'^^^•wr«Be--j*:oe, WIS"

HYDROLOGY OF URBAN PLAYA LAKES

IN LUBBOCK,TEXAS

by

ERIC LANE WEST, B.S.C.E.

A THESIS

IN

CIVIL ENGINEERING

Submitted to the Graduate Faculty of Texas Tech University in

Partial Fulfillment of the Requirements for

the Degree of

MASTER OF SCIENCE

IN

CIVIL ENGINEERING

Accepted

August, 1998

ACKNOWLEDGMENTS

I would like to thank Dr. Thompson and the Water Resources Center of Texas

Tech University for providing the guidance and assistance that was necessary to complete

this study. I would also like to thank my wife, April, and my parents, who supported me

throughout my academic career and without whom none of this would have been

possible.

11

TABLE OF CONTENTS

ACKNOWLEDGMENTS ii

LIST OF TABLES vi

LIST OF FIGURES viii

CHAPTER

L ESfTRODUCTION 1

Problem Statement 1

Background 2 Hydrology in the City of Lubbock 2

Hydrologic Budgets of Playa Lakes 4

Objectives 5

n. LITERATURE REVIEW 6

Ogallala Aquifer and the Llano Estacado 6

Playa Lake Hydrology 8

m. INSTRUMENTATION AND METHODOLOGY 12

Installations of Equipment 12 Site Selection 12 Equipment 15

Data Collection 17 Topographic Data 17 Hydrologic Data 17 Meteorologic Data 18 Groundwater Data 18

Procedures 19 Periods of No Significant Rainfall 20

111

Rainfall Events 20

IV. HYDROLOGIC BUDGETS 22

Evapotranspiration 22 FAO-24 Penman Method 22 Computation of Evaporation 27

Infiltration 28 Playa Lake Infiltration 28

Computation of Infiltration 29

V. RESULTS 31

Periods of No Significant Rainfall 31

Andrews 32 Bill Miller 33 Buster Long 34 David Casey 35 Higinbotham 36 Huneke 37 Comparisons 38 Groundwater Considerations 38

Rainfall Events 40

Possible Errors 46

VL CONCLUSIONS 47

Hydrologic Budgets 47

Runoff Events 49

Recommendations 49

REFERENCES 51

APPENDIX

A. TOPOGRAPHIC/BATHYMETRIC MAPS 55

IV

B. LAKE SURFACE AREA AND STORAGE VOLUME 62

C TIME SERIES OF STAGE 69

D. EVAPORATION CALCULATIONS 101

E. HYDROLOGIC BUDGETS 114

F. RUNOFF COEFFICIENTS AND HYDROGRAPHS 128

APPENDIX G: GROUNDWATER DATA 143

LIST OF TABLES

3.1 Playa Lake Classification Criteria 12

5.1 Average Infiltration Rates 32

5.2 Andrews Lake Hydrologic Budgets 33

5.3 Bill Miller Lake Hydrologic Budgets 33

5.4 Buster Long Lake Hydrologic Budgets 34

5.5 David Casey Lake Hydrologic Budgets 35

5.6 Higinbotham Lake Hydrologic Budgets 36

5.7 Huneke Lake Hydrologic Budgets 37

5.8 Groundwater Levels 39

5.9 Expected Runoff Coefficients 41

5.10 Calculated Runoff Coefficients 42

B.l Surface Area and Storage Volume for Andrews Lake 63

B.2 Surface Area and Storage Volume for Bill Miller Lake 64

B.3 Surface Area and Storage Volume for Buster Long Lake 65

B.4 Surface Area and Storage Volume for David Casey Lake 66

B.5 Surface Area and Storage Volume for Higinbotham Lake 67

B.6 Surface Area and Storage Volume for Huneke Lake 68

D.l Evaporation Calculations 102

E.l Hydrologic Budget for Andrews Lake 115

E.2 Hydrologic Budget for Bill Miller Lake 116

vi

E.3 Hydrologic Budget for Buster Long Lake 118

E.4 Hydrologic Budget for David Casey Lake 120

E-5 Hydrologic Budget for Higinbotham Lake 122

E.6 Hydrologic Budget for Huneke Lake 127

F.l RunoffCoefficients for Andrews Lake 129

F.2 RunoffCoefficients for Bill Miller Lake 130

F.3 Runoff Coefficients for Buster Long Lake 131

F.4 RunoffCoefficients for David Casey Lake 132

F.5 Runoff Coefficients for Higinbotham Lake 133

G.l Groundwater Data 144

Vll

LIST OF FIGURES

1.1 Location of Lubbock, Texas 3

2.1 The Llano Estacado or Southern High Plains Region 7

3.1 Location of Studied Playas in Lubbock, Texas 13

3.2 Data Logger Housing 16

5.1 Rainfall versus Runoff Coefficients 44

5.2 Rainfall versus Runoff 45

A.l Topographic/Bathymetric Map of Andrews Lake 56

A.2 Topographic/Bathymetric Map of Bill Miller Lake 57

A.3 Topographic/Bathymetric Map of Buster Long Lake 58

A.4 Topographic/Bathymetric Map of David Casey Lake 59

A.5 Topographic/Bathymetric Map of Higinbotham Lake 60

A.6 Topographic/Bathymetric Map of Huneke Lake 61

C I Time Series of Stage for Andrews Lake 70

C.2 Time Series of Stage for Bill Miller Lake 72

C3 Time Series of Stage for Buster Long Lake 77

C.4 Time Series of Stage for David Casey Lake 83

C.5 Time Series of Stage for Higinbotham Lake 86

C.6 Time Series of Stage for Huneke Lake 99

F.l Hydrograph of Andrews Lake Runoff Event 134

Vlll

F.2 Hydrograph of Bill Miller Lake Runoff Events 135

F.3 Hydrograph of Buster Long Lake Runoff Events 138

F.4 Hydrograph of David Casey Lake Runoff Events 139

F.5 Hydrograph of Higinbotham Lake Runoff Events 140

IX

CHAPTER I

INTRODUCTION

Problem Statement

The Southern High Plains region of Texas and New Mexico contains more than

20,000 small, circular depressions called playa lakes or playas. These playas create a

unique physiographic phenomenon where many watersheds in the region are small closed

basins in which no outlet from the watershed is present (Gustavson et al., 1994). The

presence of playa lakes implies that runoff from the contributing watershed is focused

into the playa lake, including chemical constituents associated with the runoff. Also, the

fate of the runoff has only two possibilities, evaporation or infiltration. The chemical

constituents are therefore treated naturally in playa waters, bound to playa sediments, or

transported to the groundwater flow system.

At one time, researchers believed that evaporation, rather than infiltration,

controlled the fate of water entering playas in the High Plains. This includes work done

by C V. Theis (1937) and the Texas Water Development Board (1965). However, more

recent investigations are revealing that not only is infiltration significant in playa lakes, it

is the primary source of recharge to the groundwater (Wood and Osterkamp, 1984b;

Wood and Sanford, 1994; Wood, Rainwater, and Thompson, 1997).

In an urban environment, such as the city of Lubbock, the existence of playa lakes

is essential to storm drainage as well as recreation (Hertel and Smith, 1994). Little

information has been collected concerning the hydrology of these urban playas, some of

1

which have altered bed sediments due to development. In addition, rising groundwater

levels and runoff quality concerns are major considerations for city engineers and

administrators as well as researchers. Detailed investigations of urban playas will be a

valuable tool for determining the interaction of stormwater runoff and groundwater flow

systems.

Background

Hydrology in the City of Lubbock

The city of Lubbock is located on the South High Plains of West Texas,

approximately 320 miles west from Dallas, 120 miles south from Amarillo, and 60 miles

east from the New Mexico state line (Figure 1.1). The city contains about 100 square

miles of area, and about 100 playa lakes exist within the city limits (Hertel and Smith,

1994).

The city has little topographic relief, therefore, storm drainage has been a major

issue for many years. In general, runoff from each small watershed within the city drains

to a playa lake where all stormwater runoff is collected and allowed to evaporate or

infiltrate into the ground. Often, these playas are also used as recreational facilities in

parks throughout the city. In addition, some of the playas are allowed to "spill" to a

downstream playa when filled to an overflow crest elevation. These overflow playas are

typically located on the south side of the city and consist of many of the newer or

modified playas.

Figure 1.1: Location of Lubbock, Texas

The City of Lubbock allows three different methods for determining rainfall-

runoff relationships for design and analysis. For drainage areas of up to 200 acres, where

only the peak discharge is of concern, the Rational Method may be selected. For systems

up to three square miles or where runoff volumes are needed, the graphical/tabular

hydrograph method, TR-55, may be used. Otherwise, the unit hydrograph method, using

HEC-1 or TR-20, should be applied. For the hydrograph methods, the Natural Resources

Conservation Service (NRCS) curve number procedure should also be used. These

methods are described in detail in the City of Lubbock, Texas Drainage Criteria Manual

(1997).

The simplest of these methods is the Rational Method, which is used to calculate

the peak discharge of small watersheds. It will be discussed in more detail in Chapter III,

Instrumentation and Methodology; however, it should be noted that the runoff coefficient

in the equation is the ratio of runoff to rainfall for the drainage area considered.

Hydrologic Budgets of Playa Lakes

Playa lakes are unique structures for many reasons. First, infiltration through

playa bottom sediments is one of the mechanisms, if not the primary mechanism, through

which pollutants might be transported from surface runoff to the groundwater. Also,

infiltration is a principal means by which recharge occurs to the Ogallala aquifer, the

aquifer underlying the region where playa lakes are located. Therefore, the quantity of

water and disbursement of chemical constituents being fed to the groundwater can be

investigated by studying infiltration.

Playa lakes offer an excellent opportunity for investigating these mechanics. A

water balance for a playa lake is easy to construct because all surface runoff from the

contributing watershed is trapped by the lake and in general, no outflow occurs from the

playa. The infiltration can then be inferred with relative ease. These estimates of

infiltration are more accurate than direct measurements from devices such as

infiltrometers. The entire playa lake acts as an infiltrometer that can take into account

each of the more localized infiltration rates that could otherwise be obtained.

Objectives

Three main objectives exist for the development of this project. First, both

hydrologic and meteorologic data continue to be collected that are relevant to the

estimation of the water budget of six playa lakes in Lubbock, Texas. Second, the

collected data are used to compute water balances for the playas, obtaining evaporation

and infiltration rates for each. Analysis of these data will allow conclusions and

recommendations to be drawn about urban playa lakes. Last, runoff events are used to

investigate other aspects of the hydrology of urban playas, including calculating runoff

coefficients for the six watersheds.

CHAPTER II

LITERATURE REVIEW

Ogallala Aquifer and the Llano Estacado

The most significant groundwater formation in the central United States is the

High Plains aquifer, or commonly referred to as the Ogallala aquifer. This aquifer

stretches over 174,000 square miles of the High Plains underneath the states of Texas,

Oklahoma, New Mexico, Colorado, Kansas, Nebraska, Wyoming, and South Dakota.

The Ogallala supplies approximately 30 percent of the United States irrigated

groundwater (Weeks and Gutentag, 1984). Irrigation has been taking place since the

1940s from the Ogallala, and during that time researchers have noticed a steady decline in

the water table.

The southern portion of the Ogallala underlies the South High Plains of Texas and

New Mexico. This region is commonly called the Llano Estacado. It is bounded by the

Edwards Plateau to the south, the Caprock Escarpment to the east, the Canadian River to

the north, and the Pecos River Valley to the west (Wood and Sanford, 1994) (Figure 2.1).

The Llano Estacado is characterized by a common drainage system, the playa lakes.

More than 20,000 playas exist in the region, and they are usually small, shallow,

internally drained, and roughly circular to oval depressions (Gustavson et al., 1994).

The development of playa basins has been attributed to numerous different factors

over the years from animal activity (Gilbert, 1895) to dissolution of soil carbonate and

piping of sediment into the subsurface (Wood and Osterkamp, 1984a). The soil of these

Oklahoma

New Mexico

I T" 0 100 200 300 km

Figure 2.1: The Llano Estacado or Southern High Plams Region

playa lakes typically contain clay and silt sediments. For this reason and others, the

initial belief was that playa lakes did not contribute recharge to the Ogallala (Wood and

Sanford, 1994).

The climate of the region is semi-arid and precipitation varies from approximately

14 inches/year (356 mm/yr) in the southwest to about 20 inches/year (508 mm/yr) in the

northeast. In Lubbock, the average annual rainfall is about 18 inches (457 mm) (Larkin

and Bomar, 1983). The average annual evaporation is approximately 77 inches (1950

mm) (High Plains Associates, 1982). The Llano Estacado has little surface-water

outflow. Over 98 percent of the area is drained internally to the playa lakes (Osterkamp

and Wood, 1984). What little surface-water outflow that occurs runs to one of 30 or so

larger, irregular shaped, saline lake basins.

Playa Lake Hydrology

Because playa lakes play such an important role in the Llano Estacado, including

1,006 playas in Lubbock County, it is essential that they be understood. However, playa

lake hydrology is a relatively new research field. Playas are ephemeral water bodies

located within topographically closed basins. They have hydric soils, provide exclusive

runoff catchment areas, and serve as vital habitat for migratory fowl (Zartman et al.,

1994).

Infiltration is one of the processes that takes place in playa lakes that is of major

interest. "Infiltration refers to the entry of water into a soil profile from the boundary"

(Jury et al., 1991, p. 128). Initially, when research began in the 1930's, assumptions were

8

made that infiltration in playa lakes was insignificant in comparison to the amount of

evaporation that was taking place (Theis, 1937). This was supported by a study done by

the Texas Water Development Board (1965), which indicated that only 10 percent of

water entering a playa lake would infiltrate into the soil profile. These studies concluded

that recharge to the Ogallala must be taking place in the interplaya areas, most

specifically in the sand dune areas around the region.

While debate has continued, many researchers in more recent studies concluded

that playa lake infiltration is indeed significant. Not only that, but recharge to the

Ogallala is now believed to primarily be taking place through playas (Wood and

Osterkamp, 1984b; Wood and Sanford, 1994; Scanlon et al., 1994; Wood, Rainwater, and

Thompson, 1997). Infiltration rates derived from these studies varied dramatically

relative to location, type of playa, and stage of infiltration measured as well as other

factors.

Infiltration takes place in three stages (Baver et al., 1972). This phenomenon was

investigated in a study of a playa lake near Shallowater, Texas, in Lubbock County

(Koenig, 1990; Zartman et al., 1994). Also, the flow patterns of infiltrating water in

playas is not well defined. Water permeates slowly through soil by gravitational and

capillary action; however, it moves quickly through cracks and crevices in the soil strata.

This could cause rapid transport of contaminants to the groundwater. These cracks and

crevices, commonly referred to as macropores, are a dynamic system, changing in size

and shape quickly and periodically on a daily or seasonal basis (Koenig, 1990). A more

in-depth discussion of playa lake infiltration is given in Chapter IV. Evapotranspiration

and Infiltration.

Infiltration rates of modified playa lakes were studied by Schneider and Jones

(1984). They concluded that playas that had been excavated (that is, a layer of less

permeable soil removed) had significantly greater infiltration rates than unmodified

playas, allowing even more water into the Ogallala aquifer. They noted, however, that

suspended solids accumulated on the soils at the basin surface, referred to as sealing.

Therefore, in order to maintain the increased infiltration rates, the basin surfaces would

have to be renovated by sweeping, scraping, or by hydraulic means. This represents one

of the few studies dealing with playa lakes that have been modified similar to urban playa

lakes.

In recent years, researchers for the Water Resources Center of Texas Tech

University have produced several playa lake studies in which water balances were

performed that investigated infiltration and evaporation relationships. Hydrologic

budgets were performed on five playa lakes on the site of the Pantex Plant near Amarillo,

owned by the Department of Energy (Reed, 1994; Greer, 1994). These researchers

reported that the volumes of water infiltrated are sizable. In many cases, infiltration rates

exceeded evaporation rates by a significant amount.

The most recent study was conducted on urban playa lakes in the city of Lubbock,

Texas (James, 1998). Since urban playas usually hold water year-round, this study is

expectedly different than previous work. James performed hydrologic budgets on five

playas within the city limits that varied from old, unmodified playas to new, extensively

10

modified playas. Infiltration rates varied significantly from playa to playa and were

related to several factors. The current research is a companion study to James's work and

includes data that were collected for that project. In addition, the work is expanded to

include other aspects of urban playa lake hydrology.

Another area of interest for urban playa lakes is the rising groundwater table that

has been witnessed over the last two decades. Problems with the structural integrity of

buildings with basements, roads that are built below-grade, and Jones Stadium, whose

playing surface has been dangerously close to being flooded are impacts associated with

increased water table elevations. As well as a complication, the water is also a potential

asset to Texas Tech University and the city of Lubbock as an additional water source

(Dvoracek, 1984). The rising water table was attributed to two major factors in work

done by Camp, Dresser, and McKee, Inc. (Kier, Stecher, and Brandes, 1984). It was

noted that recharge from the playa lakes combined with the reduction of groundwater use

in the city has resulted in higher levels of the water table throughout the city, especially

underneath large playa lakes.

Rainwater and Thompson (1994) noted the change of the water table underneath Lubbock

over time. Pumping has controlled the water table in certain areas, but as lakes were

modified for development, recharge increased on the south side of the city. Now, playa

lakes whose basin surface is near the groundwater table may experience a decrease in

infiltration capacity as well as a decrease in stormwater storage capacity. This issue has a

direct correlafion with the current studies of playa lake hydrology in this same urban

environment.

11

CHAPTER III

INSTRUMENTATION AND METHODOLOGY

Installations of Equipment

Site Selection

Although approximately 100 playa lakes exist in the city of Lubbock, six playas

were chosen to be representative of the different scenarios that could exist for study.

These lakes were classified according to their age, extent of modification, surrounding

land use, and topographic features. The six lakes that were selected are located in the

following parks: Higinbotham Park, Buster Long Park, Bill Miller Park, David Casey

Park, Andrews Park, and Huneke Park. From this point forward, the lakes will be

referred to by the park name associated with that lake. The location of each of the lakes in

the city of Lubbock are shown in Figure 3.1. The classification criteria for the lakes are

shown in Table 3.1 below.

Table 3.1: Playa Lake Classification Criteria

Playa Lake Andrews

Bill Miller

Buster Long

David Casey

Higinbotham

Huneke

Age new

old

old

old

old

new

Land Use 60% residential

40% commercial 75% residential

25% commercial 50% residential

50% commercial 70% residential

30% commercial 100% residential

60% residential 40% commercial

Modification extensive & recent extensive

extensive

moderate

minimal

extensive & recent

Topography flat with steep

side slopes flat with variable

side slopes flat with steep

side slopes flat with mild side

slopes flat with flat side

slopes flat with mild side

slopes

12

• ^ • • ^ > • •

Figure 3.1: Location of Studied Playas in Lubbock, Texas

J1HII1.1»1-M1L—im. - - • • - - . . . , , yf

13

Each lake contains a unique combination of the selection criteria, however,

several have individual characteristics that are quite similar. Each one is discussed in

more detail below. Topographic maps of each of the playas were produced by earlier

work (Barringer, 1995) and are presented in Appendix A: Topographic/Bathymetric

Maps.

Andrews Park is bounded by 77th Street, Orlando Avenue, 82nd Street, and

Memphis Avenue. The lake is new and was modified extensively for development

purposes on the south side of the city. The watershed area consists of a mix of

commercial and residential areas with flat topography. The side slopes of the lake are

steep (i.e., greater than 0.10), and therefore, the lake is fairly deep.

Bill Miller Park is located on the south side of South Loop 289 between Memphis

Avenue and Indiana Avenue. This lake is old but was modified extensively. The

watershed area is mostly residential and flat. The side slopes of the lake are variable with

the steeper slopes near the loop access road.

Buster Long Park is bounded by 54th Street, Bangor Avenue, 58th Street, and

Aberdeen Avenue near the South Plains Mall. The lake located here is old and was

modified extensively. Land use of the watershed area was traditionally agriculture, but

the watershed is being developed continually into both residential and commercial uses.

The surrounding land is flat, but the lake side slopes are somewhat steep (i.e., greater than

0.10).

David Casey Park is bounded by 66th Street, Avenue W, 70th Street, and

University Avenue. It is located behind an apartment complex and near a new Super K-

14

mart. The lake is old, but it was not modified to a great extent. The watershed that

contributes to the lake is mostly residential and also flat. Side slopes of the lake are mild

(i.e., between 0.05 and 0.10).

Higinbotham Park is located on 19th Street between Utica Drive and Vicksburg

Avenue. The lake here is relatively old and no modification is apparent. The watershed

land use is entirely residential and the surrounding topography as well as the side slopes

are flat (i.e., less than 0.05).

Huneke Park is located across 82nd Street from Andrews Park and is also

bounded by Nashville Avenue, 84th Street, and Orlando Avenue. This lake is similar to

the Andrews Park playa in that it is also new and extensively modified. The watershed

area is a similar mix of residential and commercial and very flat. However, the side

slopes of the lake here are mild (i.e., between 0.05 and 0.10), so the lake is not as deep as

the one at Andrews Park.

Equipment

The principal task for equipment used on this project was to record water surface

elevations in each of the playas with respect to time. Telog WLS-2109e transducers and

data loggers were used to measure pressure at a point underneath the water level. The

transducer was attached to a battery pack and a data recorder via a cable located inside of

a hollow circuit tube. The tube was connected to a PVC elbow and pipe that could hold

the data logger. The entire apparatus was installed below grade on the shoreline of the

lake, gradually decreasing in depth until it emerged from the ground somewhere beneath

15

the water surface. The pressure transducer was therefore positioned near the bottom of

the lake. On the shoreline, a bolt-down utility cover was used to protect the data

recorders from public access, slope erosion problems, and park maintenance vehicles.

The housing for the sensor and data logger are described in more detail by James (1998).

A view of the data logger housing apparatus is shown below in Figure 3.2.

<t\k. ' * " > » » .

Figure 3.2: Data Logger Housing

The sensors located on the pressure transducers detected the pressure exerted by

the water every few seconds and then stored them as ten minute averages. Each data

logger could hold about two months of readings before they became full and started

writing over previously collected data. Therefore, data were retrieved every 3 to 4 weeks.

The locations were chosen in an attempt to avoid being flooded during heavy rainfall

events; however, this task was unsuccessful, as each of the data logger boxes were

flooded at least once during the study period.

16

Data Collection

Several different forms of data were collected for use in the project. Topographic

data and hydrologic data were collected for each individual playa lake. Meteorologic

data were collected at one location and applied to all of the lakes. In addition, some

historical groundwater data were obtained for use in analyzing results from the project.

The study period spans parts of two different years. All six lakes were studied during the

summer of 1995 and Higinbotham and Bill Miller lakes were also studied in the summer

and fall of 1997.

Topographic Data

The topographic data for the project consist of bathymetric and land surveys of

each of the six study playas. Four of the lakes. Bill Miller, Buster Long, David Casey,

and Higinbotham were surveyed and reported by Bob Barringer (1995). The other two

lakes, Huneke and Andrews, were later surveyed by James (1998). These surveys

resulted in topographic/bathymetric maps for each of the playas. These maps are located

in Appendix A: Topographic/Bathymetric Maps. These data also allowed calculation of

values for surface area and storage volume of the playas based on stage. Tables of these

estimations are located in Appendix B: Lake Surface Area and Storage Volumes.

Hydrologic Data

The hydrologic data for the project consist of the pressure readings obtained from

the data loggers at each of the playas. These readings were processed using a companion

17

software program called Corderbase (Telog, 1993). The data downloaded from the

loggers were combined with the known elevation of the pressure sensor to obtain a time

series of water surface elevations for the lakes. Graphs of these data are presented in

Appendix C: Time Series of Stage.

Meteorologic Data

Meteorologic data for Lubbock, Texas, were needed to calculate evaporation

taking place at each of the playa sites. These data were obtained from two sources. For

the 1995 study period, daily data compiled from the National Weather Service (NWS)

station in Lubbock were obtained. Most of these data were downloaded from the

National Climatic Data Center (NCDC) website (NCDC, 1998) and included air

temperature, dewpoint temperature, wind speed, and skycover. However, in 1996, the

NWS stopped collecting skycover data at the Lubbock location. Therefore, data for the

1997 study period were collected from both the NCDC and The Texas Agriculture

Experiment Station in Lubbock (TAES, 1998). These data included solar radiation

values that allowed for a slightly different computational procedure. The data as well as

the computations are presented in tables in Appendix D: Evaporation Calculations.

Groundwater Data

Groundwater levels beneath the city of Lubbock were obtained from two different

sources. First, historical data were obtained from papers written by Kier, Stecher, and

Brandes (1984) and Rainwater and Thompson (1994), that included water table contours

18

from 1937, 1981, 1987, and 1991-1992. Second, recent groundwater elevations at

specific locations were obtained from the city of Lubbock (Hensley, personal

communication, 1998). These data are referred to in a discussion of the infiltration rates

in Chapter V, Resufts.

Procedures

The data compiled for the project were used in several ways. A water balance

was constructed for each of the playa lakes. Because playas have no outlet, the only way

for water to leave is by infiltration and evaporation. Therefore, the hydrologic budget is

represented by the following equation:

RO-E-I = AS, (3.1)

where

RO = runoff entering the playa,

E = evaporation from the water surface,

I = infiltration through the playa bottom, and

AS = change in storage in the playa over the time period.

This water balance was evaluated for each of the playa lakes over two distinct types of

intervals. First, it was computed during time periods when no significant rainfall

occurred. Then, it was calculated during actual runoff events. Each of these procedures

is discussed in more detail below.

19

Periods of No Significant Rainfall

For each data set, time intervals existed during which no rainfall events took place

that produced runoff; therefore, the runoff in the water balance equation is zero. During

these times, infiltration can be inferred by rearranging the equation to obtain

I = AS-E. (3.2)

For time periods of several days or more, evapotranspiration was estimated and

subtracted from the change in stage over that period of time to obtain the infiltration rate.

A detailed discussion of estimating evapotranspiration and calculating infiltration rates

can be found in the next chapter. Spreadsheets for this calculation procedure are given in

Appendix E: Hydrologic Budgets.

Rainfall Events

During runoff events, the runoff variable in the equation becomes significant.

However, during these times, the evapotranspiration is assumed to be zero. Also, if the

infiltration that occurs during this time period is assumed to be small, then the water

balance is simply

RO=AS. (3.3)

This assumption concerning infiltration is valid for the wetted infiltration that is

occurring in the bottom of the playa. However, infiltration also occurs in the area of the

playa that was dry before the event began. This infiltration begins at a significantly

higher rate and decreases until the soil is saturated. This infiltration is not considered to

be part of the runoff, but rather part of the inifial abstraction of the watershed. Therefore,

20

the change in storage during the event is exactly equal to the runoff from the event. This

value of runoff was then compared to the amount of actual precipitation that occurred on

the watershed on a volume basis to obtain the runoff coefficient. The Rational Method

runoff coefficient is the ratio of runoff to rainfall for the drainage area considered (City of

Lubbock, 1997); therefore, the coefficient was calculated with the following equation:

RO

where

C = runoff coefficient,

RO = runoff (ft ),

R = rainfall (ft), and

A = watershed area (ft ).

The Rational Method makes several simplifying assumptions, but for small watersheds

that average less than 200 acres it can be used to estimate the peak runoff for a given

event. It is common to use this method for small designs in the urban environment;

therefore, it creates an interesting proposal to measure the runoff coefficients and obtain

comparisons.

In addition, a time series of the change in stage during the runoff event was used

to construct hydrographs for each of the events. Spreadsheets containing the calculation

of the runoff coefficients and plots of the hydrographs are presented in Appendix F:

RunoffCoefficients and Hydrographs.

21

CHAPTER IV

HYDROLOGIC BUDGETS

The hydrologic budgets of the six playas investigated were each computed

separately using the methods described earlier. The two variables of concern in the

process are evaporation from the playas and infiltration through the playa bottom soils.

Each is discussed in more detail in this chapter.

Evapotranspiration

Evapotranspiration is the combination of evaporation from the soil surface and

transpiration from vegetation (Chow et al., 1988). Evapotranspiration is typically

calculated for a reference crop of 8 cm to 15 cm tall grass. This reference crop

evapotranspiration can then be modified to represent any other crop evapotranspiration

rate or a free water surface evaporation rate. A commonly used formula for this

calculation that gives the most satisfactory results is a modified version of the Penman

evaporation formula called the FAO-24 Penman Method that is discussed in the

following section (Doorenbos and Pruitt, 1977).

FAO-24 Penman Method

The FAO-24 Penman Method is taken from the original Penman equation used to

calculate evaporation. The equation contains a radiation term and an aerodynamic or

advection term. The radiation term is used to calculate the net amount of energy or heat,

22

and the aerodynamic term is used to deal with the movement of water vapor from the

surface into the atmosphere (Phelps, 1993). A revised wind function in the more variable

aerodynamic term is the most significant change from the original Penman equation.

This allows for better prediction results, especially in windy, arid regions such as West

Texas (Doorenbos and Pruitt, 1977).

The FAO-24 Penman Equation takes the following form:

^ - = c [ ( - ^ ) ( R , - G ) + ( - ^ ) 2.7 Wf (e°, - ej] , (4.1) A + / ls. + y

where Efo = reference crop evapotranspiration (mm/d),

c = adjustment factor to compensate for the effect of day and night

weather conditions,

A = slope of saturation vapor pressure-temperature curve (mbar/°C),

y = psychrometric constant (mbar/^C),

R = net radiation (mm/d),

G = heat flux density to the ground (0 for daily intervals),

Wf = wind function, and

e° - e = vapor pressure deficit (mbar).

23

A / The terms — and — vary with elevation and temperature. These values are

tabulated or can be calculated individually. The slope of the saturation vapor pressure-

temperature curve (A), is given by the relation

A = 25029.9221

_(ravg +237.30)' exp 17.2694 Tc avg

_(ravg +273.3) j (4.2)

where T g is the mean temperature (°C).

The relation for the psychrometric constant (y) is

Cp P ^ ~ 0.622 Z ' ^ ' ^

where

Cp = specific heat of air (approximately 0.240 cal/g-°C),

P = atmospheric pressure (mbar),

X= latent heat of water (cal/g).

The atmospheric pressure (P) can be computed as

P ^ 1013-(0.1055 EL), (4.4)

where EL is the ground surface elevation (meters) at the location where the measurements

are made. The latent heat of water (X) is calculated as

> = 595.9 - (0.55 Targ). (4.5)

24

The next term in the equation is net radiation (R^), that takes into account the

incoming short-wave solar radiation and the outgoing long-wave radiation. The equation

that relates the two is

i?„ =[(\-a) Rs]-Rt, (4.6)

where

Rj = solar radiation reaching the surface of the earth (MJ/m" d),

a = albedo (-0.25), and

Rb = net outgoing long-wave radiation (MJ/m^ d).

The solar radiation is computed with

i?. = [0.35 +(0.61 f ) ] Rso, (4.7)

where -^ is the ratio of actual to possible sunshine and R ^ is the mean solar radiation for

cloudless skies. This value is given on a per month basis for various latitudes.

The net outgoing long-wave radiation (R ) is calculated with

Rt = [(0.9 f) + 0.l][0.34 - (0.139 V^)] a T\ (4.8)

where

jj- = ratio of actual to possible sunlight

Cd = vapor pressure at dewpoint temperature of air (kPa),

a = Stefan-Boltzmann constant (4.903x10'^ MJ/m^ d K'*), and

T = mean air temperature (K).

The calculation of the vapor pressure at specific temperatures is discussed later.

25

The wind function as given for the FAO-24 Penman method is

^ / = l + (0.864 u,), (4.9)

where U2 is the wind speed (m/s) at a height of two meters. The vapor pressure deficit is

calculated by subtracting the saturation vapor pressure at the dewpoint temperature from

the saturation vapor pressure at the actual air temperature. The saturation vapor pressure

(e%) is determined by

e^ =0.611 exp 17.27 T

(4.10) (237.3+ r)

where T is the temperature of interest (°C).

The correction factor (c) is computed with the equation

c = 0.68 + 0.0028 RH^^+0.01S R^-0.06S U,+0.0\3 f f/rf , A A'Jfi .. 1 A - 4 + 0.097 U, t +0.430x10-^ RH^^ R^ U„

(4.11)

where

RH^^ = maximum daily relative humidity (%),

Rj = solar radiation (mm/d),

Uj = daytime wind speed (m/s),

j ^ = ratio of daytime to nighttime wind speed (-2.0).

The relative humidity (RH) is the ratio of the saturation vapor pressure at the

dewpoint temperature to the saturation vapor pressure of the air temperature as a

percentage. The procedure for using the FAO-24 Penman Method is outlined by the

American Society of Civil Engineers (ASCE) publication entitied Evapotranspiration and

Irrigation Water Requirements (Jensen, 1990).

26

Because application of the FAO-24 Penman Method results in the

evapotranspiration for a reference crop, it must be muftiplied by a crop coefficient. The

crop coefficient for a free water surface is 1.15 (Doorenbos and Pruitt, 1977). Therefore,

the evaporation value (E,) in (mm/d) for this project is found by

£,=1.15 E,^. (4.12)

Computation of Evaporation

Evapotranspiration was calculated on a daily basis with climatological data for

Lubbock, Texas. This value was considered to be independent of location within the city,

so each of the playas experienced the same evaporation rate. The rate was calculated for

each day in the study period for any of the six playa lakes. Tables showing the

calculation of the evaporation are presented in Appendix D: Evaporation Calculations.

At some point during 1996, the National Weather Service station located at the

Lubbock International Airport stopped recording skycover data that is used to obtain the

fraction of possible sunlight (7J-). For the time period of the project that took place in

1997, a slight modification of the FAO-24 Penman Method was used. The Texas

Agriculture Experiment Station collects climatological data relevant to estimating

evapotranspiration as well. Their data include solar radiation (R3) readings. Therefore,

skycover readings were not used in calculation of evapotranspiration for 1997. Using

data from 1995 when both skycover and solar radiation were available, a comparison was

made between the two methods. The average deviation between the evaporation

27

calculations was just 0.12 mm/d. This was deemed acceptable since uncertainty in the

evaporation calculation is probably greater than this value.

Infiltration

The other area of interest in the water balance of playa lakes is the infiltration

through the bottom sediments. Infiltration is simply the process where water enters a soil

profile from the boundary (Jury et al., 1991). However, this process is much more

complicated than the basic definition suggests.

Infiltration takes place in three stages (Baver et al., 1972). The first stage, Stage I,

exhibits a high infiltration rate for the first few minutes while the soil is dry. The

infiltration rate during this stage is controlled by the amount of water available at the soil

surface. Stage II is a transitional period where the infiltration rate declines as the soil

wettens. This decreasing rate is not linear, but rather exponential. The final stage. Stage

III, occurs when the soil becomes saturated and the infiltration rate becomes constant.

The infiltration rate at this stage is controlled by properties of the soil such as its texture.

Playa Lake Infiltration

Playa lake infiltration illustrates this pattern quite well. In rural lakes, where the

playa may completely dry out between runoff events, all three stages can be seen to take

place. In addition, soils found in playa bottoms are clayey; therefore, when they dry out,

they tend to shrink and form cracks in the bottom of the lake. Initial runoff to the playa

will enter these macropores and infiltrate quickly. After the soil is wetted and the clays

28

swell, the infiltration rate is reduced to the final infiltration rate or wetted rate. This

phenomenon was shown in a study of a playa lake near Shallowater, Texas, in Lubbock

County (Koenig, 1990; Zartman et al., 1994).

Urban playas tend to hold water year-round in response to several factors. The

most obvious difference in urban playa lakes is the amount of runoff that they receive

from each event. Therefore, urban playas typically only experience Stage III infiltration.

At the beginning of each runoff event, water enters the playa area and infiltrates quickly

in the surrounding soils or annular region of the playa. However, as this part of the playa

becomes saturated, infiltration capacity is reduced until it reaches a steady rate. Between

events. Stage III infiltration is the only type of infiltration that is occurring.

Computation of Infiltration

Infiltration of playa lakes is calculated indirectly from the hydrologic budget.

Because the only outlet for playa lake water is evaporation or infiltration, these rates

added together will be the total reduction in lake level over a period of time in which no

runoff takes place.

For each time period selected for each of the playas, the total reduction in lake

level was determined from stage measurements. The total evaporation was calculated for

the time period and subtracted from the change in lake level. The result was the

infiltration for the time period that could be taken as an average constant rate. The

computation of the infiltration rates and volumes for each of the playa lakes is shown in

29

tables in Appendix E: Hydrologic Budgets. A discussion of the resuhs of these

calculations is presented in the next chapter.

30

CHAPTER V

RESULTS

Using the procedures outlined above, hydrologic budgets allowed calculation of

evaporation and infiltration rates for each playa. Also, runoff coefficients were estimated

from data taken during rainfall events. Further evaluation of the results is discussed

below.

Periods of No Significant Rainfall

During periods when no runoff occurred, hydrologic budgets were computed,

resulting in a collection of infiltration rates for each playa. More data were available for

some playas than others for these calculations. Average infiltration rates obtained from

the significant periods are shown on Table 5.1. These rates are weighted averages based

on the number of days during each study period. Each period of record was distinct,

although much overlap does occur. However, results for each lake are independent;

therefore, each will be discussed separately and in further detail later.

The yearly average evaporation for the city of Lubbock is about 5.5 mm/d.

Summer rates can be approximately 10.0 mm/d and the winter rates decrease to about 2.0

mm/d. Playa lake inftitration rates vary between 1.5 mm/d and 14.3 mm/d; therefore, the

average infiltration rates for the playas are meaningful when compared to evaporation, a

confirmation of the current hypothesis.

31

Table 5.1: Average Infiltration Rates

Average Inf Rate

(mm/d) Total Study

Period (days)

Total Number of Study Periods

Andrews

1.5

39

3

Bill Miller

8.3

35

6

Buster Long

6.3

49

6

David Casey

7.8

58

3

Higinbotham

6.8

142

13

Huneke

14.3

11

2

Average infiltration rates obtained for the six playas studied for this project vary

over an order of magnitude, a statistically important observation. This confirms that the

lakes behave differently in response to several possible factors and can only be assumed

to represent lakes with similar characteristics to their own. These factors will be

discussed in conjunction with results for each individual lake.

Andrews

The periods that were used to calculate the hydrologic budget for the lake at

Andrews Park are shown in Table 5.2. Thirty-nine total days were used to calculate the

infiltration rate from three different periods of no runoff Minimal variation was

observed in the data collected from these three periods. The average infiltration rate was

computed to be 1.5 mm/d. This low rate was not expected from this lake site. The lake

at Andrews Park is new and has been modified extensively and recently. This lake would

be expected to have one of the highest infiltration rates in the study. The only

explanation for these resuhs is the possibility of a hydraulic connection between this lake

32

and the groundwater table. If the water table level is above the bottom of the lake, the

infiltration through the playa soils would be slowed considerably. This hypothesis will

be explored later in this chapter in the section titied "Groundwater Considerations."

Table 5.2: Andrews Lake Hydrologic Budgets Period Number

1 2 3

Total =

# of Days

21 9 9 39

Dates

7/7/95 - 7/28/95 8/2/95-8/11/95 8/19/95-8/28/95 Weighted Avg. =

Avg. Inf. Rates (mm/d)

1.8 1.3 l.l 1.5

Avg. Evap. Rates (mm/d)

9.7 8.9 8.4 9.2

Bill Miller

The periods that were used to calculate the hydrologic budget for the lake at Bill

Miller Park are shown in Table 5.3. Thirty-five total days were used to calculate the

infiltration rate from six different periods of no runoff Considerable variation was

observed in the data collected from these six periods. The average infiltration rate was

computed to be 8.3 mm/d. Using the six periods, a 95 percent confidence interval for this

lake was determined to be 4.0 mm/d - 12.0 mm/d, a wide range, but consistent with the

available data.

Table 5.3: Bill Miller Lake Hydrologic Budgets

Period Number

1 2 3 4 5 6

Total =

# of Days

5 5 5 6 7 7

35

Dates

6/22/95 - 6/27/95 6/27/95 - 7/2/95 7/2/95 - 7/7/95

4/4/97-4/10/97 5/30/97 - 6/6/97

6/17/97-6/24/97 Weighted Avg. =

Avg. Inf Rates (mm/d)

6.1 9.3 5.1 4.2 8.1 15.0 8.3

Avg. Evap. Rates (mm/d)

8.5 9.6 8.9 4.4 7.1 7.7 7.6

33

The lake at Bill Miller Park is old but has been modified extensively and

somewhat recently. This lake would be expected to have a fairiy high infiltration rate in

the study. The average rate is slightly greater than that for lakes that have not been

modified recently; however, it might be expected to be even larger. Also, the variation of

the infiltration rates suggest that this lake may have a hydraulic connection with the

groundwater table at times. This possibility will be examined later in this chapter in the

section titled "Groundwater Considerations."

Buster Long

The periods that were used to calculate the hydrologic budget for the lake at

Buster Long Park are shown in Table 5.4. Forty-nine total days were used to calculate

the infiltration rate from six different periods of no runoff. Some variation was observed

in the data; however, most of it is contained in the two periods that only lasted three days.

Therefore, the infiltration rate for this lake appears to be stable if averaged over a

significant period of time. The average rate was determined to be 6.3 mm/d.

Table 5.4: Buster Long Lake Period Number

1 2 3 4 5 6

Total =

# of Days

10 3 3 9 5 19 49

Hydrologic Budgets Dates

7/7/95-7/17/95 7/17/95-7/20/95 8/2/95 - 8/5/95 8/5/95 - 8/14/95

8/15/95-8/20/95 8/20/95 - 9/8/95 Weighted Avg. =

Avg. Inf Rates (mm/d)

6.9 3.8 3.3 6.0 8.1 6.6 6.3

Avg. Evap. Rates (mm/d)

9.9 8.4 7.8 9.2 8.4 7.7 8.4

34

The lake at Buster Long Park is old and has been modified extensively but not

recently. This lake would be expected to demonstrate characteristics similar to the older

lakes, which holds true. The infiltration rate is the lowest in the study with the exception

of the extreme case at Andrews Park. The consistent rates for this lake indicate a greater

confidence in the resuhs as well. Groundwater levels do not appear to be affecting this

lake.

David Casey

The periods that were used to calculate the hydrologic budget for the lake at

David Casey Park are shown in Table 5.5. Fifty-eight total days were used to calculate

the infiltration rate from three different periods of no runoff. The variation in the results

for this lake appear to be due to the time of year when the data were collected. The

average rate was found to be 7.8 mm/d, however, the summer rate is slightly greater, and

the winter rate is slightly less. The other explanation for the difference between the first

two periods and the third period was a lower lake stage, which might be the factor

influencing the lower infiltration rates.

Table 5.5: David Casey Lake Hydrologic Budgets

Period Number

1 2 3

Total =

# of Days

12 19 27 58

Dates

8/2/95 - 8/14/95 8/21/95 - 9/9/95 11/8/95-12/5/95 Weighted Avg. =

Avg. Inf Rates (mm/d)

10.9 9.3 5.4 7.8

Avg. Evap. Rates (mm/d)

8.9 7.6 2.0 5.3

35

The lake at David Casey Park is old and has only been moderately modified. This

would indicate that a lower infiltration rate would be expected. However, the average

rate is somewhat greater than Buster Long's rate, and the summer rates are considerably

greater. The infiltration capacity of this lake is substantially larger than anticipated.

Higinbotham

The periods that were used to calculate the hydrologic budget for the lake at

Higinbotham Park are shown in Table 5.6. One hundred forty-two total days were used

to calculate the infiltration rate from 13 different periods of no runoff More data were

available for Higinbotham then for any of the other lakes. The average infiltration rate

was computed to be 6.8 mm/d. A 95 percent confidence interval of 4.6 mm/d - 10.0

mm/d was found to give a range of expected rates.

Table 5.6: Higinbotham Lake Hydrologic Budgets Period Number

1 2 3 4 5 6 7 8 9 10 11 12 13

Total =

# of Days

6 4 11 12 15 8 6 14 14 6

21 7 18

142

Dates

7/7/95-7/13/95 7/13/95-7/17/95 7/20/95-7/31/95 8/2/95 - 8/14/95

8/15/95-8/30/95 4/29/97 - 5/7/97 5/14/97 - 5/20/97 5/22/97 - 6/5/97 7/8/97 - 7/22/97 7/23/97 - 7/29/97 8/18/97-9/8/97

9/14/97 - 9/21/97 9/24/97- 10/12/97

Weighted Avg. =

Avg. Inf Rates (mm/d)

4.7 3.3 6.2 4.8 5.0 17.0 14.7 10.4 1.1 8.6 4.9 7.2 7.6 6.8

Avg. Evap. Rates (mm/d)

10.1 9.7 9.9 8.9 8.4 6.2 6.1 7.3 8.2 8.1 6.4 5.9 4.0 7.3

36

The lake at Higinbotham Park is old and has not been modified. This lake would

be expected to have some of the lowest infiltration rates in the study. This was found to

be fairiy true. The average rate for the Higinbotham lake was less than most of the others

and similar to Buster Long. The variation in resuhs can be explained by one main factor.

The infiltration rate was much higher during periods of higher lake stage than during

periods of lower stage. However, this lake does appear to have an infiltration capacity

similar to what was expected.

Huneke

The periods that were used to calculate the hydrologic budget for the lake at

Huneke Park are shown in Table 5.7. Only eleven total days were used to calculate the

infiltration rate from two different periods of no runoff As a result of instrumentation

problems, fewer data were collected at Huneke than for any of the other lakes. The

average infiltration rate was computed to be 14.3 mm/d. This is the greatest rate for any

of the lakes.

Table 5.7: Huneke Lake Hydrologic Budgets

Period Number

1 2

Total =

# of Days

4 7 11

Dates

7/7/95-7/11/95 8/15/95-8/22/95 Weighted Avg. =

Avg. Inf Rates (mm/d)

13.4 14.8 14.3

Avg. Evap. Rates (mm/d)

10.2 8.3 9.0

The lake at Huneke Park is new and has been modified extensively and recentiy.

This lake would be expected to have one of the greatest infiltration rates; therefore, the

37

results seem reasonable. Even though the data are scarce for this lake, the results can be

considered as a comparison for the other lakes.

Comparisons

Data collected for this project took place during two separate time periods and

encompassed six different lakes. However, results were typically similar and close to

expectations. Four of the lakes, Bill Miller, Buster Long, David Casey, and

Higinbotham, were statistically comparable. Average infiltration rates varied by only 2.0

mm/d, and the range of rates seen in the study were alike from lake to lake. These four

lakes are the four older lakes studied, therefore, they were expected to have lower

infiltration rates than the other two.

Andrews Lake and Huneke Lake were the newer playas involved in the project.

Huneke performed as expected with higher infiltration rates than the older lakes.

However, Andrews Lake, which is only one block north of Huneke Lake, had the lowest

infiltration rate in the study. This anomaly spurred interest in the possibility of

groundwater interference in playa lake infiltration. The impact of ground water on the

playa lakes in the study is discussed in the following section.

Groundwater Considerations

Groundwater levels are considered to be important in the calculation of the

infiltration rates because some of the lakes may be directly cormected to the water table.

If any portion of the playa bottom is below the level of the groundwater at that location,

38

then the water will not infiltrate as quickly through that area. The groundwater levels

were investigated at a variety of sites with special attention placed on the lakes in the

southern portion of the city of Lubbock. Water table levels are shown for several sites

near the lakes used in the study in Table 5.8. No wells were used near Higinbotham Park

since groundwater levels are not considered to be near the bottom of the lakes in that area.

A table with data from all the wells used in this investigation are shown in Appendix G:

Groundwater Data

Table 5.8: Groundwater Levels Lake

Andrews Bill Miller

Buster Long David Casey

Huneke

Lake Bottom Elevation (ft)

3196 3205 3229 3196 3205

Water Level Elevation in Wells (ft) 1990 3195 3200 3206

-

3195

1992 3215 3216 3214 3175 3215

1997 -

-

-

3186 -

The results of the groundwater investigations have several implications. It can be

seen that the water table is rising, a confirmation to previous studies. More importantly

for the impact of infiltration rates is that the groundwater level is higher than the bottoms

of Andrews, Huneke, and Bill Miller Lakes in 1992. The water table is approximately 20

feet above the bottom of Andrews and approximately 10 feet above the bottoms of

Huneke and Bill Miller in 1992. Most of the data were collected for these three lakes in

the summer of 1995, which was hot and dry. Therefore, water tables may have been

lower than this during the period when data were collected.

From the results, it appears that Huneke was not affected during this time by the

water table, although data resources are limited. During this study period, rains that

39

occurred filled the lake to the point that the data loggers were irretrievable. Since that

time, the lake level has not decreased to anything approaching the original stage. This

may indicate that the lake is now in hydraulic connection with the water table. Andrews

Lake appears to have been affected by this connection to the water table during the entire

study period. This would indicate that the water table elevation in this vicinity of

Lubbock may have been at about 3196 feet - 3205 feet when the summer began. It

probably rose by the end of the summer to an elevation above 3205 feet, the bottom

elevation of Huneke Lake.

Therefore, the impact of the water table on Bill Miller Lake, which is also in close

proximity to these two lakes, is unclear. The groundwater may have risen above the

bottom of the lake at some point during the 1995 study period since that instrument was

also submerged after a rainfall event. However, it is unknown how much impact this

might have had on the infiltration rates calculated from the hydrologic budgets. It does

seem clear, though, that Andrews Lake's infiltration rates were decreased by the presence

of the water table.

Rainfall Events

During the rainfall events, data were available on the same ten-minute intervals.

These data were used to calculate the amount of runoff entering the playas for each

rainfall event. When divided by the amount of rainfall that occurred during the event, a

runoff coefficient is obtained. The importance of the runoff coefficient has been

discussed, but its value may be in some question.

40

When calculating a coefficient for the Rational Method, tables are used to select a

value based on land use. These values are weighted based on area and a composite "C" is

obtained for the watershed (City of Lubbock, 1997). The expected runoff coefficients for

the six lakes used in this study have been calculated and are shown in Table 5.9.

Table 5.9: Expected RunoffCoefficients Lake

Andrews Bill Miller

Buster Long David Casey Higinbotham

Huneke

Watershed Area (acres) 323 224 506 468 315 158

Runoff Coefficient, "C" 0.60 0.57 0.57 0.61 0.60 0.60

Because the runoff coefficients in the city are very similar, it is common to

assume one "C" value to use at any location. This value for the city of Lubbock is about

0.60. This means that for design purposes, it is assumed that 60 percent of the rainfall in

the city becomes runoff which eventually makes its way to the playas. The results of the

calculated runoff coefficients from the data in this project are shown in Table 5.10. Note

that the average value for the lakes is not 0.60, but rather 0.25.

41

Table 5.10: Calculated RunoffCoefficients Lake

Andrews Bill Miller

Buster Long

David Casey

Higinbotham

Date 8/14/95 6/21/95 6/27/95 4/3/97 4/24/97 5/8/97 5/11/97 6/6/97 6/8/97 6/11/97 6/14/97 6/16/97 8/1/95 8/14/95 8/14/95 9/14/95 6/25/95 7/18/95 8/1/95 8/14/95 4/24/97 5/7/97 5/8/97

5/11/97 5/21/97 8/6/97

9/21/97

Rainfall (in) 1.12 1.38 0.24 1.97 2.17 1.38 0.47 0.24 1.34 0.75 0.31 0.24 1.21 1.12 1.12 5.49 0.60 0.51 1.21 1.12 2.17 0.16 1.22 0.47 0.12 0.87 0.59

Runoff (ft') 226,700 73,300 15,400

718,600 420,500 345,200 106,200 32,500

448,400 47,200 56,100 38,400 366,500 536,400 260,500

1,154,600 220,800 193,100 166,600 272,400 527,800 81,500

275,500 263,900 66,000

252,200 275,900

Average =

C 0.17 0.07 0.08 0.45 0.24 0.31 0.28 0.17 0.41 0.08 0.22 0.20 0.17 0.26 0.14 0.13 0.22 0.33 0.12 0.21 0.21 0.45 0.20 0.49 0.48 0.25 0.41 0.25

Several other points of interest can be seen in the table. First, the variation that

occurs is not caused by the different lakes. The coefficients for each lake are similar and

verify the thought that every watershed can be considered to be alike. Second, several

lakes have data from the same rainfall events. The August 14th event in 1995 was

recorded on four lakes, giving a range of runoff coefficients of 0.14 - 0.26. This storm is

42

an example of the consistency demonstrated by the different lakes. Finally, it should be

noticed that the runoff coefficient does not vary with the amount of rainfall in the event.

This effect is illustrated with a graph of rainfall amount versus runoff coefficient, which

is shown in Figure 5.1. Notice that the storms do not have a distinct relationship with the

size of the event. This confirms what would be expected.

In addition to the previous observations, a least squares regression was performed

on the data to obtain the runoff coefficient represented by that analysis. The points as

well as the fitted line are shown in a graph of rainfall versus runoff in Figure 5.2. The

line was assumed to go through the origin, and the slope of the line from the regression

technique was calculated as 0.21. This slope, then, is the estimated runoff coefficient for

these data, a close similarity to the mean average value of 0.25. Because these values

were arrived at by two different numerical methods, the confidence in them is increased

The last analysis of the rainfall events that was performed was the investigation of

the hydrographs produced by the data. The hydrographs were obtained from the ten-

minute intervals during the runoff periods. All of the estimated hydrographs are shown in

Appendix F: RunoffCoefficients and Hydrographs. A variety of storms have been

included in the study and are represented by the hydrographs. Storms of varying

durations and intensities were used as well as storms with multiple peaks. Even so, the

runoff coefficient does not vary greatly with the type of event occurring.

43

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45

Possible Errors

In a project of this magnitude, several sources of error exist that could affect the

outcome of the study. One possibility of error stems from the collection of

meteorological data. These data were used in the evaporation estimate for the project as a

whole. Individual lakes may have different conditions from each other and from the

airport gauging station where the data were collected. This type of error could also affect

the calculation of the runoff coefficient, because rainfall values were also taken from a

gauge at the airport site.

Another area of possible error was the pressure transducer and data logger.

Vandalism and other tampering with the devices installed in the lakes was suspected in

several instances, but never proven. Any movement of the tip of the device would affect

the lake level readings. In addition, anomalies were detected in the readings from the

data loggers. These spikes and waves were noted and not considered when producing the

lake levels used to calculate both the infiltration rates and the runoff coefficient. Errors

are inevitable, but these potential problems did not produce inaccurate results as each

error was considered to be within an acceptable limit.

46

CHAPTER VI

CONCLUSIONS

This project had three objectives. First, data were collected for six playa lakes in

the city of Lubbock. These data include meteorologic data, hydrologic data in the form

of lake levels, and groundwater data at specific points in time near these sites. Second,

hydrologic budgets were calculated for muhiple time periods given the restrictions of

available data. This information comprised estimates of infiltration and evaporation rates

as well as groundwater interaction. Third, rainfall events were also investigated for the

six playas. Runoff entering the playa lakes was used to calculate a runoff coefficient for

the city of Lubbock as well as obtaining inflow hydrographs for many storms. Results

for each lake illustrated the similarities and differences of urban playa lakes in the context

of hydrology in the city of Lubbock.

Hydrologic Budgets

The infiltration capacity of urban playa lakes does not consist of one, easily

defined value. The lakes in this study demonstrated that several factors affect the

infiltration rates of playas in the city of Lubbock. First, the age of the playa lake is a

major consideration. Over time "sealing" occurs on the bottom of playas from clay

particles and other solids that fill voids in the soil. This lowers the infiltration rate

significantiy. Newer lakes that have not had time for this process to occur, generally

have higher infiltration rates, such as that seen at Huneke. A second factor in playa lake

47

infiltration is the stage in the lake itself Results from two lakes in the study,

Higinbotham and David Casey, indicated that higher lake stages would produce greater

infiltration rates. This would be expected from the additional head produced by the

higher stage. Finally, the mounded water table beneath the city has the capability to

decrease the infiltration rates in urban playas extensively.

The groundwater in the city of Lubbock is rising dramatically (Rainwater and

Thompson, 1994), an occurrence that is unique to the urban areas of the southern high

plains. This mounding water table is focused under the playas of the city, especially

those in the southern portion. The implications of this are twofold. Water in the newer,

modified playas is infiltrating quickly into the groundwater, causing more mounding to

occur. However, when this water level rises above the bottom of the playas, which it is

likely to do in the deeper lakes, it causes a dramatic decrease in the capacity of these

lakes to infiltrate the stormwater. Combine this with the possibility of sealing in the

playa bottoms, and the new urban playa lakes are in danger of not infiltrating enough

water and not allowing enough stormwater storage capacity for the drainage plans of the

city of Lubbock.

This phenomenon is already occurring at Andrews Lake, a deep, newly modified

playa in the southern part of the city. The indications are that Huneke Lake and Bill

Miller Lake have the possibility of coming in and out of contact with the groundwater,

depending on its level. During a period of wet years, it is probable that the water table

would mound up to the point that infiltration was greatly reduced in those lakes. More

than any other factor, the groundwater levels could affect the infiltration capacity of

48

urban playa lakes in the near future. This topic deserves much more attention and study

in this region of the country.

Runoff Events

The second area of study in this project centered around the rainfall/runoff events

that occurred during the study. Analysis of these events leads to the conclusion that the

runoff coefficient for the small watersheds in the city of Lubbock may be much lower

than anticipated. The "C" value is approximated as 0.60 for most cases in the city,

however, this project was able to show that the actual runoff was about 21 percent of the

rainfall, or C = 0.21. This discovery shows the conservative nature of the runoff

coefficients currently in use. The investigation of runoff coefficients in other ways could

verify the work done in this project and help to reduce this over estimation.

Also included in this work was development of inflow hydrographs to the playa

lakes. This work helped define the types of storm events involved in the study. The

hydrographs could also be obtained in different ways for ftirther verification and analysis

of urban hydrology.

Recommendations

This project could be expanded and improved upon in several ways. First, more

data needs to be collected during the fall, winter, and spring to investigate the seasonal

variations of the infiltration rates. In addition, the collection of more data would continue

to improve the accuracy and reliability of the results being produced. Second,

49

groundwater wells should be studied in conjunction with the playa level data collection.

Collecting data during the same periods of time would allow ftirther analysis of the link

between the playa lakes and the rising water table. Third, improvements that could

eliminate errors include a better housing method for the data logger and pressure

transducer to combat vandalism and equipment tampering. Last, meteorologic data,

especially rainfall, could be collected throughout the watersheds of the specific lakes.

This would allow a better estimate of the runoff coefficient and the evaporation rate, thus

decreasing the component of error in the study.

50

REFERENCES

Barringer, R. "The Development of Bathymetric Maps for Eleven Playa Lakes in Lubbock County." Unpublished Master's Report, Department of Civil Engineering, Texas Tech University, Lubbock, TX, 1995.

Baver, L. D., Walter Gardner, and Wilford Gardner. Soil Physics. New York: John Wiley and Sons, Inc., 1972.

Chow, Van Te, David R. Maidment, and Larry W. Mays. Applied Hydrology. New York: McGraw Hill, Inc., 1988.

City of Lubbock, Texas. Drainage Criteria Manual. Lubbock, TX: City of Lubbock, Texas, 1997.

Doorenbos, J. and W. O. Pruitt. Crop Water Requirements: Irrigation and Drainage Paper 24. U. N. Food and Agriculture Organization, Rome, Italy, 1977.

Dvoracek, Marvin J. "Rising Water Levels ~ An Asset and a Liability to Texas Tech University." Proceedings of the Ogallala Aquifer Symposium II. (1984), 412-415.

Gilbert, G. K. "Lake Basins Created by Wind Erosion." Journal of Geology. Vol. 3, (1895), 47-49.

Greer, James. Comparison of Infiltration and Evaporation Volumes for the Five Pantex Playa Lakes. Unpublished MS Report, Department of Civil Engineering, Texas Tech University, Lubbock, TX, 1994.

Gustavson, Thomas, Vance Holliday, and Susan Hovorka. "Development of Playa Basins, Southern High Plains, Texas and New Mexico." Proceedings of the Playa Basin Symposium. (1994), 5-14.

Hensley, Marsha. Sr. Civil Engineer, City of Lubbock. Personal Communication, 1998.

Hertel, Larry and Keith Smith. "Urban Playa Lake Management: City of Lubbock." Proceedings of the Playa Basin Symposium. (1994), 109-111.

51

High Plains Associates. Six-State High Plains Ogallala Aquifer Regional Resources Study: A Report to the U. S. Department of Commerce and the High Plains Study Council. Austin, TX: HighPlains Associates, 1982

James, Tim. Hydrologic Budgets of Selected Playas in Lubbock, Texas. Unpublished MS Thesis, Department of Civil Engineering, Texas Tech University, Lubbock, TX, 1998.

Jensen, M. E., Robert D. Burman, and Rick G. Allen. Evapotranspiration and Irrigation Water Requirements. New York: ASCE, ASCE Manuals and Reports on Engineering Practice, No. 70, 1990.

Jury, William, Wilford Gardner, and Walter Gardner. Soil Physics. New York: John Wiley and Sons, Inc., 1991.

Kier, R. S., L. S. Stecher, and R. J. Brandes. "Rising Water Levels ~ Texas Tech University." Proceedings of the Ogallala Aquifer Symposium II. (1984), 416-439.

Koenig, Gregory Paul. Infiltration Through Playa Lake Basin Soils. Unpublished MS Thesis, Department of Civil Engineering, Texas Tech University, Lubbock, TX, 1990.

Larkin, Thomas J. and George W. Bomar. Climatic Atlas of Texas. Austin, TX: Texas Department of Water Resources, 1983.

National Climatic Data Center. Website, http://www.ncdc.noaa.gov/ol/climate/climatedata.html.

Osterkamp, W. R. and W. W. Wood. "Development and Escarpment Retreat of the Southern High Plains." Proceedings of the Ogallala Aquifer Symposium II. (1984), 177-193.

Parkhill, Smith, and Cooper, Inc. City of Lubbock, Texas Clapp Park Phase 1 Feasibility Sttidy. Lubbock, TX: Parkhill, Smith, and Cooper, Inc., 1997.

Phelps, Matthew B. Evapotranspiration Crop Coefficients for Wetiand Vegetation. Unpublished MS Thesis, Department of Agricultural Engineering, Texas Tech University, Lubbock, TX, 1993.

52

Rainwater, Ken and David Thompson. "Playa Lake Influence on Groundwater Mounding in Lubbock, Texas." Proceedings of the Playa Basin Symposium. (1994), 113-118.

Reed, Alan. Hydrologic Budgets of Playa Lake Watersheds at the Pantex Plant. Unpublished MS Thesis, Department of Civil Engineering, Texas Tech University, Lubbock, TX, 1994.

Scanlon, Bridget, Richard Goldsmith, Susan Hovorka, William Mullican III, and Jiannan Xiang. "Evidence for Focused Recharge Beneath Playas in the Southern High Plains, Texas." Proceedings of the Playa Basin Symposium. (1994), 87-95.

Schneider, A. C. and O. R. Jones. "Recharge of the Ogallala Aquifer Through Excavated Basins." Proceedings of the Ogallala Aquifer Symposium II. (1984), 319-335.

Telog Corporation. Corderbase User's Manual. Telog Instruments Incorporated, 1993.

Texas Agricultural Experiment Station. Website, http://achilleus.tamu.edu/cgi-bin/weather.cmd

Texas Water Development Board. Studies of Playa Lakes in the High Plains of Texas. Report No. 10, 1965.

Theis, C. V. "Amount of Ground-Water Recharge in the Southern High Plains." Transactions of the American Geophysical Union. V. 18, (1937), 564-568.

United States Geological Survey. "Hydrologic and Ecologic Influence of Playa Basins in the Souther High Plains, Texas and New Mexico." Report 94-702, 1995.

Weeks, J. B. and E. D. Gutentag. "The High Plains Regional Aquifer - Geohydrology." Proceedings of the Ogallala Aquifer Symposium II. (1984), 6-25.

Wood, W. W. and W. R. Osterkamp. "Playa Lake Basins on the Souther High Plains of Texas, USA: A Hypothesis for Their Development." Proceedings of the Ogallala Aquifer Symposium II. (1984a), 304-311.

Wood, W. W. and W. R. Osterkamp. "Recharge to the Ogallala Aquifer from Playa Lake Basins on the Llano Estacado: An Outrageous Proposal?" Proceedings of the Ogallala Aquifer Symposium II. (1984b), 338-348.

53

Wood, W. W., Ken A. Rainwater, and David B. Thompson. "Quantifying Macropore Recharge: Examples from a Semi-Arid Area." Ground Water. Vol. 35, No. 6, November-December, (1997), 1097-1106.

Wood, W. W. and W. E. Sanford. "Recharge to the Ogallala: 60 Years After C. V. Theis's Analysis." Proceedings of the Playa Basin Symposium. (1994), 23-33.

Zartman, R. E., R. H. Ramsey, P. W. Evans, G. Koenig, C. Truby, and L. Kamara. "Infiltration Studies of a Playa Lake." Proceedings of the Playa Basin Symposium. (1994), 77-86.

54

APPENDIX A

TOPOGRAPHIC/BATHYMETRIC MAPS

55

Figure A. 1: Topographic/Bathymetric Map of Andrews Lake (James, 1998)

56

a.

t.

I

X.

h

I-•

cr

l-

««

9 f I * " J L f/ ^ L

•

f//)/ .<^'' \NVi\\\V O f f C / ^ - N X^ ^ V < V ^ \ ^ | -

i r

1—i—r Figure A.2: Topographic/Bathymetric Map of Bill Miller Lake (Barringer, 1995)

57

J t - J ! 2 2 2 « i ' « y y i « ' « ' ! > y ' r ? » ' " ' * - L

*

Bustir L»ng Pork

ic—s—s—I—a—s—s;—3C~~TC—s—s—r

Figure A.3: Topographic/Bathymetric Map of Buster Long Lake (Barringer, 1995)

58

jr.

IIPI / ) J (im E M i l ! ! ' •• I r } rht'^i mil/ !^ ^-v v./ / /A'/.i

! | M ^

Mv,: !£ ' • .Vv• •^•

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Figure A.4; Topographic/Bathymetric Map of David Casey Lake (Barringer, 1995)

59

I.

;.

t. m

5-

I-

X.

!

i

h

t

^ » s « » ! ? f 2 t

i i i i {

Figure A.5: Topographic/Bathymetric Map of Higinbotham Lake (Barringer, 1995)

60

Figure A.6: Topographic/Bathymetric Map of Huneke Lake (James, 1998)

61

APPENDIX B

LAKE SURFACE AREA AND STORAGE VOLUME

62

Table B.l: Surface Area and Storage'

Stage

(ft) 3196.00 3197.00 3198.00 3199.00 3200.00 3201.00 3202.00 3203.00 3204.00 3205.00 3206.00 3207.00 320&.00 3209.00 3210.00 3211.00 3212.00 3213.00 3214.00 3215.00 3216.00 3217.00 3218.00 3219.00 3220.00

Surface Area (ft2)

0 10,459 20,918 31,377 41,836 83,612 125,388 167,164 208,940 250,716 292,492 334,268 376,044 417,820 459,596 484,758 509,919 535,081 560,242 585,404 611,271 634,226 653,978 670,897 687,816

V olume for Andrews Lake

Storage Volume (ft3)

0 12,413 24,827 37,240 49,653

291,810 533,967 776,124

1,018,281 1,260,438 1,502,595 1,744,752 1,986,909 2,229,066 2,471,223 2,995,341 3,519,460 4,043,578 4,567,697 5,091,815 5,694,330 6,324,041 6,978,762 7,662,143 8,345,524

63

Table B.2: Surface Area and Storage Volume for Bill Miller Lake

Stage Surface Area Storage Volume (ft) (ft2) (ft3)

3205.00

3206.00

3207.00

3208.00

3209.00

3210.00

3211.00

3212.00

3213.00

3214.00

3215.00

3216.00

3217.00

3218.00

3219.00

3220.00

3221.00

3222.00

3223.00

3224.00

3225.00

0

43,859

87,718

115,834

143,949

164,618

185,287

203,840

222,392

295,558

368,723

420,764

472,804

489,774

506,744

516,885

527,026

531,185

535,344

535,419

535,494

0

34,198

68,395

186,550

304,704

470,349

635,993

838,997

1,042,000

1,337,000

1,632,000

2,054,500

2,477,000

2,969,500

3,462,000

3,979,500

4,497,000

5,029,500

5,562,000

6,097,500

6,633,000

64

Table B.3: Surface Area and Storage Volume for Buster Long Lake Stage

(ft) 3229.00 3235.00 3238.00 3239.00 3240.00 3241.00 3242.00 3243.00 3244.00 3245.00 3246.00 3247.00 3248.00 3249.00 3250.00 3251.00 3252.00 3253.00 3254.00 3255.00 3256.00 3257.00 3258.00

Surface Area (ft2)

0 77,980

259,777 286,847 313,917 331,923 349,929 369,873 389,817 409,025 428,233 447,808 467,382 489,680 511,978 547,805 583,632 650,591 717,549 735,241 752,933 754,433 755,933

Storage Volume

(ft3) 0

233,691 694,246 985,623

1,277,000 1,609,000 1,941,000 2,311,000 2,681,000 3,089,500 3,498,000 3,945,000 4,392,000 4,877,500 5,363,000 5,905,000 6,447,000 7,097,000 7,747,000 8,490,000 9,233,000 9,986,500 10,740,000

65

Table B.4: Surface Area and Storage Stage (ft)

3196.00 3197.00 3198.00 3199.00 3200.00 3201.00 3202.00 3203.00 3204.00 3205.00 3206.00 3207.00 3208.00 3209.00 3210.00 3211.00 321200 3213.00 3214.00 3215.00 3216.00 3217.00 3218.00 3219.00 3220.00

Surface Area (ft2)

0 7,709 15,417 48,753 82,088 96,68S 111,278 124,756 138,234 153,187 168,139 186,587 205,0S5 225,300 245,564 278,265 310,966 393,786 476,605 507,238 537,870 539,766 541,662 542,185 542,707

Volume for David Casey Lake

Storage Volume

(ft3) 0

2,966 5,931

61,322 116,712 214,401 312,090 436,598 561,106 713,462 865,817

1,051,909 1,238,000 1,461,000 1,684,000 1,957,500 2,231,000 2,614,000 2,997,000 3,514,500 4,032,000 4,570,000 5,108,000 5,647,500 6,187,000

66

Table B.5: Surface Area and Storage Volume for Higinbotham Lake Stage

(ft) 3231.00 3232.00 3233.00 3234.00 3235.00 3236.00 3237.00 32S8.00 3239.00 3240.00 3241.00 3242.00 3243.00 324400 3245.00

Surface Area (ft2)

0 41,542 83,083 104,594 126,105 147,027 167,949 220,983 274,017 389,773 505,529 540,677 575,824 587,806 599,787

Storage Volume (ft3)

0 26,250 52,499 159,845 267,191 412,740 558,288 770,092 981,896

1,369,948 1,758,000 2,305,500 2,853,000 3,446,000 4,039,000

67

Table B.6: Surface Area and Storage'

Stage

(ft) 3205.00 3206.00 3207.00 3208.00 3209.00 3210.00 3211.00 3212.00 3213.00 3214.00 3215.00 3216.00 3217.00 3218.00 3219.00 3220.00 3221.00 3222,00 3223.00 3224.00 3225.00

Surface Area (ft2)

0 17,433 34,866 52,299 69,732 87,165 106,215 125,264 144,314 163,363 182,413 197,906 211,190 224,444 237,581 249,730 258,273 266,815 275,358 283,900 292,443

V olume for Huneke Lake

Storage Volume

(ft3) 0

26,529 53,058 79,586 106,115 132,644 270,619 408,593 546,568 684,542 822,517

1,015,910 1,225,850 1,449,960 1,687,540 1,937,840 2,220,322 2,502,804 2,785,286 3,067,768 3,350,250

68

APPENDIX C

TIME SERIES OF STAGE

69

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APPENDIX D

EVAPORATION CALCULATIONS

101

3 O '5 3 o

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ON oo NO r^ r^ CNJ i n m rs 0 \

m

ON oo oo oo

r N i t ^ m o o m T i - O N C v ) o o N C v j T j - v o o i n T f

f ^ ; r ; o N O i O s O N O s O N N O O N 2 - : H - : ^ < ' ^ < ' ^ < ' ^ < 3 s i r ; ~ o \

r>) CN) 00 o 00 Tt o o o

(N Tf oo oo ^ ^ ro ON NO 00 «n

o o

o o N o t ~ - O N r o t ^ r f t » . C N j T t o o N O f o O N ^ O -^ (N ,—« ON o oo NO O o^ ro oo r* ^^ od r-i K r- vo ON r-:

^ ^ r N j t N O N O N r o r ^ N O ' ^ r * » ' ^ ' — i N o m » n m o O N O s

o o o o o o o o r * - « n o o o o O N O N O o o o o o o o O N o o r - ^

r^ Ti- Tt o Tt 1—I oo r>i ro oo - t ^ O

ON NO O C N ^ O N r N i — i ^ ^ « n O T j - f s o o N O T - ^ o o f s r ^ (N Tt V) o ro O r»; ro r-; CNj I—; O NO ro <—« '-^ i-^ CNJ ro H oi ^ fS CN ro ro ro r>i rN rvi

t ^ o o N t ^ i — i O N « n t > » r o o Tt rN Tt «n Tt rNi o r-vo in NO •^ Tt »o Tt NO NO «n vo NO SO m

^ H N O ' - ^ O N t - ^ f N O O ro »n i—I oj TN Tt o o

• «n «n Tt

^^ ro NO NO ON in rN •n ON 0\ Ov ^ oo so

Tt Tt in «n «n ro

o o r o T t N o ^ r o i n ^ T t O N O ^ ^ H C N j o o o r o r o O T t o r o O T t i n c o N O N O T t N o r N i T t o o r ^ T t t N r N j r o r N r o ^ o O N O N O O ^ H ' - ^ rN» rsj rsj cvj (N r J r^ CNj CNj CNj CNl c>) <N CNj oj rs) CNj rvj ^ ^ r>) cv) CNj r ^ o" o o o o" o o o" o o o o" o" o o o o o o o o o o o

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Os" 2 2 < ^ ^ < ^ ^ ^ ^ *° ^ ^ "^ ®° od vi oo

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vi vi vi vi vi vi VO VO Vi VO in l-H ^H .— ^H ^H 1-H ^H 1-H l-H l-H I-H ,-H

r N r s r s t N o i r s r N r N t N t N t N r s o i o i t N r s t N t N t N o i o i r s r s

i - H r N o o o r s P * > t N v o i n T t r o O N i — i r N V i N O V i T t c s O r o r S ' - H 00 rs '—• r*» oo oo oo OO oo 00 p>- 00 Os ON ON OO ro vo Os ON VO rs ON

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so d oi Os NO" tN od HH' rN od so" v o N O P - ^ t N P - P - ^ i n v o ' O O v o T t - ^ T t T t ^ t N T t T t r S - H T t

p ^ p - t ^ p - p * - p - » p - - p ^ O S O S O N O N O N O N O N O N

p-» t ^ r ^ ON 0> ON

ON o r-' rs JO

O N a t s O N d v O N O N O N O s O N O N O s

r s c o T t V ) s o p « - o o o s 2 ^ ^ o o o o o o o o o o o o

113

APPENDIX E

HYDROLOGIC BUDGETS

114

Table E. 1: Hydrologic Budget for Andrews Lake Period #1

Date

111195 7/8/95 7/9/95 7/10/95 7/11/95 7/n/95 7/n/95 7/14/95 7/15/95 7/16/95 7/17/95 7/18/95 7/19/95 7/20/95 7/21/95 7/22/95 7/23/95 7/24/95 7/25/95 7/26/95 7/27/95 7/28/95

Period #2 Date

8/2/95 8/3/95 8/4/95 8/5/95 8/6/95 8/7/95 8/8/95 8/9/95

8/10/95 8/11/95

Period #3 Date

8/19/95 8/20/95 8/21/95 8/22/95 8/23/95 8/24/95 8/25/95 8/26/95 8/27/95 8/28/95

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

Day#

0 1 2 3 4 5 6 7 8 9

Day#

0 1 2 3 4 5 6 7 8 9

State fft)

3216.88 3216.84 3216.80 3216.77 3216.73 3216.69 32r6.65 3216.62 3216.58 3216.54 3216.50 3216.47 3216.43 3216.39 3216.35 3216.32 3216.28 3216.24 3216.20 3216.17 3216.13 3216.09

Stage

W 3216.34 3216.31 3216.27 3216.24 3216.21 3216.17 3216.14 3216.11 3216.07 3216.04

Stage (ft)

3216.32 3216.29 3216.26 3216.23 3216.20 3216.16 3216.13 3216.10 3216.07 3216.04

A Stage (mm)

-11.47 11.47 11.47 11.47 ii.4r 11:47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47 11.47

AStage (mm)

-10.16 10.16 10.16 10.16 10.16 10.16 10.16 10.16 10.16

AStage (mm)

-9.48 9.48 9.48 9.48 9.48 9.48 9.48 9.48 9.48

Vohmie (ft*)

6248476 6224787 6201097 6177408 6153719 6130030 6ro6341 6082652 6058963 6035274 6011584 5987895 5964206 5940517 5916828 5893139 5869450 5845761 5822071 5798382 5774693 5751004

Volmne (ft*)

5908432 5887441 5866451 5845461 5824470 5803480 5782490 5761499 5740509 5719518

Volmne (ft*)

5895838 5876247 5856656 5837064 5817473 5797882 5778291 5758700 5739109 5719518

AV/At (ftVd)

0 23689 23689 23689 23689 23689 23689 23689^ 23689 23689 23689 23689 23689 23689 23689 23689 23689 23689 23689 23689 23689 23689

AV/At (ft*/d)

0 20990 20990 20990 20990 20990 20990 20990 20990 20990

AV/At (ft*/d)

0 19591 19591 19591 19591 19591 19591 19591 19591 1959r

Evap (mm/d)

10.82 10.48 9.92 9.64 9.88 9.58 10.43 ro.30 9.13 8.87 8.59 7.26 9.31 9.46 8.56 10.35 10.66 10.12 10.95 9.97 8.78

9.67

Evap (mm/d)

7.24 8.48 7.82 9.00 9.29 9.65 9.66 9.19 9.31

8.85

Evap (mm/d)

8.21 7.49 8.62 8.89 8J4 8.61 8.13 8.59 8.20

8J6

Evap (ft*/d)

-

22362 21662 20487 19924 20403 19794 21556 21281 18858 18328 17756 14996 19230 19552 17692 21392 22015 20916 22627 20597 18131

Evap (ftVd)

14956 17518 16147 18595 19199 19945 19958 18990 19243

Evap (ft*/d)

-16954 15483 17807 18358 17638 17791 16788 17741 16942

InHRate (mm/d)

-

0.64 0.98 1.55 1.82 1.59 1.89 1.03 1.17 2.34 2.59 2.87 4.21 2.16 2.00 2.90 1.11 0.81 1.34 0.51 1.50 2.69 1.80

InlRate (mm/d)

-2.92 1.68 2.34 1.16 0.87 0.51 0.50 0.97 0.85 U l

In! Rate (mm/d)

-1.28 1.99 0.86 0.60 0.95 0.87 1.36 0.90 1.28 1.12

Infiltration (ftVd)

-

1327 2027 3203 3765 3286 3896 2133 2408 4831 5361 5933 8693 4459 4137 5997 2297 1674 2773 1062 3092 5558

InfiitratioD (ft*/d)

-6034 3472 4843 2396 1792 1045 1033 2000 1747

Infiltration (ft*/d)

-2637 4108 1784 1233 1953 1800 2803 1850 2649

115

Table E.2: Hydrologic Budget for Bill Miller Lake Period #1

Date

6/22/95 6/23/95 6/24/95 6/25/95 6/26/95 6/27/95

Period #2 Date

6/27/95 6/28/95 6/29/95 6/30/95 7/1/95 7/2/95

Period #3 Date

7/2/95 7/3/95 7/4/95 7/5/95 7/6/95 7/7/95

Period #4 Date

4/4/97 4/5/97 4/6/97 4/7/97 4/8/97 4/9/97

4/10/97

Period #5 Date

5/30/97 5/31/97 6/1/97 6/2/97 6/3/97 6/4/97 6/5/97 6/6/97

Day#

0 1 2 3 4 5

Day^

0 1 2 3 4 5

Day#

0 1 2 3 4 5

Day#

0 1 2 3 4 5 6

Day#

0 1 2 3 4 5 6 7

stage (ft)

3208.20 3208.15 3208.10 3208.06 3208.01

320796

Stage (ft)

3208.10 3208.04 320798 320791 320785

320779

stage (ft)

3207.79 320774 3207.70 320765 320761 320756

stage (ft)

3211.63 3211.60 3211.57 3211.55 3211.52 3211.49

3211.46

stage (ft)

3213.82 3213.77 3213.72 3213.67 3213.62 3213.57 3213.52

3213.47

AStage (mm)

-14.63 14.63 14.63 14.63 14.63

AStage (mm)

-18.90 18.90 18.90 18.90 18.90

AStage (mm)

-14.02 14.02 14.02 14.02 14.02

AStage (mm)

-8.64 8.64 8.64 8.64 8.64 8.64^

AStage (mm)

-15.24 15.24 15.24 15.24 15.24 15.24 15.24

Votrnne (ft*)

210180 204509 198838 193166 187495 181823

Volmne (ft*>

198365 191039 183714 176388 169063 161737

Volmne (ft*)

161737 156302 150867 145432 139997 134562

Vohnne (ft*)

763885 758133 752382 746630 740878 73512& 729375

Volume (ft*)

1283900 1269150 1254400 1239650 1224900 1210150 11^5400 1180650

AV/At (ft*/d)

0 5671 5671 5671 5671 5671

AV/At (ft*/d)

0 7326 7326 7326 7326 7326

AV/At (ft*/d)

0 5435 5435 5435 5435 5435

AV/At (ft*/d)

0 5752 5752 5752 5752 5752 5752

AV/At (ft*/d)

0 14750 14750 14750 14750 14750 14750 14750

Evap (nun/d)

9.29 8.58 8.36 8.27 7.97

8.49

Evap (mm/d)

10.43 9.02 9.97 9.23 9.48

9.62

Evap (mm/d)

9.63 9.04 6.59 9.42 10.02

8.94

Evap (mm/d)

458 2.66 5.84 6.22 6.79 0.27

4-39

Evap (mm/d)

2.85 7.95 8.73 9.59 8.67 712 5.06

7.14

Evap (ft*/d)

3602 3327 3242 3204 3088

Evap (ft*/d)

4042 3497 3864 3577 3674

Evap (ft*/d)

-3734 3506 2555 3653 3884

Evap (ft*/d)

-3049 1773 3886 4145 4521 180

Evap (ft'/d)

-2756 7695 8453 9281 8392 6896 4899

InflRate (nun/d)

.

5.34 6.05 6.27 6.36 6.67 6.14

InCRate (mm/d)

-8.47 9.88 8.93 9.67 9.42 9.27

Inf. Rate (mm/d)

-4.39 4.98 7.43 4.60 400 5.08

In£Rate (mm/d)

-4.06 5.97 2.80 2.41 1.85 8.37 4.24

In£Rate (mm/d)

-12.39 7.29 6.51 5.65 6.57 8.12 10.18 8.10

Infiltration (ft*/d)

2069 2345 2429 2467 2584

Infiltration (ft*/d)

-3284 3829 3461 3749 3651

Infiltration (ft*/d)

-1701 1929 2880 1783 1551

Infiltration (ft*/d)

-2703 3979 1865 1607 1230 5572

Infiltration (ft*/d)

-11994 7055 6297 5469 6358 7854 9851

116

Table E.2: Hydrologic Budget for Bill Miller Lake (continued) Period #6

Date

6/17/97 6/18/97 6/19/97 6/20/97 6/21/97 6/22/97 6/23/97 6/24/97

Di7#

0 1 2 3 4 5 6 7

Stage (ft)

321483 321476 3214.68 3214.61 321453 321446 321438

321431

AStage (mm)

-22.64 22.64 22.64 22.64 22.64 22.64 22.64

Volmne (ft*)

1581850 1559936 1538021 1516107 1494193 1472279 1450364 1428450

AV/At (ft*/d)

0 21914 21914 21914 21914 21914 21914 21914

Evap (mra/d)

9.43 8.64 7.65 7.42 9.82 2.86 781

7.66

Evap (ft*/d)

-9128 8364 7401 7177 9504 2767 7560

In£Rate (mra/d)

-13.21 14.00 15.00 15.23 12.82 19.78 1483 14.98

Infiltration (ft*/d)

-12786 13551 14514 14737 12410 19147 14354

117

Table E.3: Hydrologic Budget for Buster Long Lake Period #1

Date

7/7/95 7/8/95 7/9/95

7/10/95 7/11/95 7/12/95 7/13/95 7/14/95 7/15/95 7/16/95 7/17/95

Period #2 Date

7/17/95 7/18/95 7/19/95 7/20/95

Period #3 Date

8/2/95 8/3/95 8/4/95 8/5/95

Period #4 Date

8/5/95 8/6/95 8/7/95 8/8/95 8/9/95

8/10/95 8/11/95 8/12/95 8/13/95 8/14/95

Period #5 Date

8/15/95 8/16/95 8/17/95 8/18/95 8/19/95 8/20/95

Day#

0 1 2 3 4 5 6 7 8 9 10

Day#

0 1 2 3

D]qr#

0 1 2 3

Day#

0 1 2 3 4 5 6 7 8 9

Day#

0 1 2 3 4 5

Stage (ft)

324710 3247.05 3246.99 3246.94 3246.88 3246.83 3246.77 3246.72 3246.66 3246.61 3246.55

Stage (ft)

3246.55 3246.51 3246.47 3246.43

Stage

w 3246.67 3246.63 3246.60 3246.56

Stage (ft)

3246.56 3246.51 3246.46 3246.41 3246.36 3246.31 3246.26 3246.21 3246.16 3246.11

Stage (ft)

3247.29 3247.24 324718 324713 324707 3247.02

AStage (mm)

-16.76 16.76 16.76 16.76 16.76 16.76 16.76 16.76 16.76 16.76

AStage (mm)

-12.19 12.19 12.19

AStage (mm)

-11.18 11.18 11.18

AStage (mm)

-15.24 15.24 15.24 15.24 15.24 15.24 15.24 15.24 15.24

AStage (mm)

-16.46 16.46 16.46 16.46 16.46

Volmne (ft*)

3989700 3965115 3940530 3915945 3891360 3866775 3842190 3817605 3793020 3768435 3743850

Volmne (ft*)

3743850 3725970 3708090 3690210

Volnme (ft*)

3797490 3781100 3764710 3748320

Volmne (ft*)

3748320 3725970 3703620 3681270 3658920 3636570 3614220 3591870 3569520 3547170

Volume (ft*)

4074630 4050492 4026354 4002216 3978078 3953940

AV/At (ft*/d)

0 24585 24585 24585 24585 24585 24585 24585 24585 24585 24585

AV/At (ft*/d)

0 17880 17880 17880

AV/At (ft*/d)

0 16390 16390 16390

AV/At (ft'/d)

0 22350 22350 22350 22350 22350 22350 22350 22350 22350

AV/At (ft*/d)

0 24138 24138 24138 24138 24138

Evap (mm/d)

10.82 10.48 9.92 9.64 9.88 9.5Z 10.43 10.30 913 8.87

9.91

Evap (mm/d)

8.59 726 9.31

8J9

Evap (mm/d)

724 8.48 7.82

7.84

Evap (mm/d)

9.0O 9.29 9.65 9.66 919 9.31 8.53 9.24 9.29

9.24

Evap (mm/d)

7.89 8.31 904 8.59 8.21

8.40

Evap (ft*/d)

.

15874 15377 14542 14143 14483 14050 15302 15106 13386 13010

Evap (ft*/d)

12604 10645 13650

Evap (ft'/d)

10617 12435 11462

Evap (ft*/d)

-13199 13628 14158 14167 13480 13660 12503 13556 13627

Evap (ft*/d)

-11564 12183 13251 12596 12034

InCRate (mm/d)

.

5.94 6.28 6.85 712 6.89 718 6.33 6.46 7.64 7.89 6.86

In! Rate (mm/d)

•

3.60 4.93 2.88 3.80

In£Rate (mm/d)

-3.94 2.70 3.36 333

In£Rate (nun/d)

-6.24 5.95 5.59 5.58 6.05 5.93 6.71 6.00 5.95 6.00

InlRate (mm/d)

-8.57 815 742 7.87 8.25 8.05

Infiltration (ft*/d)

-8711 9208 10043 10442 10102 10535 9283 9479 11199 11575

Infiltration (ft*/d)

-5276 7235 4230

Infiltration (ft*/d)

-5773 3955 4928

InfBtration (ft*/d)

-9151 8722 8192 8183 8870 8690 9847 8794 8723

Infiltration (ft*/d)

-12574 11955 10887 11542 12104

118

Table E.3: Hydrologic Budget for Buster Long Lake (continued) Period^

Date

8/20/95 8/21/95 8/22/95 8/23/95 8/24/95 8/25/95 8/26/95 8/27/95 8/28/95 8/29/95 8/30/95 8/31/95 9/1/95 9/2/95 9/3/95 9/4/95 9/5/95 9/6/95 9/7/95 9/8/95

DuyU

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

Stage (ft)

3247.07 3247.02 3246.98 3246.93 3246.88 3246.84 3246.79 3246.74 3246.70 3246.65 3246.60 3246.55 3246.51 3246.46 3246.41 3246.37 3246.32 3246.27

3246.23 3246.18

AStage (mm)

-

1428 1428 1428 1428 14.28 1428 1428 14.28 14.28 14.28 14.28 1428 14.28 14.28 14.28 1428 1428 14.28 1428

Volmne (ft*)

3976290 3955352 3934413 3913475 3892536 3871598 3850659 3829721 3808783 3787844 3766906 3745967 3725029 3704091 3683152 3662214 3641275 3620337 3599398 3578460

AV/At (ft'/d)

0 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938 20938

Evap (ram/d)

7.49 8.62 8.89 8.54 8.61 8.13 8.59 8.20 8.26 8.96 8.39 8.44 6.52 6.69 6.70 6.35 6.63^ 6.24 5.92

7.69

Evap (ft'/d)

-

10991 12640 13031 12520 12629 11917 12594 12026 12106 13136 12304 12372 9568 9804 9833 9307 9730 9151 8683

InCRate (mm/d)

-6.78 5.66 5.39 5.74 5.67 6.15 5.69 6.08 6.02 5.32 5.89 5.84 775 759 757 7.93 7.64 8.04 8.36

6.59

Infiltration (ft'/d)

-

9948 8298 7907

8418 8309 9022 8345 8912 8832 7802 8634 8566 11370 11134 11105 11632 11208 11788 12255

119

Table E.4: Hydrologic Budget for David Casey Lake Period #1

Date

8/2/95 8/3/95 8/4/95 8/5/95 8/6/95 8/7/95 8/8/95 8/9/95 8/10/95 8/11/95 8/12/95 8/13/95 8/14/95

Period #2 Date

8/21/95 8/22/95 8/23/95 8/24/95 8/25/95 8/26/95 8/27/95 8/28/95 8/29/95 8/30/95 8/31/95 9/1/95 9/2/95 9/3/95 9/4/95 9/5/95 9/6/95 9/7/95 9/8/95 9/9/95

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12

I>ay#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

Stage (ft)

320716 320710 3207.03 3206.97 3206.90 3206.84 3206.77 3206.71 3206.64 3206.58 3206.51 3206.45 3206.38

Stage (ft)

320721 320715 320710 3207.04 3206.99 3206.93 3206.88 3206.82 3206.77 3206.71 3206.66 3206.60 3206.55 3206.49 3206.44 3206.38 3206.33 3206.27 3206.22 3206.16

AStage (nun)

-19.81 19.81 1981 19.81 19.81 19.81 1981 1981 19.81 19.81 19.81 19.81

AStage (mm)

-16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84 16.84

Vohnne (ft*)

1081683 1069587 1057491 1045395 1033299 1021203 1009107 997012 984916 972820 960724 948628 936532

Vohnne (ft*)

1090988 1080704 1070420 1060136 1049852 1039568 1029284 1019000 1008716 998432 988148 977864 967580 957296 947012 936728 926444 916160 905876 895592

AV/At (ft*/d)

0 12096 12096 12096 12096 12096 12096 12096 12096 12096 12096 12096 12096

AV/At (ft*/d)

0 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284 10284

Evap (nun/d)

724 8.48 7.82 9.00 9.29 9.65 9.66 919 9.31 8.53 9.24 9.29

8.89

Evap (nun/d)

8.62 8.89 8.54 8.61 8.13 8.59 8.20 8.26 8.96 8.39 844 6.52 6.69 6.70 6.35 6.63 6.24 5.92 5.11

7.57

Evap (ft*/d)

-4420 5177 4772 5495 5674 5894 5898 5612 5687 5205 5644 5673

Evap (ft*/d)

-5262 5425 5212 5258 4961 5243 5007 5040 5469 5122 5151 3983 4082 4094 3874 4051 3810 3615 3121

InCRate (mm/d)

-12.57 11.33 12.00 10.81 10.52 10.16 10.15 10.62 10.50 11.29 10.57 10.52 10.92

InCRate (mm/d)

-8.23 7.96 8.31 8.23 8.72 8.26 8.64 8.59 789 8.45 8.41 10.32 10.16 10.14 10.50 10.21 10.60 10.92 11.73 9.28

Infiltration (ft*/d)

-7676 6919 7324 6601 6422 6202 6198 6484 6409 6891 6452 6423

Infiltration (ft*/d)

-5022 4859 5072 5026 5323 5041 5277 5244 4815 5162 5133 6301 6202 6190 6410 6233 6474 6669 7163

120

Table E.4: Period #3

Date

11/8/95 11/9/95 11/10/95 11/11/95 11/12/95 11/13/95 11/14/95 11/15/95 11/16/95 11/17/95 11/18/95 11/19/95 11/20/95 11/21/95 11/22/95 11/23/95 11/24/95 11/25/95 11/26/95 11/27/95 11/28/95 11/29/95 11/30/95 12/1/95 12/2)95 12/3/95 12/4/95 12/5/95

Hydrologic Budget for David Casey Lake (c(

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

Stage (ft)

3206.18 3206.16 3206.13 3206.11 3206.08 3206.06 3206.04 3206.01 3205.99 3205.96 3205.94 3205.92 3205.89 3205.87 3205.84 3205.82 3205.79 3205.77 3205.75 3205.72 3205.70 3205.67 3205.65 3205.63 3205.60 3205.58 3205.55 3205.53

AStage (mm)

-7.34 7.34 7.34 7:34 7.34 734 7.34 7.34 734 7.34 734 734 734 7.34 7.34 734 7.34 7.34 7.34 7.34 734 7.34 734 7.34 734 7.34 7.34

Volume (ft*)

899313 894833 890354 885874 881394 876914 872434 867954 863898 860231 856563 852895 849227 845559 841892 838224 834556 830888 827220 823552 819885 816217 812549 808881 805213 801546 797878 794210

AV/At (ft'/d)

0 4480 4480 4480 4480 4480 4480 4480 4055 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668 3668

Evap (mm/d)

2.23 2.40 1.10 1.83 2.05 2.37 2.18 2.23 2.09 2.11 2.15 2.46 2.31 2.09 2.21 1.82 2.06 2.17 1.38 1.76 1.66 1.97 2.17 1.71 L66 1.64 1.45

1.97

jntinued

Evap (ft'/d)

-1362 1466 669 1117 1251 1445 1330 1234 1044 1053 1077 1228 1153 1042 1106 910 1030 1083 692 878 831 982 1083 854 831 820 723

)

InCRate (mm/d)

-5.11 4.94 6.24 5.51 5.29 4.97 5.16 5.11 5.25 5.23 5.18 488 5.03 5.25 5.12 5.52 5.28 5.17 5.95 5.58 5.68 5.37 5.17 5.63 5.68 5.70 5.89 5J7

Infiltration (ft'/d)

-3118 3014 3811 3363 3229 3035 3150 2821 2623 2614 2591 2440 2514 2625 2561 2757 2638 2584 2976 2790 2837 2685 2585 2814 2837 2848 2945

121

Table E.5: Period #1

Date

7/7/95 7/8/95 7/9/95 7/10/95 7/11/95 7/12/95 7/13/95

Period #2 Date

7/13/95 7/14/95 7/15/95 7/16/95 7/17/95

Period #3 Date

7/20/95 7/21/95 7/22/95 7/23/95 7/24/95 7/25/95 7/26/95 7/27/95 7/28/95 7/29/95 7/30/95 7/31/95

Period #4 Date

8/2/95 8/3/95 8/4/95 8/5/95 8/6/95 8/7/95 8/8/95 8/9/95 8/10/95 8/11/95 8/12/95 8/13/95 8/14/95

Hydrologic Budget for Higinbotham Lake

DuyU

0 1 2 3 4 5 6

Day#

0 1 2 3 4

Day#

0 1 2 3 4 5 6 7 8 9 10 11

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12

Stage (ft)

3238.88 3238.83 3238.78 3238.74 3238.69 3238.64 3238.59

Stage (ft)

3238.59 3238.55 323851 3238.46 3238.42

Stage (ft)

323917 323912 3239.06 3239.01 3238.96 3238.91 3238.85 3238.80 3238.75 3238.70 3238.64 3238.59

Stage (ft)

3239.20 323916 3239.11 3239.07 3239.02 3238.98 3238.93 3238.89 3238.84 3238.80 3238.75 323871 3238.66

AStage (mm)

-1473 1473 1473 1473 1473 14.73

AStage (mm)

-12.95 12.95 12.95 12.95

AStage (mm)

-16.07 16.07 16.07 16.07 i6.or 16.07 16.07 16.07 16.07 16.07 16.07

AStage (mm)

-13.72 13.72 13.72 13.72 13.72 13.72 13.72 13.72 13.72 13.72 13.72 13.72

Volnme (ft^

956480 946242 936005 925768 915531 905294 895056

Vohmie (ft')

895056 886055 877053 868051 859050

Vohnne (ft*)

1047865 1027404 1006943 986482 973231 962063 950896 939728 928560 917392 906224 895056

Volume (ft*)

1059506 1042044 1024582 1007119 989657 976601 967070 957539 948007 938476 928945 919414 909883

AV/At (ft*/d)

0 10237 10237 10237 10237 1023r 10237

AV/At (ft*/d)

0 9002 9002 9002 9002

AV/At (ft'/d)

0 20461 20461 20461 13251 11168 11168 11168 11168 11168 11168 11168

AV/At (ft'/d)

0 17462 17462 17462 17462 13056 9531 9531 9531 9531 9531 9531 9531

Evap (mm/d)

10.82 10.48 9.92 9.64 988 958

10.05

Evap (nun/d)

10.43 10.30 913 8.87

9.68

Evap (mm/d)

9.46 8.56 10.35 10.66 10.12 10:95 9.9T 8.78 947 9.93 10.58

9.89

Evap (mm/d)

7.24 8.48 782 9.00 9.29 9.65 9.66 919 9.31 8.53 9.24 9.29

8.89

Evap (ft'/d)

7522 7286 6891 6701 6863 6658

Evap (ft'/d)

-7250 7158 6343 6165

Evap (ft'/d)

-12049 10903 13182 8786 7035 7611 6928 6098 6579 6903 7349

Evap (ft'/d)

-9217 10795 9950 11459 8846 6709 6713 6387 6472 5924 6423 6457

InCRate (mm/d)

.

3.91 425 4.82 5.09 486 5.15 468

InCRate (mm/d)

-2.52 2.65 3.83 408 321

InCRate ^nun/d)

-6.61 751 5.72 5.42 5.95 5.12 6.10 730 6.60 6.14 5.49 6.18

InCRate (mm/d)

-6.48 5.24 5.90 4.72 4.42 406 406 452 440 5.19 4.47 4.42 482

Infiltration (ft'/d)

-2716 2951 3347 3536 3375 3580

Infiltration (ft'/d)

-1751 1844 2659 2837

Infiltration (ft'/d)

-8412 9558 7279 4465 4133 3557 4240 5069 4589 4265 3818

Infiltration (ft'/d)

-8246 6667 7512 6004 4210 2823 2818 3144 3059 3607 3108 3074

122

Table E.5: Period #5

Date

8/15/95 8/16/95 8/17/95 8/18/95 8/19/95 8/20/95 8/21/95 8/22/95 8/23/95 8/24/95 8/25/95 8/26/95 8/27/95 8/28/95 8/29/95 8/30/95

Period #6 Date

4/29/97 4/30/97 5/1/97 5/2/97 5/3/97 5/4/97 5/5/97 5/6/97 5/7/97

Period #7 Date

5/14/97 5/15/97 5/16/97 5/17/97 5/18/97 5/19/97 5/20/97

Hydrologic Budget for Higinbotham Lake (continued)

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

Day#

0 1 2 3 4 5 6 7 8

Day#

0 1 2 3 4 5 6

Stage

(ft) 3239.50 3239.46 323941 3239.37 3239.32 3239.28 3239.24 323919 323915 323910 3239.06 3239.02 3238.97 3238.93 3238.88 3238.84

Stage (ft)

3240.39 3240.31 3240.24 3240.16 3240.09 3240.01 3239.93 3239.86 3239.78

Stage (ft)

3240.49 3240.42 3240.35 3240.29 3240.22 3240.15 3240.08

AStage (nun)

-13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41 13.41

AStage (mm)

-23.24 23.24 23.24 23.24 23.24 23.24 23.24 23.24

AStage (mm)

-20.83 20.83 20.83 20.83 20.83 20.83

Volume (ft*)

1175922 1158848 1141773 1124699 1107625 1090551 1073476 1056402 1039328 1022253 1005179 988105 975965 966646 957327 948007

Volnme (ft*)

1521288 1491699 1462110 1432521 1402932 1373343 1343754 1314166 1284577

Volnme (ft*)

1560093 1533577 1507060 1480543 1454026 1427509 1400992

AV/At (ft*/d)

0 17074 17074 17074 17074 17074 17074 17074 17074 17074 17074 17074 12139 9319 9319 9319

AV/At (ft*/d)

0 29589 29589 29589 29589 29589 29589 29589 29589

AV/At (ft*/d)

0 26517 26517 26517 26517 26517 26517

Evap (nun/d)

7.89 831 9.04 8.59 8.21 7.49 8.62 8.89 8.54 8.61 8.13 8.59 8.20 8.26 8.96

8.42

Evap (mm/d)

5.82 5.35 6.34 6.26 6.54 6.43 7.20 5.95

6.24

Evap (mm/d)

8.26 3.95 7.64 8.38 8.34 0.24

6.14

Evap (ft*/d)

.

10039 10577 11503 10935 10447 9541 10973 11313 10869 10964 10345 7773 5698 5736 6224

Evap (ft*/d)

-7409 6814 8068 7970 8330 8190 9166 7571

Evap (ft'/d)

-10517 5025 9730 10664 10620 310

InCRate (mm/d)

•

5.53 510 438 482 5.21 5.92 4.79 453 4.87 480 5.29 482 5.21 5.16 4.45 4.99

InCRate (mm/d)

-17.42 17.89 16.90 16.98 16.70 16.81 16.04 1729 17.00

InCRate (mm/d)

-12.57 16.88 13.19 12.45 12.49 20.58 14.69

Infiltration (ft'/d)

• 7035 6498 5571 6139 6627 7533 6101 5762 6205 6111 6729 4366 3621 3583 3095

Infiltration (ft'/d)

-22180 22775 21521 21619 21259 21399 20423 22018

Infiltration (ft'/d)

-16000 21492 16787 15853 15897 26207

123

Table E.5: Hydrologic Budget for Higinbotham Lake (continued) Period #8

Date

5/22/97 5/23/97 5/24/97 5/25/97 5/26/97 5/21/91 5/28/97 5/29/97 5/30/97 5/31/97 6/1/97 6/2/97 6/3/97 6/4/97 6/5/97

Period #9 Date

7/8/97 7/9/97 7/10/97 7/11/97 7/12/97 7/13/97 7/14/97 7/15/97 7/16/97 7/17/97 7/18/97 7/19/97 7/20/97 7/21/97 7/22/97

Period #10 Date

7/23/97 7/24/97 7/25/97 7/26/97 7/27/97 7/28/97 7/29/97

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14

Day#

0 1 2 3 4 5 6

Stage (ft)

3240.21 3240.15 3240.09 3240.04 3239.98 3239.92 3239.86 3239.81 3239.75 3239.69 3239.63 3239.57 323952 3239.46 3239.40

Stage (ft)

3239.81 3239.78 3239.75 3239.72 3239.69 3239.66 3239.63 3239.60 3239.56 3239.53 3239.50 3239.47 3239.44 323941 323938

Stage (ft)

3239.67 3239.62 323956 323951 323945 323940 3239.34

AStage (nun)

-17.63 1763 17.63 1763 17.63 1763 1763 1763 1763 1763 17.63 1763 1763 1763

AStage (mm)

9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36 9.36

AStage (nun)

-16.76 16.76 16.76 16.76 r6.76 16.76

Volmne (ft')

1451439 1428987 1406536 1384084 1361633 1339181 1316729 1294278 1271826 1249375 1226923 1204472 1182020 1159568 1137117

Volume (ft*)

1296218 1284299 1272381 1260462 1248543 1236624 1224706 1212787 1200868 1188949 1177031 1165112 1153193 1141274 1129356

Vohnne (ft')

1241891 1220548 1199205 1177862 1156519 1135177 1113834

AV/At (ft'/d)

0 22452 22452 22452 22452 22452 22452 22452 22452 22452 22452 22452 22452 22452 22452

AV/At (ft'/d)

0 11919 11919 11919 11919 11919 11919 11919 11919 11919 11919 11919 11919 11919 11919

AV/At (ft'/d)

0 21343 21343 21343 21343 21343 21343

Evap (nun/d)

5.50 7.87 7.27 918 757 728 5.91 6.55 2.85 795 8.73 9.59 8.67 712

7.29

Evap (nun/d)

8.95 917 5.10 8.11 910 9.85 9.43 910 8.41 8.75 8.59 5.18 8.29 7.01

8.22

Evap (nun/d)

732 890 8.89 787 8.26 759

8.14

Evap (ft'/d)

6999 10015 9261 11692 9635 9271 7518 8339 3625 10123 11119 12209 11039 9071

Evap (ft'/d)

-11393 11672 6495 10321 11580 12542 12007 11589 10706 11141 10942 6595 10549 8924

Evap (ft'/d)

-9314 11328 11321 10026 10514 9658

InCRate (mm/d)

.

12.14 9.77 10.36 8.45 10.07 10.35 11.73 11.08 14.79 9.68 8.90 8.05 8.96 10.51 1035

InCRate (mm/d)

-0.41 0.19 4.26 1.25 0.27 -0.49 -0.07 0.26 0.95 0.61 0.77 418 1.08 235 1.14

InCRate (mm/d)

-9.45 787 787 889 8.51 918 8.63

Infiltration (ft'/d)

15453 12437 13190 10760 12816 13181 14933 14113 18826 12329 11332 10243 11413 13381

Infiltration (ft'/d)

-525 247 5424 1598 339 -623 -88 329 1213 778 977 5323 1370 2995

Infiltration (ft'/d)

-12029 10014 10022 11317 10829 11685

124

Table E.5: Hydrologic Budget for Higinbotham Lake (continued) Period #11

Date

8/18/97 8/19/97

8/20/97 8/21/97 8/22/97 8/23/97 8/24/97 8/25/97 8/26/97 8/27/97 8/28/97 8/29/97 8/30/97 8/31/97 9/1/97 9/2/97 9/3/97 9/4/97 9/5/97 9/6/97 9/7/97 9/8/97

Period #12 Date

9/14/97 9/15/97 9/16/97 9/17/97 9/18/97 9/19/97 9/20/97 9/21/97

Da7#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

Day#

0 1 2 3 4 5 6 7

Stage

(ft) 3239.33 3239.29 3239.26 3239.22 323918 323914 323911 323907 3239.03 3239.00 323896 3238.92 3238.88 3238.85 3238.81 3238.77 3238.74 3238.70 3238.66 3238.62 323859 3238.55

Stage (ft)

323918 323914 3239.09 3239.05 3239.01 3238.97 3238.92 323888

AStage (nun)

-

11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32 11.32

AStage (mm)

-13.06 13.06 13.06 13.06 13.06 13.06 13.06

Volume (ft^

1109953 1095540 1081126 1066713 1052300 1037886 1023473 1009060 994646 980988 973121 965254 957387 949520 941653 933786 925919 918052 910185 902318 894451 886584

Vohmie (ft')

1051745 1035115 1018484 1001853 985222 974634 965557 956480

AV/At (ft'/d)

0 14413 14413 14413 14413 14413 14413 14413 14413 13658 7867 7867 7867 7867 7867 7867 7867 7867 7867 7867 7867 7867

AV/At (ft'/d)

0 16631 16631 16631 16631 10588 9077 9077

Evap (mm/d)

5.49 6.61 7.21 6.80 5.98 6.69 759 750 739 6.25 7.29 738 732 6.95 6.72 6.71 2.77 460 5.15 6.18 6.39

6.43

Evap (mm/d)

5.43 6.39 6.07 5.83 6.16 6.03 5.26

5.88

Evap (ft'/d)

6983 8415 9178 8657 7612 8516 9662 9546 8913 4344 5063 5130 5083 4831 4671 4666 1922 3198 3576 4292 4442

Evap (ft'/d)

-

6908 8137 7729 7418 4996 4189 3658

InCRate (nun/d)

.

5.84

471 411 452 5.34 4.63 3.73 3.82 3.93 5.07 404 3.94 401 437 460 4.61 8.56 6.72 6.17 5.14 493 489

InCRate (mm/d)

-

764 6.67 6.99 724 6.90 7.03 780 718

Infiltration (ft'/d)

7430 5998 5236 5756 6801 5897 4752 4868 4745 3523 2804 2737 2784 3036 3196 3201 5945 4669 4291 3575 3425

Infiltration (ft'/d)

-

9723 8494 8902 9213 5592 4888 5419

125

Table E.5: Hydrologic Budget for Higinbotham Lake (continued) Period #13

Date

9/24/97

9/25/97 9/26/97 9/27/97 9/28/97 9/29/97 9/30/97 10/1/97 10/2/97 10/3/97 10/4/97 10/5/97 10/6/97 10/7/97 10/8/97 10/9/97 10/10/97 10/11/97 10/12/97

Day#

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Stage (ft)

3239.64 3239.60 323956 3239.53 3239.49 3239.45 3239.41 3239.38 3239.34 3239.30 3239.26 3239.22 3239.19 323915 323911 3239.07 3239.04 3239.00 3238.96

AStage (nun)

-

11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51 11.51

Volnme (ft')

1230249 1215590 1200930 1186270 1171610 1156951 1142291 1127631 1112971 1098312 1083652 1068992 1054332 1039673 1025013 1010353 995693 981425 973424

AV/At (ft'/d)

0 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14660 14268 8001

Evap (nun/d)

4.66 4.92 489 5.45 5.03 476 456 435 438 4.42 4.76 4.24 1.40 1.95 4.69 408 2.10 0.48

3.95

Evap (ft'/d)

5938 6258 6221 6937 6398 6054 5805 5538 5572 5631 6059 5401 1786 2480 5966 5199 2599 336

InCRate (mm/d)

.

6.85 6.60 6.63 6.07 6.49 6.76 6.96 717 714 7.09 6.76 727 10.11 957 6.83 7.43 9.42 11.03 7.56

Infiltration (ft'/d)

.

8722 8402 8439 7723 8262 8605 8855 9122 9088 9029 8601 9259 12874 12180 8693 9460 11669 7666

126

Table E.6: Hydrologic Budget for Huneke Lake Period #1

Date

7/7/95 7/8/95 7/9/95 7/10/95 7/11/95

Period #2 Date

8/15/95 8/16/95 8/17/95 8/18/95 8/19/95 8/20/95 8/21/95 8/22/95

Day#

0 1 2 3 4

Day#

0 1 2 3 4 5 6 7

Stage (ft)

3218.07 3217.99 3217.92 321784 321776

Stage (ft)

3218.30 3218.22 3218.15 3218.07 3218.00 321792 3217.85 3217.77

AStage (mm)

-

23.62 23.62 23.62 23.62

AStage (mm)

-

23.08 23.08 23.08 23.08 23.08 23.08 23.08

Volume (ft*)

1466591 1448279

1430911 1413542 1396174

Volume (ft*)

1521234 1503246 1485258 1467269 1449320 1432351 1415383 1398415

AV/At (ft'/d)

0 18311 17369 17369 17369

AV/At (ft'/d)

0 17988 17988 17988 17950 16968 16968 16968

Evap (nun/d)

10.82 10.48 9.92 9.64

10.22

Evap (nun/d)

789 831 9.04 8.59 821 7.49 8.62

831

Evap (ft'/d)

-

8391 7709 7291 7091

Evap (ft'/d)

-6146 6475 7043 6681 6034 5510 6337

InCRate (mm/d)

-

12.80 13.14 13.71 13.98

13.40

InCRate (nun/d)

-15.19 14.77 1404 1449 1487 15.58 1446 1477

Infiltration (ft'/d)

-9921 9659 10077 10278

Infiltration (ft'/d)

-11842 11513 10945 11269 10935 11458 10631

127

APPENDIX F

RUNOFF COEFFICIENTS AND HYDROGRAPHS

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