enacted the "Federal Water Pol-

lution Control Act - Amendments of 1972" . This Act required the Environ-

mental Protection Agency to promulgate effluent guidelines for discharge s .

from feedlots . These guidelines permit discharge from feedlots only i n

connection with an " unusual rainfall=" event . For 1977, the criterion isthe 10 year-24 hour storm; for 1983, the criterion is the 25 year-24 hou r

storm. These- criteria, however, are performance standards and do not

represent reservoir design .

A mathematical simulation model was developed to size feedlot runof f

retention reservoirs based upon previous climatological records . Two

versionsof the model were programmed . The first, called the return perio d

design technique ; investigated the results of employing EPA's performanc e

standards a& design criteria .. The second model;;-entitled the-sufficient

design method, determined the_minimum reservoir storage volume required

to prevent illegal discharge as defined by - the EPA Effluent Guidelines . .

The two techniques demonstrated that to use design procedures based upo n

a factor times the 10 year-24 hour or the 25 year-24 hour storm led, t o

designs that were either unreasonably expensive or which led to illegal

discharges for which the livestock producer was subject to monetary penalties .

The sufficient design technique was also used to determine pollutio n

control performance with various combinations of pumping rates and stor-

age facility volumes . In some Oregon locations, the use of high capacit y

irrigation equipment allowed reduction of storage volume by over 45 percent ;

in other Oregon locations, due to precipitation patterns, no benefit wa s

obtained from high cspaci.ty pumping equipment .

CN#WITS

INTRODUCTION

page 1

Feedlot DescriptionFederal Water Pollution Control

11

OBJECTIVES AND SCOP E

CONSTRUCTION OF THE MODEL

MODEL INPUTS

MODEL OUTPUT S

INTERPRETATION OF OUTPUT '

CONCLUSIONS

REFERENCES

APPENDICES

Appendix A . 1Appendix A.2

FIGURES

Figure 1 . Block Diagram of Feedlot Runoff Mode l

Figure 2 . Flow Chart of Feedlot Runoff Retentio nReturn Period Design - Model

Figure 3 . Floe Chart of Feedlot Runoff Retentio nSufficient Design Mode l

TABLES

Table 1 . Climatic Attribiites of Selected Orego nFeedlot Location s

Table 2 . Results of Sufficient Modelling Program t oPredict the Retention Pond. Volume Requiredto Prevent All Illegal Discharge from aOne Acre Feedlot at Six Oregon Locations

Table 3 . Average Annual Results of Sufficien tModelling Program

23

27

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3043

Page 4

9

12

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16

II :

TABLES/continued

Table 4 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Ontario, Orego n

Table 5 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Pendleton, Oregon

Table 6 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Medford, Oregon

Table 7 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Corvallis, Orego n

Table 8 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Astoria, Orego n

Table 9 . Feedlot Runoff Return Period Design Model Outputfor Selected Designs at Tillamook, Oregon

Table 10 . Statistics on Maximum Precipitation Which Excee d10 Year-24 Hour Recurrence Values at Selecte dOregon Station s

ij

1INTRODUCTION

Feedlot Descriptio n

Cattle feedlots are typically located to take advaftage of natura l

surface drainage conditions . Control facilities are, therefore, neede d

to intercept and store surface runoff so that organic material-, nutrient- ,

and sediment-laden water is prevented from entering streams and reservoirs .

The intercepted runoff is typically applied to crop land-for disposal an d

for utilization of dissolved plant nutrients .

A feedlot runoff control system consists of two basic components :

(1) a runoff collection and storage facility which intercepts the effluent

moving off the feedlot surface, and (2) a disposal subsystem for removin g

contaminated water from the storage pond . The collected runoff is re-

movedby surface evaporation and/or pumping the water to crop land . Both

disposal practices are controlled in part by climatic and soil conditions .

It is theoretically impossible to design a .retention. fay capable of

containing all feedlot runoffs from all 1 climatological_conditions .

Federal Water Pollution Control '

In October of 1972 the United States Congress enacted the "Federa l

Water Pollution Control Act Amendments of 1972" (Public Law 92-500) .

The declared objective of the Act is " td restore and maintain thech,emical ,

physical and biological integrity of the nation's water s" . To achieve

this objective ; the Act established two national goa l 's, which are : "to -

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,,A"eliminate , the -discharge of pollutants into navigable waters by 1985" an . ~ I~ ~dt

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Act further prescribes a strategy to encourage research and development J-

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in water. pollution control technology to move the nation toward the 1 ge,

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achievement by industries based on the application of effluent limitatiaan.sl

"The best practicable technology currently available by 1977 ahd the bes t

available technology econemically achievable by 1983" .

To perform the inte :im levels of technological achievement through

effluent limitations, the . Act required the Environmental Protection Agenc y

(EPA) to designate specific levels .of effluent, limitations relative to

the best practicable technology and best available technology . As a. re

sult, EPA-prepared effluent guidelines for 27 waste water producing ih-

dustrie-s ; .among the-industries listed was the . feedlot industry .

Because the feedlot industry utilizes large snroofed areas for feed-

ing which are subject to rainfall runoff, special-problems have arisen

in preparing adequate design criteria to meet the overall objectives of

the Act . Since feedlot runoff is a climatically controlled phenomenon ,

EPA has promulgated effluent guidelines which allow discharge from a feed -

lot only in connection with an "unusual rainfall" event . .For 1977, the

criterion is the 10 year-24 hour storm . For 1983, the criterion is th e

25 year-24 . hour storm. This criterion is a . performaijoe. standard and does

not .provide-.e*act design criteria .

"to have water quality that provides for the protection of fisir,'jilkin ; '

fish, and wildlife and for recreation in and on the water by 1983" . The

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and 4985 goals . This strategy requires interim levels - to-gr!1 -

;

3

OBJECTIVES AND SCOP E

Since the Environmental Protection Agency's effluent guideline s

represent only performance standards, this study was initiated to pursu e

the following objectives :

1. To develop a feedlot runoff reservoir model which compile s

climatic data in a meaningful way so that alternative schemes

of runoff collection and storage can be evaluated as pollution

control measures .

2. To utilize the mode l

a. to evaluate the Environmental Protection Agency's perfor -

mance standards as runoff retention reservoir design cri -

teria in Oregon .

b. to develop minimum design standards for Oregon feedlot run-

off retention reservoirs which satisfy EPA performanc e

standards .

CONSTRUCTION OF THE MODEL

A block diagram of the feedlot runoff model is shown in Figure 1 .

The model simulates a feedlot surface onto which precipitation falls

and runoff results . As the runoff moves off the feedlot surface, it i s

intercepted by a holding pond . The effluent is removed from the reservoir

by pumping to a nearby field for restoration of available storage capacity .

The feedlot runoff model is programmed in standard FORTRAN IV and

models the effects of daily climatological inputs on specific feedlo t

runoff reservoir designs . The model utilizes daily precipitations and

4

Climatic Input s

1. Daily precipitation s

2. Daily maximum andminimum temperatures

ReservoirDesignVolume

Feedlot

Reservoir

Pumping Rate

Climatic Inpu t

1r

1 . Daily precipi -tations

2 . Daily maximumand minlidumtemperature s

Agricultura l

Land

Runoff

Reservoir

.4-

F guru %l . Bl+:scik Diagram . of Feedlot Runoff Model . .

5

average temperatures while operating continuously through the year and

from one year to the next .

The first component of the model determines runoff from the feedlo t

surface . Runoff volumes and holding pond depths are presented on th e

basis of one acre of feedlot surface . The model's output is, therefore ,

not restricted to a specific feedlot size, but directly applicable to

any size feedlot operation by multiplying the output by the feedlot size .

Thus, model output of feedlot reservoir volume (acre-inches) per acres o f

feedlot surface is expressed as a depth (inches) of pond volume per feed -

lot runoff area .

Feedlot runoff was predicted by using the Soil Conservation Service

Runoff Equations . The method was developed from correlation of runof f

amounts of various sized storms on agricultural watersheds in many parts

of the United States and is described in Schwab (7) as :

(P -.2S) 2P + .8S

where Q = direct surface runoff in inche s

P = storm rainfall in inche s

S = maximum potential difference between rainfall and runoff in

inches .

S is a measure of surface infiltration and storage ; thus, as S increases ,

runoff, Q, decreases .

The Soil Conservation Service also define s

S = 1000 - 1 0N

where N = an arbitrary curve number varying from 0 to 100 . As N in-

Q II (1 )

(2)

6

'creases, Q also increases . and when-N"= 100, equation (1) reduces t o

Q - P, i .e . all precipitation results in runoff .

r -The SCS runoff curve number table (Schwab, 1966) predicts a valu e

of N equal to approximately 90-92 for open cattle feedlots under averag e

moisture conditions (condition II) . Bergsrud (1) determined a value o f

N = 91 for feedlots in Kansas and Fields (2) reported values of N = 9 1

and N = 92 for cattle feedlots . Larson et al . (4) and Koelliker et al .

(3) utilized a value of N = 91 for average (condition II) environments .

A value of N,= 97 was used for wet soil moisture environments (condi -

tion III) by conversion tables in Schwab (7) . This value also agrees

with values reported by other researchers .

The utilization of N = 91 for an average soil moisture condition

and N = .97 for a wet soil condition are defined by the :following ante-

cedent rainfall and seasonal temperature criteria :

Warm Season (Preceding 5-day average temperature greater than 40° F)

N = . 91 if 5-day antecedent .precipitation < 2 .1 inches -

N . = 97 if 5-day antecedent precipitation >- 2 .1 inches

Cold Season (Preceding 5-day average temperature less than400 F)

N = 91 if 5-day antecedent precipitation < 1 .1 inches

N = 97 if 5-day antecedent precipitation ? 1 .1 inches

Because Oregon experiences mild winters, the feedlot runoff model

utilizes the above techniques to calculate runoff throughout the year .

Snowfall is infrequent in Western Oregon and-usually melts within a

matter of hours ; thus, the model does not distinguish snowfall from rainfall .

7

All feedlot runoff is assumed intercepted, by . the retention reser-

voir . Stored runoff is removed from this reservoir by pumping the wate r

onto agricultural lands . The model accepts a design pumping rate value ,

expressed as a fraction of the design reservoir depth , fas an input par a-

meter . Pumping is only permitted on days suitable for .irrigat-ion . The

following climatic and reservoir conditions specify this requirement :

1. The pond contains effluent .

2. The ground is not frozen .

3. Average daily temperature is above 32° F .

4. Precipitation does not occur .

The model satisfies condition 2 by requiring the average temperatur e

for the preceding three days to be greater than 32° F . Once the ground

becomes frozen, the model assumes the ground remains frozen until th e

average temperature for three consecutive days exceeds 38° F .

Two specific versions of the model were programmed ; the first wa s

called the return period design technique and the second, the sufficien t

design method . Figures 2 and 3, respectively, present flow charts of th e

return period design method and the sufficient design technique . Input ,

output, and programming steps for each model are listed in the Appendices .

The first model, the return period design technique, required th e

selectibn of a .design pond volume in acre-inches to hold runoff frbm• a

single feedlot acre and a daily reservoir pumping rat e . expressed in a

fraction of the design volume . This particular model was developed to

test the hypothesis that EPA performance standards could be utilized as

a design standard for Oregon feedlots '(objective-2 .a) .

S

Input : Design Pumping VolumePumping Rate, Starting year ,ending year10 year-24 hour storm

WriteStatistics

piguie 2 .• Flowchart of Feedlot,Ranoff Retention Return Perio dDesign Model .

9

Increase Pond Volumeif needed

Figure 3 . Flowchart of Feedlot Runoff Retention Sufficien tDesign Model .

IInput : Design Pumping Rate

Starting Year, Ending year

10 year-24 hour stormStop

L

Write :Pond size

Yes

Determined Overflow

1 0

As the return period model progressed through the daily climati c

data, the selected design reservoir volume would overflow if a chroni c

wet period accumulated more volume than the reservoir capacity or if a

single catastrophic storm exceeded the available reservoir volume . When

a reservoir overflow occurs, the model calculates the following statistics :

1. Amount of overflow

2. Date of overflow

3. Precipitation causing overflow

4. Legality of overflow .

The second and third statistics, when collected for a complete com -

puter run, are used to determine the effects of chronic rainfall condi -

tions on reservoir designs . The fourth statistic, legality of overflow ,

is _determined ' by comparing the precipitation causing overflow to th e

10 year-24 hour rainfall event . The overflow is then recorded as il-

legal if the day's rainfall is less than the 10 year-24 hour value, other -

wise it is declared a legal overflow .

The second model, the sufficient design technique, determined th e

minimum reservoir depth to contain all runoff from precipitation les s

than the 10 year-24 hour storm . This was accomplished by increasing the

minimum depth, whenever the pond was full, to accommodate all runof f

resulting from precipitation less than the 10 year-24 hour storm . Runoff

from precipitation greater than the 10 year-24 hour storm was considere d

legal, overflow . When precipitation exceeding the deSign storm occurred ,

effluent overflow would result only if the reservoir could not contai n

the storm's complete runoff . When overflow occurred, the sufficient

design method:model calculated the following :

1 1

1. Amount of overflow

2. Date of overflow

3. Precipitation causing overflow .

Since all discharges in this model were considered legal, legalit y

of overflow was not included in the above statistics . The model did ,

however, determine the following attributes for each precipitation large r

than the 10 year-24 hour storm :

1. Amount of runof f

2. Date of storm .

After each computer run, the runoff for storms exceeding the 10 year -

24 hour value was accumulated .

Reservoir seepage losses, pond evaporation losses, and precipitatio n

onto the pond surface are not included in either model . Seepage losse s

are difficult to accurately measure, while evaporation losses are minima l

during Oregon's cloud-covered rainy winter months . Precipitation ont o

the reservoir surface is not included because the pond volume is measure d

in terms of a single feedlot acre . Thus, a reservoir surface area is no t

required nor determined by the model . Seepage losses and evaporatio n

losses tend to collective'ly compensate for direct pond precipitatio n

gains ; the resultant gain (loss) is assumed to be a negligible amount .

MODEL INPUT S

Both models utilize weather data from three unique climatologica l

regions to evaluate feedlot pollution control designs in Oregon . Six

12

locations ranging in annual precipitation from 8 inches to over 90

inches are studied . Two stations, Ontario and Pendleton (average an-

nual precipitation less than 15 inches) are representative of the arid

region in the eastern section of the state . At the other extreme ,

Astoria and Tillamook (annual precipitation, 91 inches) are coasta l

areas with chronic wet winter rainfalls . Corvallis and Medford repre-

sent moderate rainfall conditions . On all but one station, 58 years

of daily minimum temperatures, maximum temperatures, and precipitation s

were compiled from Oregon Climatological Journals (6) . Selected cli-

matic attributes of the six locations are shown in Table 1 .

i

*.Table 1 . Climatic attributes of selected Oregon feedlot locations .

Location

Averageannual

rainfall(inches)

AverageJanuary

temperature(°F)

10 year-24 hourrainfall(inches)

25 year-24 hourrainfall(inches )

Ontario 8 .04 27 1 .5 1 . 8

Pendleton 12 .35 31 1 .3 1 . 5

Medford 17 .70 36 3 .1 3 . 5

Corvallis 38 .67 38 3 .7 4 . 5

Astoria 74 .43 40 4 .8 5 . 5

Tillamook 90 .64 41 5 .5 6 .0

* Wensink, R . B . and J . R. Miner . A model to predict the performanc eof feedlot control facilities at specific Oregon locations . ASAEPaper No . 75-4027 . June 1975 .

In addition to the above climatic data, the return period technique

required the selection of a design pond volume in acre-inches to hol d

runoff from a single feedlot acre and a pumping rate expressed in a

fraction of the design volume . Several pond design depths were considered ;

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each depth was associated with some fraction of either the 10 year-24 hou r

storm or the 25 year-24 hour storm . Pumping rates were varied for each

design depth considered . Rates of .1, .2, and .4 of the design reservoir

depth per day were analyzed .

Since the minimum reservoir volume was determined by the sufficien t

design model, the pumping rate could not be directly related to the pon d

depth . Therefore, the 10 year-24 hour recurrence value was utilized a s

a basis for pumping rates . Values of .1, .2, and .4 times the 10 year-

24 hour value were studied at each of the selected locations . '

MODEL OUTPUTS '

The feedlot runoff sufficient design model was first utilized t o

determine the pond depth required to hold all runoff, except that as-

sociated with storms larger than the 10 year-24 hour value, at each o f

the six locations . In each case, the model progressed through 58 year s

(except Tillamook) of climatic data with pumping rates set at .1, .2, .4 ,

.5, and .6 of the 10 year-24 hour storm . Table 2 shows the followin g

outputs for each of the selected stations : total precipitation, total

runoff, total legal overflow, total runoffs from all storms greater than

the 10 year-24 hour recurrence value, and a pond depth required to contain

•

all rainfalls less than the 10 year-24 hour recurrence value . Table 3

is the above model's output expressed in yearly averages .

The return period design model was then utilized to evaluate the

specific runoff reservoir designs at each of the six locations . Tables 4

through 9 correspond to Ontario, Pendleton, Medford,_Corva.llis, Astoria,

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14

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and Tillamook, respectively . Each table lists the following model out -

put for selected pond designs : total overflow, average annual overflow ,

total legal overflow, average annual legal overflow, number of overflows ,

number of legal overflows, a pond design efficiency, and a corrected pon d

design efficiency . A legal overflow was defined as an overflow resultin g

from precipitation greater than the 10 year-24 hour recurrence storm .

Pond design efficiency was again expressed in the percent of total runof f

contained by the .pond . , The corrected pond &sign efficiency was similarly

determined, ex :ep.t' that all 144l overflow was excluded from the overflow

calculation .

All design volumes considered in this study were associated wit h

either 10 year-24 hour or 25 year-24 hour recurrence interval storm values .

In this manner, the design volumes are directly related to recurrence in-

tervals which are typically utilized for reservoir designs . The follow-

ing four design-volumes expressed in acre-inches per acne were evaluated ..

for each station :

1. A depth equal to the runoff resulting from a 10 yeai=24 hour

storm with N = 91 in the runoff equation .

2. A depth equal to the runoff resulting from .a 10 year-24 hour

storm with N = 97 in the runoff equation .

-

3. A depth equal to the 10 year-24"hour precipitation value .

4. A depth equal to the 25' year=24+' hmur precipitation vague :

Three selected pumping rates of .1, .2, and .4 times the design pond

depth were evaluated fdr each of the above design volumes .

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23

INTERPRETATION OF OUTPU T

The second computer model was called the sufficient design techniqu e

because it calculated the minimum pond volumes required to retain al l

runoff except that attributable to precipitation events in excess of th e

10 year-24 hour storm . Three stations (Pendleton, Medford, and Tillamook )

had design efficiencies of 100 percent (i .e . no overflow) while Ontario

had the lowest average design efficiency of 99 .47 percent . This design

procedure, by its basic premise, satisfied the amended Federal NPDES re-

quirements for 1977 . In addition to holding all runoff from storms les s

than the 10 year-24 hour, the sufficient design technique held 93 .33 per-

cent of runoff from storms greater than the 10 year-24 hour .

Table 10 shows statistics on the maximum recorded precipitation a t

each station . In all but one case, with pumping rates of .1 times the

10 year-24 hour storm, the depth required to hold the maximum 24 hou r

rainfall's runoff was less than the sufficient design depths in Table 3 .

For example, a depth of 1 .15 inches was required to hold the maximu m

rainfall's runoff at Pendleton, but the sufficient design depth was 1 .6 2

inches . In addition, Astoria needed a depth of 9 .68 inches to hold its

maximum runoff, however, the sufficient depth was 17 .79 inches . These

data indicate that chronic rainfall conditions are the predominant fac-

tors determining acceptable pond designs .

. As pumping rates increased at Corvallis and Astoria, the design ef-

ficiencies decreased . This resulted from smaller required pond depths t o

hold all runoff from storms less than the 10 year-24 hour rainfall ; thus ,

larger leggl overflows occurred .

2 4

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25

Increasing pumping rates did not influence the sufficient pond dept h

at Ontario, Pendleton, or Medford . These stations, however, have smal l

annual precipitations with minimum chronic influence . When a catastrophi c

storm (above 10 year-24 hour) occurred, the pond was either nearly empty

or pumping was not permitted the previous day so that increasing the pump -

ing rate did not reduce overflow, decrease the sufficient pond depth, o r

improve pond efficiency .

On the other hand, Corvallis, Astoria, and Tillamook did obtain re -

ductions in sufficient pond depths with increased pumping rates . Cor-

vallis and Astoria reached minimum sufficient depths at pumping rates o f

.4 (times the 10 year-24 hour storm) while sufficient depths at Tillamoo k

continued to decrease as the pumping rates were increased . Tillamook ,

with average annual. precipitation of 90 .6 inches, exemplifies the need fo r

appropriate pond volume-pumping rate design . For the sufficient dept h

was reduced from 10 .1 inches to 7 .56 inches to 5 .65 inches with pumping

rates increased from ,1 to .2 to . 4

Tables 4-9 show the first model's results of specific designs a t

the six locations . Cqmparison of the total runoff from all storms in

excess of the 10 year-24 hour storm (column 7 in Table 2) with the total

overflow (column 3) for specific designs in Tables 4-9 produced interest -

ing results . For example, a design of .74 inches depth with a .1 pumping

rate at Ontario (Table 4) had three overflows (two were legal) with a

total overflow of .28 inches . Table 2 shows that the total runoff from

storms greater than the 10 year-24 hour return value was 1 .72 inches .

Thus, even though the total overflow of .28 inches was much less than th e

1 .72 inches, this design was inadequate because an illegal overflow oc-

26

curred . Astoria had 21 .48 inches of runoff from the storms with retur n

periods greater than the 10 year-24 hour return value . A design of 5 . 5

inches depth and .2 pumping rate had only 12 .58 inches of overflow .

However, 16 illegal discharges occurred . In both cases, the total dis-

charge was less than legal, but the designs would be judged inferior by

present Guidelines since illegal pond overflows resulted . These cal-

culations suggest that the present overflow criteria are not optimum

from either an economic or pollution control point of view .

At Ontario, the feedlot model determined a sufficient design depth

of .75 inches to satisfy NPDES Guidelines, while the N = 97 (in runof f

equation) design produced a 58 percent overdesign and the 10 year -

24 hour precipitation design of 1 .5 inches was 100 percent larger than

the sufficient design . At Pendleton, the model determined a sufficien t

design of 1 .62 inches for all pumping rates . The designs based on standar d

storms were again inaccurate, but this time produced insufficient capa-

cities . The N = 97 design had a design depth of 1 .11 inches and the

10 year-24 hour precipitation design depth was 1 .3 inches . The 25 year-

24 hour precipitation design depth of 1 .5 inches was also insufficien t

since this design permitted two illegal discharges .

The sufficient design depth at Corvallis decreased with increasin g

pumping rates . The sufficient design depth decreased from 6 .11 inches

to 4 .15 inches when the pumping rate was increased from .1 to .2 . The

return period design technique was also inconsistent at this station .

For designs of N = 91, N = 97, and the 10 year-24 hour precipitation value ,

all resulted in insufficient design volumes, while the 25 year-24 hou r

'precipitation design was more than adequate .

2 7

At stations where chronic conditions predominate, the return perio d

design method also produced erroneous results . For example, at Astori a

this technique determined insufficient capacities ; the 25 year-24 hour

precipitation design of 5 .5 inches was substantially less than the 9 .2 3

inch sufficiency design with a .2 pumping rate . The 5 .5 design had 1 6

illegal discharges .

In most cases, the 25 year-24 hour storm design value in the return

period technique produced insufficient storage volumes . At one station ,

however, the 25 year-24 hour value provided twice the necessary volume .

Thus, the currently'used return period design technique was inadequate ,

and its design results were unpredictable : On the other hand, the suf -

ficient design technique was much more effective as a design tool . The

sufficient technique minimizes the pond volume required, at a selecte d

pumping rate, to satisfy environmental protection standards .

CONCLUSION S

A computer simulation model has been developed which can be used t o

size feedlot runoff retention basins based upon previous climatologica l

records . The sufficient design method was used to determine the minimum

storage volume required to prevent illegal discharges as defined by the

EPA Effluent Guidelines . This technique demonstrated that to use desig n

procedures based upon a factor times the 10 year-24 hour or the 25 year -

24 hour storm led to designs that were either unreasonably expensive or

which led'to illegal discharges for which ' the livestock producer wa s

subject to monetary penalties .

2 8

The model was used to determine pollution control performance wit h

various combinations of pumping rates and storage facility volumes . In

some locations, the use of high capacity irrigation equipment allowe d

reduction of the storage capacity by over 45 percent when a larger pump-

ing system was specified . In other locations, due to the precipitatio n

pattern, no benefit was obtained by the use of pumping equipment wit h

capacity in excess of 0 .10 (10 year-24 hour storms) .

Utilization of the sufficient design technique requires the compila-

tion of weather data for a unique climatological region under considera-

tion . The model is relatively inexpensive to operate and a complet e

climatological region can be analyzed for less than $20, once the region' s

climatic data are computerized .

r

29

1. Bergsrud, F . G . Annual totals and temporal distribution of cattl efeedlots in Kansas . Unpublished M .S . .Thesis . Kans-as State University- . . ,Manhattan, Kansas . 1968 .

2. Fields, W . J . Hydrplagic and water quality characteristics of bee ffeedlot runoff . Unpublished M .S . Thesis . Kansas State University .Manhattan, Kansas . 1971 .

3. Koelliker, J . K ., H . L . Manges, and R . I . Lipper . Performance o ffeedlot runoff control facilities in Kansas . ASAE Paper No . 74-4012 .June 1974 .

4. Larson, C . L ., L . G . James, P . R. Goodrich, and J . A. Bosch . Per-, formance of feedlot runoff control systems in Minnesota . ASAE Paper

No . 74-4013 . June 1974 .

5. Miner, J . R ., L . R . Fina, J . W . Funk, R. I . Lipper, and G . H . Larson .Storm water runoff from cattle feedlots . pp . 23-27 . In : Managementof farm animal wastes . (Proceedings, National Symposium on AnimalWaste Management) . East Lansing, Michigan . 1966 .

6. Oregon Climatological Data, U . S . Department of Commerce . NationalOceanic and Atmospheric Administration . Environmental Data Service ,1914-1971 .

7. Schwab, G . 0 ., R. K . Frevert, J . W . Edminister, and K . K. Barnes .Soil and water conservation engineering . 2nd Edition . John Wileyand Sons, 1966 .

8. Wensink, R. B . and J . R. Miner . A model to predict the performanc eof feedlot control facilities at specific Oregon locations . ASAEPaper No . 75-4037. .: _Jane 1975 .

t

30

APPENDIX A . 1

Return Period Design Method Simulation

Program Listing and Documentation

wiz 1

: 1 L. -

I- Fir .

•

,, F -

Gnefdl 'Program Inrormatidn

U- 3 1

Title : Cattle Feedlot Runoff Reservoir Return Period Design Simulation Model

'Authors : R . B . Wensink and J . R . Miner

Installation : CDC 3300 at Oregon State Universit y

Programming Language : Standard FORTRAN IV

Date Written : Fall 1974

Remarks :

This simulation model operates continuously from one year to th e

next and requires inputs of-daily precipitations and average temperatures .

Major design parameters required . in the model are reservoir volume and

irrigation pumping .capaeiity .

Program' Output :

The output variable 'names are defined in the program .

A . Yearly•Results (for each year simulated)

1. •Total .number of reservoir overflow s

2. Total'numberof Illegal reservoir overflow s

inches legal reservoir overflow

4. Inches-illegal reservci overflow .

5. Inches total reservoir overflo w

6. Maximum reservoir depth

7. Maximum precipitatio n

8. Total rainfal l

9. Total runoff

. _ Ir '

Total run

C

▪ ~[.1 ilr~ M

results

'1

0 .

1. Years simulate d

2. Total rainfal l

'3 . Total reservoir overflow

▪ 4 . Total runof f

5. Average precipitation

6. •Average reservoir overflow

'- 7 . Average runof f

S . Pond efficiency

9 . Correct'I (for legal overflow)

.1

I rr

- .- J

1

▪1 1

,-

pond efficiency

I

Program Input :

The input variable names are defined in the program . Even though

_

the model was developed and utilized on Oregon State's Time Sharin g

Computer System, the following cards would be required to operate th e

program from a CDC 3300 Batch Processing System .

A . Order of Job Control Language Cards

-

1 .8

JOB CardJ

. 78 FORTRAN, L, R

J

. :

i . A.

7 7.887

- •

8 LOG OFF

1 •

.

▪ r

13

B . ' Preparation of the Data Dec k

r . The data deck consists of file names and years of weathe r

data. Each card contains a file name which. corresponds

to a particular station-year and the corresponding data

year . The format is (R8, 2X, 14) .

In addition, the following DATA statements need to-be de -

fined :

a. ISTART and IFINAL should be set to the first an d

last year, respectively, of the data utilized in a

particular run .

b. LIN and LOUT correspond to computer installatio n

input and output logical unit numbers, respectively .

C . DDEPTH should be set to the design pond volume in

inches (acre-inches/acre) .

d . RAINMAX should be set to 0 .0 unless dewatering is

permitted on . days in which rainfall occurs . If this

condition is desired, set RAINMAX to the maximum leve l

of rainfall at which dewatering is still permitted .

e, EXPRAIN should be set to the stations 10 year-24 hour

recurrence storm .

2, The climatic data files must be created prior to running thi s

simulation program . Each file must contain one year of weathe r

data from a particular station . These data consist of rain-

falls and temperatures . Each record contains four consecutive

days of rainfall-temperature data punched in the followin g

format 4(14, F5,2) .

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43

APPENDIX A. 2

Sufficient Design Technique Simulatio n

Program Listing and Documentation

4 4

General Program Information

' Title : Cattle Feedlot Runoff Reservoir Sufficient Design Simulation Mode l

Authors : R. B . Wensink and J . R. Miner

Installation : CDC 3300 at Oregon State Ilniversit y

Programming Language : Standard FORTRAN IV

' Date Written : Spring 1975

Remarks :

This simulation model also operates continuously from one year t o

the next and requires' daily precipitations and average temperatures . The

model determines the minimum reservoir storage volume required to mee t

Environmental Protection Agency's performance standards with a specifi c

irrigation pumping capacity . The pumping capacity, expressed in a fraction '

of the location's 10 year-24'hour storm, is the only major design paramete r

required in the model .

Program'Oufput :

-

The output variable names are defined in the program .

A .' Yearly Results (for each year simulated )'

" Total number of reservoir overflows

2. Maximum reservoir depth

3. Inches of legal overflow

•4 . Maximum rainfall .

5. Total-rainfal l

6. • Total runoff

7. Total rainfall over 10 year-24 hour storm

8. Total runoff from precipitation over 10 year--24 hour storm

B . Total run results

45

1. Total years simulate d

2. Total rainfal l

3. Total runof f

4. Total legal overflow from precipitation over 10 year-24 hour storm

5. Total runoff from precipitation over 10 year-24 hour storm

6. Average precipitation

7. Average legal overflow from precipitation over 10 year-24 hou r

storm

8. Average runoff

9. Average runoff from precipitation over 10 year-24 hour stor m

10. Minimum design reservoir depth required to hold all precipi-

tation less than 10 year-24 hour storm.

Program Input :

The input variable names are defined in the program. Even though the

model was developed and utilized on Oregon States Time Sharing Computer

System, the following cards would be required to operate the program from

a CDC 3300 Batch Processing System .

A. Order of Job Control Language Card s

8 JOB Card

8 FORTRAN, L, R

FORTRANSOURCEDECK

7 788

46

7 78 8

8 LOGOFF

B . Preparation of the Data Pec k

1 . The data'deck,consists of file names and years of weather '

data. Each card contains a file name which corresponds

to a particular station-year and the corresponding dat a

year . The format is (R8, 2X, I4) .

In addition, the following DATA statements need to b e

defined :

a. ISTART and IFINAL should be set to the first and las t

year, respectively, of the data utilized in a par -

ticular run .

b. LIN and LOUT correspond to computer installation input

and output logical unit numbers, respectively .

c. DDEPTH should be set to the expected 10 year-24 hour

recurrence storm .

d. RAINMAX should be set to 0 .0 unless dewatering is

permitted on days in which rainfall occurs . If this

condition is desired, set RAINMAX to the maximum

level of rainfall at which dewatering is still permitted .

e. EXPRAIN should be set to the statto n l s 10 year-24 hou r

recurrence storm .

47

2 . The climatic data files must be created prior to runnin g

this simulation program . Each file must ' contain one yea r

of weather data from-a patticular station .. These data

consist of rainfalls and :temperatures . Each record con-

tains four consecutive days of rainfall-temperature dat a

punched in the following format 4(14, F5 :2) .

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