water-resources appraisal of the camp swift lignite area, central texas

WATER-RESOURCES APPRAISAL OF THE

CAMP SWIFT LIGNITE AREA, CENTRAL TEXAS

By J. L. Gaylord, R. M. Slade, Jr., L. M. Ruiz, C. T. Welborn, and E. T. Baker, Jr.

U.S. GEOLOGICAL SURVEY

Water-Resources Investigations Report 84-4333

Austin, Texas 1985

UNITED STATES DEPARTMENT OF THE INTERIOR

DONALD PAUL HODEL, Secretary

GEOLOGICAL SURVEY

Dallas L. Peck, Director

For additional write to:

information

District Chief U.S. Geological Survey 649 Federal Building 300 E. Eighth Street Austin, TX 78701

Copies of this report can be purchased from:

Open-File Services Section Western Distribution Branch Box 25425, Federal Center Denver, CO 80225 Telephone: (303) 236-7476

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CONTENTS

Page

Abstract 1 1.0 Introduction 2

1.1 Objective 2 E. T. Baker, Jr.

1.2 Project area 4 J. L. Gaylord

1.3 Hydrologic problems related to surface mining 6J. L. Gaylord

2.0 General features - 102.1 Stratigraphy 10

E. T. Baker, Jr.2.2 Depositional history 16

J. L. Gaylord2.3 Structural features 22

L. M. Ruiz and E. T. Baker, Jr.2.4 Climate 28

J. L. Gaylord2.5 Soils 30

J. L. Gaylord2.6 Surface Drainage 32

J. L. Gaylord and R. M. Slade, Jr. 3.0 Water use 34

J. L. Gaylord 4.0 Hydrologic networks 36

4.1 Ground water- 36 R. M. Slade, Jr. and E. T. Baker, Jr.

4.2 Surface water -- 40R. M. Slade, Jr.

5.0 Surface-water hydrology 44 6.0 Ground-water hydrology -- 50

6.1 Source, recharge, and movement of ground water 50 E. T. Baker, Jr.

6.2 Aquifer testing 56E. T. Baker, Jr.

7.0 Water quality -- 607.1 Surface-water quality - 60

R. M. Slade, Jr.7.2 Stream sediment 62

C. T. WelbornBig Sandy Creek near McDade 62 Big Sandy Creek near Elgin 64 Dogwood Creek near McDade 64

7.3 Ground-water quality - 66 R. M. Slade, Jr. and E. T. Baker, Jr.

-m-

CONTENTS Continued

Page

8.0 Overburden analysis -- 70L. M. Ruiz and E. T. Baker, Jr.

9.0 References cited --- 77 10.0 Supplemental data - 74

10.1 Records of test wells and test holes 7410.2 Daily-mean discharge for gaging stations: Big Sandy Creek

near McDade and Big Sandy Creek near Elgin 9110.3 Water-quality and sediment analyses at streamflow sites- 9910.4 Daily and monthly rainfall values for five recording

rainfall gages, 1980 and 1981 water years ------ 11710.5 Incremental values of rainfall and runoff for selected

storms, 1980 and 1981 water years 12410.6 Summary of aquifer tests at the city of Bastrop well field 14010.7 Source and significance of selected constituents and

properties commonly reported in water analyses 14310.8 Chemical analysis of the overburden and lignite

from 0 to 255 feet at well C-13 - 148 11.0 Glossary --- 156

11.1 Geological- and ground-water-related terms 15711.2 Surface-water and related terms 16011.3 Water-quality-related terms ----- 16211.4 Sediment-related terms 164

-IV-

CONVERSION FACTORS

The inch-pound units of measurements used in to metric units by using the following conversion

Multiply

inch

foot

mile

square mile

acre-foot

cubic foot per second

gallons per minute

million gallons per day

ton per day

million short tons

foot squared per day

foot per mile

foot per year

gallon per minute per foot

25.40

0.3048

1.609

2.590

1,233

0.001233

0.02832

0.06308

0.04381

0.9072

0.9072

0.09290

0.189

0.3048

0.2070

acre-foot per square mile per year 476.1

this report may be converted factors:

To obtain

millimeter

meter

kilometer

square kilometer

cubic meter

cubic hectometer

cubic meter per second

1iter per second

cubic meter per second

megagram per day

teragram

meter squared per day

meter per kilometer

meter per year

liter per second per meter

cubic meter per square kilometer per year

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WATER-RESOURCES APPRAISAL OF THE CAMP SWIFT LIGNITE AREA, CENTRAL TEXAS

By J. L. Gaylord, R. M. Slade, Jr., L. M. Rui z, C. T. Welborn, and E. T. Baker, Jr.

ABSTRACT

The Camp Swift lignite area was studied to describe the hydrogeology and to provide baseline data of the ground-water and surface-water re sources that could be affected by the strip mining of lignite. The investigation was centered on the 18-square mile Camp Swift Military Reservation where a reported 80 to 100 million short tons of commer cially mineable lignite occurs within 200 feet of the land surface.

Monthly ground-water levels from a network of 22 wells showed that water levels in wells in the Hooper, Simsboro, and Calvert Bluff Forma tions of the Wilcox Group had slight and generally insignificant water- level changes from May 1980 to May 1981. The water quality in the Cal vert Bluff Formation, which contains the lignite, and in the Simsboro For mation, which is the major aquifer beneath the Calvert Bluff, generally is satisfactory for most uses. Hy draulic pressures in the Calvert Bluff are greater than in the Sims boro, and this pressure differential results in the potential for downward movement of water from the Calvert Bluff to the Simsboro. However, con fining beds of lignite, clay, silt, and other fine-grained material at and near the base of the Calvert

Bluff greatly retard this interformational movement of water but do not totally prevent downward leak age.

Data were collected from four streamflow stations and five auto mated rain gages to appraise the quan tity and quality of the surface-water resources. Big Sandy Creek, which crosses Camp Swift, generally has a base flow of less than 0.5 cubic feet per second and infrequently is dry. Dogwood Creek, which originates on Camp Swift, normally is dry. The flow of both streams changes rapidly in response to rainfall in the water sheds. The quality of the water in both streams generally is suitable for most uses, but varies signifi cantly in response to variations in discharge and related factors.

Alithologic examination of 255 feet of cored section that represents the overburden and the included lig nite showed cyclic layering of fine sand, silt, clay, and lignite. Chem ical analyses of the core were per formed to determine the contents of major inorganic and trace constitu ents. These analyses indicate that the content of pyritic sulfur gener ally is small but variable.

-1-

1.0 INTRODUCTION

1.1 Objective

CAMP SWIFT REPORT SUBMITTED IN RESPONSE TO PROPOSED LIGNITE MINING

The hydrologic and geologic conditions prior to mining are presented

The objective of this report is to describe the hydrology and geology of an area of proposed lignite mining at Camp Swift and vicinity in central Texas (fig. 1.1-1), with emphasis on presenting baseline data of the ground-water and surface-water re sources. The report provides general hydrologic information on individual water-resources topics (for example, ground-water quality) in a brief text with accompanying tables^ maps, charts, graphs, or other illustra tions. Such information should be useful to governmental and other of ficials, property owners in the area, and mine owners and operators.

This report also is designed to help meet the obligations of the Fed eral Government to insure the compat ibility of the development of the lignite reserves at Camp Swift with environmental regulations. Hydrolo gic assessments are required by the

"Surface Mining Control and Reclama tion Act of 1977". Specifically, Public Law 95-81 requires: (1) That each mining permit applicant makes an analysis of the potential effects of the proposed mine on the hydrology of the mine site and adjacent area; (2) that "an appropriate Federal or State agency" provide to each mining- permit applicant "hydrologic informa tion on the general area prior to mining"; and (3) that measures be taken by mining permittees to control adverse effects on the "hydrologic balance" and reclamation of the land.

Regulation of surface coal min ing is being delegated to the States to insure environmental protection. On February 16, 1980, Texas became the first State to assume this respon sibility. Enforcement in the State will be the responsibility of the Texas Railroad Commission.

-2-

Camp Swift

ANTONIO

50 100 150 200 MILES

n i \100 200 KILOMETERS

Figure 1.1-1. Location of Camp Swift area.

-3-

1.0 INTRODUCTION Con ti nued

1.2 Project Area

CAMP SWIFT, A MAJOR RESERVE OF FEDERALLY OWNED COAL, LOCATED IN COASTAL PLAIN NEAR URBAN AREAS

Estirated lignite reserves of 80 to 100 million short tonsunderlying CampSwift could be used for electric-power

generation in Austin and San Antonio

The Camp Swift area is located in Bastrop County, Texas, and is about 30 miles east of Austin and 100 miles northeast of San Antonio (fig. 1.1-1). The area is entirely in

the Coastal Plain Province. Surface features include a gentle rolling topography fairly densely covered with cedar, post oak, and pine trees (fig. 1.2-1).

Figure 1.2-1 Areal view of Camp Swift. State Highway 95, which is seen cros- ing the lower half of the photograph, marks much of the western boundary ofthe area. Photograph courtesy of Texas, January 1983.

R. N. Mitchell Aerial Surveys, Austin,

-4-

1.0 INTRODUCTION Continued

1.2 Project Area Continued

The Camp Swift Military Reserva tion is leased from the U.S. Depart ment of the Army by the Texas Army National Guard for military training exercises. This 18-square-mile area is one of the few tracts of Federal land in Texas underlain by commer cially strippable lignite (figure 1.2-2). The Quantity of lignite that underlies Camp Swift and that is economically recoverable

by surface-mining methods is estima ted by the Lower Colorado River Authority of Austin, Texas, one of the lease applicants, to be from 80 to 100 million short tons (U.S. Bureau of Land Management, 1980). The prox imity of the lignite to the Austin and San Antonio metropolitan areas makes it an attractive potential fuel source for a lignite-fired power-generating facility.

y?" 15'

KILOMETERS EXPLANATION

LEASE AREA

APPROXIMATE AREA OF PROPOSED MINING

Figure 1.2-2. Lease area and area of proposed mining.

-5-

1.0 INTRODUCTION Continued

1.3 Hydrologic Problems Related to Surface Mining

HYDROLOGIC ENVIRONMENT MAY BE ADVERSELY ALTERED BY LIGNITE MINING

Effects on water-bearing characteristics of the reclaimed spoil quantity and quality of ground water including water levels,

quantity and quality of surface runoff, and increased sediment yields are typical problems associated with

surface mining of lignite

Strip mining drastically alters, at least temporarily, the environment of previously undisturbed lands. If a stripmined area remains unreclaimed, there might be long-term detrimental environmental consequences. The en vironmental concerns about strip mining in Texas are principally the effects of the mining operations on the water-bearing characteristics of the reclaimed spoil, effects on the spoil, quantity and quality of water in the mined and underlying aquifers including the declines in water levels in wells, changes in the quan tity and quality of surface runoff, and sediment yield from the stock piled spoil and reclaimed areas.

The draulic

horizontal and conductivities

vertical hy- for each

strata of the undisturbed overburden commonly differ before mining. After mining, the overburden sediments are mixed, the original stratification is destroyed, and the hydraulic con ductivities of the mixed material in the spoil probably are more homoge neous. A study by Mathewson (1979) on a reclaimed area of a lignite mine in Mil am County, 30 miles northeast of Camp Swift, shows that the ground- water table had not recovered 8 years after the area was mined and reclama tion began (fig. 1.3-1). Mathewson attributed this absence of a water table to a lack of adequate recharge vertically through the surface or horizontally through the materials that have minimal hydraulic conduc tivity.

-6-

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1.0 INTRODUCTION Conti nued

1.3 Hydrologic Problems Related to Surface Mining Continued

Strip mining in the Camp Swift area is expected to remove as much as 200 feet of overburden material. De- watering or depressurizing probably will be necessary to maintain dry conditions during mining operations, and this will result in the decline in water levels in wells. Removal of the overburden will decrease the quan tity of the shallow ground water, and possibly degrade its quality. Water of inferior quality could be intro duced to the underlying aquifer after mining by leakage through the confin ing bed, as the potentiometric sur face in the overlying aquifer above the confining bed is greater than the potentiometric surface in the under lying (major) aquifer (fig. 1.3-2). The hydraulic properties of the aqui fer also could be adversely affected by the introduction of solutes from the surface-mining disturbance and from chemical precipitates that com monly form when waters of differing chemical composition intermix.

During mining, accelerated weath ering of iron-bearing minerals (pyrite and marcasite) exposed in spoil materials and lignite beds may pro duce sulfuric acid and soluble min eral salts. Water draining such a mined area generally has pH values

ranging from 2.5 to 5.0, and larger sulfate, and dissolved-solids concen trations. The acidic water may react with other minerals and commonly in creases concentrations of aluminum, copper, lead, iron, manganese, zinc, and other trace elements.

The areal effects of dewatering also might affect local streams. The waters probably will be released into Big Sandy Creek or its tributaries. Small creek channels commonly are di verted or obliterated during mining. The aquatic life of the larger receiv ing streams might be adversely affect ed by changes in quantity or quality of flow and by changes in sediment yields.

Careful planning before mining begins is necessary if the effects of these problems are to be prevented or mini zed before they occur. For exam ple, the entrapment of mine waters in holding ponds could decrease sediment yields and allow for treatment of the water so as to decrease the harmful effects. During mining, continuous monitoring of the water resources in the area will be needed to indicate the extent of any changes in the quan tity and quality of the water.

-8-

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2.0 GENERAL FEATURES

2.1 Stratigraphy

ENTIRE PROJECT AREA IS UNDERLAIN BY THE WILCOX GROUP

The Hi 1 cox Group is divided into three formations; from oldest to youngest, these are the Hooper, Simsboro, and Calvert Bluff Formations.

The strati graphic nomenclature used in this report follows the usage of the Texas Bureau of Economic Geo logy as mapped on the Austin sheet of the Geologic Atlas of Texas (Barnes, 1974) and does not follow the usage of the U.S. Geological Survey. The Wilcox Group of Eocene age, as used by the U.S. Geological Survey in east-central Texas, includes (ascen ding) the Seguin Formation, the Rockdale Formation (includes rocks assigned to the Hooper, Simsboro, and Calvert Bluff Formation), and the Sabinetown Formation. The defi nitions of selected geological terms

are given in section 11.1.

The Wilcox Group of Eocene age, which is underlain by older rocks (clay) of the Midway Group and over lain by younger rocks (sand and clay) of the Claiborne Group, has been divi ded into three formations between ap proximately the Colorado River and Trinity River (Barnes, 1974). Upsec- tion, these formations are the Hooper Formation, the Simsboro Formation, and the Calvert Bluff Formation. These formations are identified by an electric-log shown in figure 2.1-1.

-10-

Millivolts Ohms 20 0 50-H-H I

\

200 i-

400

600

LJ^ 800

LJ

L_ crCOQz <_J

1000

1200

Q 1400LJ CD

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1600

1800

2000

2200

2400

Carrizo Sand

Calvert Bluff Formation

Simsboro Formation

Hooper Formation

Claiborne Group

Wilcox Group

Midway _ Group.

The stratigraphic nomenclature follows the usage of the Texas Bureau of Economic Geology (Barnes.1974)

Figure 2.1-1. Electric log of well D-8 penetrating the Wilcox Group.

-11-

2.0 GENERAL FEATURES Continued

2.1 Stratigraphy Continued

All three formations crop out in northeast-trending bands in the study area; but according to Barnes (1974), only the Calvert Bluff crops out on the Camp Swift Military Reservation area (fig. 2.1-2).

The Hooper Formation is about 500-feet thick in the Camp Swift area and consists of mudstone, sand, sand stone, and a few beds of lignite. The mudstone is typically gray and weath ers to a rusty-brown color. The sand and sandstone beds are light gray to tan and consist of very fine to medi um grains. The sand usually is well sorted and subrounded. The lignite beds in the Hooper Formation at Camp Swift generally are dark brown, thin, discontinuous, and considered noncom mercial to recover by surface mining.

The Simsboro Formation overlies the Hooper Formation and consists chiefly of fine to coarse unconsolidated sand, with thin discontinuous beds of mudstone and clay. The Sims boro commonly is light gray in fresh exposure but weathers to a rusty brown. The sand grains are moderate ly well sorted and subangular. Small- scale cross-bedding is common. Local ly near its outcrop, the Simsboro is as much as 500 feet thick; however, the formation thickens downdip to more than 800 feet. A few miles southwest of the Colorado River, the Simsboro is undistinguishable from the Hooper and Calvert Bluff, and the three formations are mapped together as undivided Wilcox (Barnes, 1974).

-12-

97°I5'

30° 15' -

CAMP SWIFT MILITARY

RESERVATION

- 30° 15

97°I5'

4 MILES

1 i 024 KILOMETERS

The stratlgraphic nomenclature follows

the usage of the Texas Bureau of

Economic Geology (Barnes 1974)

a4) [ O I

li

EXPLANATION

CLAIBORNE GROUP

CALVERT BLUFF FORMATION

SIMSBORO FORMATION

HOOPER FORMATION

MIDWAY GROUP

CONTACT

FAULT--U.upthrown side; D, downthrown side

Figure 2.1-2. Geologic map of the study area.

-13-


2.1 Stratigraphy Continued

The Calvert Bluff Formation over lies the Simsboro Formation and con sists of beds of mudstone, sand, clay, sandstone, and lignite. The color of the mudstone varies from buff to light gray. The clay generally is dark gray and occurs in small lenses. The sand beds are tan to light gray with grain size ranging from very fine to coarse. The sand is well sorted and subrounded. Small-scale cross-bedding is very common in the sand beds. The sandstone is in the form of "hard streaks" commonly cemen ted by iron minerals. The lignite is typically dark brown to black and friable and has a locally "woody" tex ture where fossil imprints of the organic material are visible. Pyrite commonly is associated with the lig nite as a secondary mineral deposited by ground water.

There are at least 11 separate

lignite beds of varying thickness and quality in the Calvert Bluff Forma tion in the Camp Swift area. The thickness of these beds ranges from less than 1 to about 12 feet. The two or three lignite beds being con sidered for mining are in the lower part of the formation, about 10 to 70 feet above the top of the Simsboro Formation. The response of lignite on an electric log of a well drilled on Camp Swift is shown in figure 2.1-3. The log was run in the fresh water part of the Calvert Bluff with the borehole filled with freshwater drilling mud. Under these conditions, many of the lignite beds typically are indicated by a negative deflection of the spontaneous-potential curve and a highly resistive deflection of the resistivity curve. The thickness of the Calvert Bluff varies, but aver ages about 800 to 1,000 feet near the downdip edge of the outcrop.

-14-

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2.2 Depositional History

ENVIRONMENT OF DEPOSITION OF THE WILCOX GROUP IN THE CAMP SWIFT AREA WAS A FLUVIAL AND DELTAIC SYSTEM

Lignite formed in interchannel areas where paleo-swamps and marshes were filled with organic materials

The Hooper Formation was depos ited as a series of delta front and interdistributary channel sequences. The definitions of selected geologi cal terms are given in section 11.1. Coarsening-upward sequences of the prograding delta are visible on an electric log of the formation (fig. 2.2-1). The lignite beds in the Hooper are very thin, discontinuous, and not of immediate economic impor tance in this area (Fisher, 1963).

The Simsboro Formation was depos ited in a fluvial environment after additional progradation of the delta system. The massive sands of the Simsboro were deposited from sedi ment-laden rivers that avulsed re peatedly, thus releasing their loads. This type of deposition was extensive in Bastrop County. On the Camp Swift Military Reservation total-sand accu mulation in the Simsboro averages about 250 feet.

-16-

WELL D-16Amerado Petroleum Corporation Mrs. Pauline Dolgener No.I

3300

3400

UJ UJ

~ 3500ul o

oc

a 3600

oUJ

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3700

3800

3900

Simsboro Formation

Hooper Formation

Coarsening-upward sequence

Midway Group

Figure 2.2-1. Electric log of well D-16

-17-


2.2 Depositional History Continued

A total-sand map of the Simsboro This type of geometry is common onFormation in Bastrop County (Kaiser modern fluvial and delta-front sys-and others, 1980), which gives an in- terns like that of the Mississippidication of channel geometry is shown River. Ancient channel geometry isin figure 2.2-2. In Bastrop County, important in terms of ground-waterthe channel geometry of the Simsboro distribution and movement, which areis straight to slightly dendritic. discussed in section 6.1.

Study area

9?

30°i5 30°!5'

EXPLANATION

TOTAL SAND THICKNESS, IN FEET.

Less than 100

100-200

200-300

300-400

400-500After Kaiser and others (1980, fig. 5)

Figure 2.2-2. Total-sand thickness of the Simsboro Formation in Bastrop and part of Lee Counties.

-19-


2.2 Depositional History Continued

The Calvert Bluff Formation re presents a transitional facies be tween a dendritic fluvial channel of the high alluvial plain and a bifur cating distributary channel facies of the lower delta plain (Kaiser and others, 1978). Large lignite occur rences correlate with the small-sand- percent areas, or interchannel areas, where organic material accumulated. Large-sand-percent areas represent ancient channels, which currently facilitate ground-water movement in the Calvert Bluff (fig. 2.2-3).

Fluvial and deltaic depositional systems commonly are complex sequen ces of transgressions and regressions of ancient seas. A common sequence of deposition is as follows (Bishop, 1977): (1) Avulsion occurs and a new

channel course is established; (2) rapid subsidence of the avulsed chan nel commences creating interchannel lakes and swamps; (3) organic materi al accumulates until the rate of sub sidence is greater than the rate of accumulation or until a major sedi ment influx occurs; (4) sediment in flux is re-established with the ad vent of extensive overbank deposits; (5) the crevasse splays advance to ward the lower part of the interchan nel basin depositing upward-coarsen ing sequences; and (6) continued progradation and joining of crevasse splays and their abandonment repeat the cycle. In the Wilcox Group at Camp Swift, this sequence of events is preserved as a cyclic sequence of coarsening-upward interchannel basin cycles bounded by lignites.

-20-

97°i5'

Study area

EXPLANATION

PERCENT SAND

Less than 55

55-60

60-65

More than 65After Kaiser, (1976)

Figure 2.2-3. Sand percent of the Calvert Bluff Formation in Bastrop and part of Lee Counties.

-21-


2.3 Structural Features

THE REGIONAL DIP OF THE FORMATIONS IS AFFECTED BY FAULTING

The structure of the Camp Swift area is affected by northeast- trending normal faults that aredownthrown to the northwest.

The Hooper, Simsboro, and Cal- vert Bluff Formations of the Wilcox Group dip regionally from 90 to 170 feet per mile and have an average dip of about 130 feet per mile. A re gional dip section in the study area is shown in figure 2.3-1.

The structure of the Camp Swift area is affected by several northeast- trending normal faults, which are downthrown to the northwest. The net slip on the faults along their trend varies from one end of an individual fault to the other end. The series or zone of faults in the study area

is 20 to 30 miles east of, and ap proximately parallel to, the Balcones fault zone, a major structural fea ture of central Texas. Between these two zones of faulting, the area is a structurally down-dropped block or graben. All of this faulting occur red in the Miocene Epoch from 27 to 12 million years ago. Considering the depositional framework control ling the distribution of Calvert Bluff sediments, lateral discontinu ities of strata in some places within the study area are the result of this faulting.

-22-

A 1

Mud resistivity Mud resistivityI.5I at 92°F 2.4 at 68° F

Millivolts Ohms Millivolts OhmsI0_ 0 20 I0_ 0 50

Mud resistivity ? at ?°F

Millivolts Ohms 20 0 50

Mud resistivity 3.4 at 55° F

Millivolts Ohms 20 0 40

VERTICAL EXAGGERATION X 50

Modified from Follett (1970, fig. 25

Figure 2.3-1. Regional structural dip section A-A' in Bastrop County.

-23-


2.3 Structural Features Continued

Faults have been identified and mapped during the present and previ ous geologic or hydrologic investiga tions. The locations of the faults that are in or near the Camp Swift Military Reservation are shown in figure 2.3-2. The faults are dis cussed briefly in the following para graphs.

The U.S. Geological Survey in 1941 and 1942 (Guyton, 1942) conduc ted extensive pumping tests in the city of Bastrop well field (formerly the Camp Swift well field), 5 miles north of the city of Bastrop. Re sults of these tests indicated the nearby presence of a barrier to ground-water flow, which suggested a fault, between wells C-14 and C-15 in the well field. The throw of this fault which is termed the "well- field fault", is not known, but it probably is the continuation of the Powell Bend fault, Elliott (1947b).

Elliott (1945, 1947a, and 1947b), described the oil potential of south western Bastrop County. Based on surface and subsurface studies, Elliott identified three faults with in the study area. These faults trend north-northeast and are downthrown to the northwest. Two of the faults, the Powell Bend fault and the Bastrop fault, are oriented toward Camp Swift and may continue further to the north east than the mapping indicates. The Sayersville fault, which is the most prominent of the three faults, crosses the northwestern part of

Carnp Swift and has an estimated throw at this location of about 2bO feet. Ten miles southwest of Camp Swift, its throw as reported by Elliott (1947a) is about 500 feet.

C. R. Follett (1970) noted that the formations in Bastrop County are transected by several faults or fault systems that trend northeastward across the county and generally are parallel to the strike of the forma tions. A fault identified by Follett (1970) in the area about 5 miles northeast of Elgin "Elgin-Butler fault" Its exposure in a sand to be faulted clay. The fault's is toward the Camp Reservation where it

is termed the (fig. 2.3.-2).

clay pit shows opposite mostly southerly trend Swift Military probably joins

the Sayersville Fault.

In 1980, the Geological Survey drilled three closely-spaced test holes (50 feet apart) on Camp Swift for geologic and hydrologic purposes. A fault having a throw of 15 to 25 feet was indicated by differences in depths to key lignite beds in the test holes. The downthrown side is on the southeast. This fault is termed the "Survey fault" in figure 2.3-2. It is considered to be either one of a series of parallel faults or possibly an auxiliary or branch fault that may end diagonally against the Sayersville fault to the west and against a possible continuation of the Well-Field and Powell Bend faults to the south.

30°!5'

. - RESERVATION*. .'*/ / ' : - ' -x^V.'. />

4 KILOMETERS

97015

EXPLANATION

We) I-Field U T- FAULT-- U, upthrown side; D, downthrown (Guyton, 1942) D sjde Dasned wnere approximately located.

Author and date refer to publication where fault has been mapped or reported. Fault name, for example,"Well-Field", refers to a designated name of the fault for identification

Figure 2.3-2. Location of faults in or near Camp Swift.

-25-


2.3 Structural Features Continued

The Lower Colorado River Author ity drilled numerous test holes on the Camp Swift Military Reservation. Most of the test holes penetrated the Calvert Bluff Formation and the upper few feet of the Simsboro Formation. These test hole data were used to construct structural strike and dip sections shown in figure 2.3-3. These sections show a difference in lignite occurrence and geometry in the lower and upper parts of the Calvert Bluff.

The lower part of the Cal.art Bluff section contains two lignite seams, which usually occur from 6 to 35 feet above the top of the upper most sand of the Simsboro Formation. Within the Camp Swift area, these lignite seams appear to be widespread in both the strike and dip direc tions. The confining beds of clay, which underlie these lignite seams in most places, appear to pinch out in some areas and grade into slightly more permeable beds such as sandy clay, silt, or clayey sand. In a few places the confining beds are absent and the lignite is in contact with the Simsboro Formation (see

strike section A-A 1 ).

The upper part of the Calvert Bluff contains dip-oriented sand bodies which merge and become stacked. In this upper part, the lignite occurs in discontinuous seams in both strike and dip directions. The number of lignite seams increases with distance from the channel-sand deposits. The differences in lignite occurrence and geometry in the upper and lower parts of the Calvert Bluff section indicate a genetic break within the formation.

The dip section B-B 1 crosses the Sayersville fault, which here is esti mated as having about 250 feet of throw. This interpretation of fault ing is supported by the fact that the outcrop of the Calvert Bluff Forma tion is as much as 4 to 5 miles wider than would be expected from an un- faulted outcrop. The wider than nor mal outcrop indicates a repetition of the section by down-to-the-north west faulting. About 250 feet of the lower part of the Calvert Bluff contacts about 250 feet of the upper part of the Simsboro at the fault plane.

EX

PL

AN

AT

ION

Nat

iona

l G

tadi

tic V

ertic

al D

atum

at

1C29

a. S

truc

tura

l st

rike

sec

tion

SAN

DY

CLA

Y SI

LT,

CLA

YE

Y S

AND

FE

ET

55

0C

-42

Nal

wiw

l G

tadi

tic V

ertic

al D

atum

of

1929

b. S

tru

ctu

ral

dip

sect

ion

Fig

ure

2.3

-3. S

tructu

al

strik

e an

d di

p se

ctio

ns i

n C

amp

Sw

ift.

-27

-

2.0 GENERAL FEATURES

2.4 Climate

CAMP SWIFT AREA CHARACTERIZED BY TEMPERATE CLIMATE

The climate of the Camp Swift area is controlled by Its geographic location and physiography.

The climate of the Camp Swift area is affected by the Balcones Es carpment, a prominent topographic break in altitude about 30 miles west of Camp Swift. This escarpment sep arates the deeply dissected limestone terrain of the Edwards Plateau on the west from the lower-lying clay and sand terrain of the Gulf Coastal Plain on the east (Baker, 1975). The climate of areas to the east of the

.escarpment generally is classified as warm, humid, and subtropical.

In the study area, precipitation varies from month to month, but usual ly is greater during April, May, and September when mean monthly precipi tation exceeds 4.0 inches. During these months, convective thunderstrom activity and movement of mositure- laden air along the tropical Gulf storm tract are responsible for much of the precipitation. The Balcones Escarpment is an orographic barrier to the warm, easterly, tropical air currents. As these air currents rise over the escarpment, they become less stable and produce rain. Severe storms commonly result when an atmos pheric pressure surge from the north east and a warm easterly trough of air arrive at the escarpment simul

taneously. These types of storms have the potential of producing ca- tastropic volumes of rain.

The 30-year mean-annual precipi tation from 1941 to 1970, as recorded at the city of Smithville about 12 miles southeast of the study area, is 36.82 inches. Total annual precipi tation, however, may vary consider ably from year to year. The driest year on record was in 1956 with 17.94 inches of precipitation, and the wet test year was in 1957, with 59.35 inches. The distribution of mean monthly precipitation and mean month ly temperature for the Smithville weather station is shown in figure 2.4-1. The record monthly precipita tion extremes (maximums and minimums) are also given to show the large vari ations arnoung the means and extremes.

Daily precipitation data are published monthly as "Climatological data for Texas" by the National Oceanic and Atmospheric Administra tion, National Climatic Center, Ashe- ville, North Carolina. Statistical information concerning analyses of rainfall data is presented in Hersh- field (1961).

-28-

I I I

MAXIMUM MONTHLY PRECIPITATION

MEAN MONTHLY PRECIPITATION-Mean annual precipitation, 1941-70=36.82inches

MINIMUM MONTHLY PRECIPITATION

LJor

a: LU a_5LUI-

90

LU (TI

S 70(O LU LU (T CD LU Q

50

Mean monthly

JAN FEB MAR APR MAY JUNE JULY AUG SEPT OCT NOV DEC

Figure 2.4-1. Mean monthly temperature and precipitation at Smithville.

-29-


2.5 Soils

SOILS GENERALLY HAVE MODERATE TO SIGNIFICANT EROSION POTENTIAL

Two main soil groups, the Axtel1-Tabor-Crockett group and the Patilo- Demona-Silstid group, overlie the Camp Swift Military Reservation.

Two main soil groups, the Axtel1 Tabor-Crockett group in the southern part of Camp Swift and the Patilo- Demona-Si1stid group in the northern part (fig. 2.5-1) overlie Camp Swift. Axtel1-Tabor-Crockett soils are gen erally flat to steeply sloping soils. They are characterized by a loamy surface layer and slightly slightly permeable lower These lower layers range in tion from clay to sandy clay, ly are acidic, and have shrink-swell potential.

to very layers,

composi- common-

considerable The hazard

of erosion for the Axtel 1-Tabor-Croc kett group is moderate to signifi cant, and gullies commonly are formed, This group of soils generally is found on stream terraces and uplands. The Dogwood Creek and NcLaughlin Creek drainage basins are in the area of Axtel1-Tabor-Crockett soils.

Pati lo-Demona-Sil stid soils are slightly to steeply sloping. These soils have a sandy surface layer and lower layers of mostly mottled sandy

clay loam. The lower layers tend to be acidic and have a minimal shrink- swell potential. The top layer of the soils in the Patilo-Demona- Silstid group is very permeable whereas the lower layers are less per meable. The hazard for erosion is slight to moderate. These soils com monly are found on the uplands. In the Camp Swift Reservation, Big Sandy Creek flows through an area dominated by the Patil1o-Demona-Silstid soil group.

The soils along the downstream reaches of the creek beds consist of clay loam to fine sand. These soils generally have a reaction value (pH) close to neutral, a minimal shrink- swell potential, slopes less than 1°, and are subject to frequent flooding. Detailed descriptions of the soils in the Camp Swift area can be obtained from Baker (1979). Included with the descriptions are pertinent engineer ing properties of the soils.

-30-

CAMP SWIFT

MILITARY'RESERVATION

EXPLANATION

AXTELL-TABOR-CROCKETT-Loamy surface layer; lower layers are clay to sandy clay

PATILO-DEMONA-SILSTID-- Sandy surface layer,- lower layers are mostly mottled sandy clay loam

2 MILES

2 KILOMETERS

Figure 2.5-1. Soils map.

Modified from Baker, (I979)

-31-


2.6 Surface Drainage

VIRTUALLY ALL OF CAMP SWIFT IS IN THE BIG SANDY CREEK DRAINAGE BASIN

The drainage of Big Sandy Creek reaches the Colorado River about 8 miles south of the study area.

Most of the Camp Swift Military Reservation is within the Big Sandy Creek drainage basin. Only very small areas along the southeastern boundary of Camp Swift are drained by Piney Creek. Two tributaries, Dogwood Creek and McLaughlin Creek, convey runoff from the Camp Swift area to Big Sandy Creek (fig. 2.6-1).

Although Big Sandy Creek general ly is regarded to be a perennial stream, it has stopped flowing during long periods of less-than-normal pre cipitation. As an example, record- setting temperatures and very dry conditions occurred during the summer of 1980, and the Geological Survey's streamflow station, Big Sandy Creek near Elgin, recorded 61 days of no flow during the 1980 water year (October 1979 to September 1980). Most of these no-flow periods were during July, August, and September. Additional information on stream discharge is presented in Sections 4.2 and 10.2.

Dogwood Creek, a small tributary

to Big Sandy, originates in the Camp Swift Military Reservation. Dogwood Creek is intermittent, flowing only after storms. During the 1980 water year, Dogwood Creek flowed for only 25 days.

McLaughlin Creek also is inter mittent. The flow of this creek is not gaged independently, but its flow is included in the runoff at the Geo logical Survey's gaging station, Big Sandy Creek near Elgin. (See section 4.2). McLaughlin Creek joins Big Sandy Creek about 0.7 mile up stream from this gage.

The major drainage areas within the Camp Swift Military Reservation slope southwesterly and westerly from altitudes of more than 500 feet near the headwaters of Dogwood and McLaugh lin Creeks to an altitude of 400 feet where Big Sandy Creek crosses State Highway 95. The highest altitude is slightly more than 550 feet along the southeastern boundary of the Reservation near Farm-to-Market Road 2336 (fig. 2.6-1).

-32-

97 s 15'

30°I5' 30°i5'

\ ELGIN

Big Sandy Creek drainage basin

Dogwood Creek drainage basin

V BASTROP

EXPLANATION

BOUNDARY OF DRAINAGE BASIN

Contour interval 50 feet. National Geodetic Vertical Datum of 1929

Figure 2.6-1. Drainage basins in study area and topography in Camp Swift.

-33-

3.0 WATER USE

GROUND WATER IS THE SOLE SOURCE OF WATER FOR LOCAL CITIES

Ground-water consumers used 2.7 million gallons per day during 1980

The source of water for domestic use in the study area is water from the Wilcox Group. The total water pumped from the Wilcox by major users in 1980 was 2.7 million gallons per day. About 50 percent of this total was for municipal use, 47 percent was for rural residents on water- supply systems, and 3 percent was for industry and research facilities. Ground-water withdrawals by the prin cipal users from 1978-80 are given in table 3.0-1, and the location of these withdrawals is shown in figure 3.0-1.

Lake Bastrop is the only major artificial impoundment of surface water in the area. The lake is used for cooling-water supply and for re creation, and is not used as a muni cipal water supply. The average annual withdrawal of 10,750 acre-feet (9.6 million gallons per day) of water from the lake is used in a steam electric-generating plant (Dowel! and Petty, 1971). Except for consumptive losses, the water is returned to the

lake.

Future lignite mining in the Camp Swift area will be another prin cipal use of ground water. Dewater- ing the lignite-bearing sediments adjacent to the mined area in order to lower water levels in the Calvert Bluff Formation will withdraw large volumes of water from this formation. Hydro!ogic depressuring of the Sims- boro aquifer beneath the mined area also may be necessary to prevent up heaval of the mine floor. This de pressuring would involve the removal of large quantities of water from the Simsboro. Using a two dimensional finite-difference ground-water model, Hall (1981) estimated that removal of as rruch as 7.3 million gallons per day during 30 years of mining may be necessary just to depressurize the Simsboro aquifer. Possibly much of this water that is withdrawn during the mining process could be transpor ted to nearby cities or other places of need.

Table 3.0-1. Annual ground-water pumpage by major users,1978-80, in million gallons per day

[Pumpage is shown by user, to the nearest 0.01 million gallons per day. Totals are rounded to two significant figures]

YearUser 1978 1980

Aqua Water Supply Corp.City of Ba stropCity of ElginEloin-Butler Brick Co.City of McDade

(Ba strop Water Control andImprovement District)

Texas Rendering Company, Inc.

Totals

_1.56

.42 .02

.04

2.0

0.96.86.43.03.02

.04

2.3

1.28.82.53.03.02

.03

2.7

-34-

97°I5'

30° 15'

-- ELGIN

City of Elgin

$

Elgin-Butler Brick Co. lUTl

lo.

MC DADE

City of Me Dade

CAMP SWIFT MILITARY

RESERVATION

Texas Rendering Company, Inc.

30°I5'

4 MILES

4 KILOMETERS

97°I5'

City of Elgin,

EXPLANATION

LOCATION OF THE PRINCIPAL GROUND-WATER WITHDRAWAL

Figure 3.0-1. Location of the principal ground-water withdrawal sites and user near Camp Swift.

-35-

4.0 HYDROLOGIC NETWORKS

4.1 Ground Water

INFORMATION ON GROUND WATER IS AVAILABLE FOR ABOUT 200 LOCATIONS

The U.S. Geological Survey established a network of 22 wells for obtaining monthly water-level information; previous investigations

provide historical data on water levels.

The ground-water monitoring net work in the study area provides water- level and ground-water-quality data prior to mining. These background data will aid the future mine owner and operator, consulting engineers, and the regulatory agencies in deter mining the effects of lignite mining on the ground-water resources of the area.

An inventory of about 200 wells

and test holes is presented in section 10.1, and the location of these hydrologic sites is shown in figure 4.1-1. The site identification number, depth of well, producing formation, water level and date of water-level mea surement, and other available infor mation for each site are given in the section 10.1. Detailed water- quality information, which is avail able for 13 wells in the study area is presented in section 7.1.

-36-

** >,J '."V ' V.^» ': 'V V'' . * \- -: r- CAMP .SWIFT .-,, .5pM~-J . . .« '.i92 ' ' 93 4-^.-:^:--:^.* :

EXPLANATION

-©- PUBLIC-SUPPLY WELL

W INDUSTRIAL WELL

© IRRIGATION WELL

O DOMESTIC OR STOCK WELL

® TEST HOLE

->- OIL OR QAS WELL

UNUSED OR DESTROYED WELL

Figure 4.1-1. Location of wells and test holes.-37-

4.0 HYDROLOGIC NETWORKS Continued

4.1 Ground Water Continued

Twenty-two wells in the study from May 1980 to May 1981. This in-area were monitored monthly by the formation is presented in table 4.1-1Geological Survey for water-level Previous investigations and well in-fluctuations in the Hooper, Simsboro, ventories provided historical data onand Calvert Bluff Formations. Most water levels and geological informa-of the wells had slight and generally tion. insignificant water-level changes

-38-

Table 4.1-1.--Monthly water-level measurements of observation wells, 1980-81 \J

Depth below land surface (feet)Well

number

A- 8

A-20

A-30

A-33

A -3 5

A-39

A-45

A- 52

A-61

A-62

A-65

C- 2

C- 4

C- 7

C- 9

C-10

C-ll

C-12

C-13

C-16

C-17

C-25

May

6.8

61.8

141.1

7.9

48.2

16.6

146.7

57.8

64.3

69.1

49.1

159.1

145.3

109.1

--

--

--

21.6

June

7.

53.

145.

5.

17.

--

58.

3

4

4

6

8

9

63.7

16.

71.

54.

148.

109.

141.

--

137.

133.

21.

1

1

4

6

9

4

5

0

2

July

9.0

52.9

164.4

10.2

59.9

18.3

154.3

63.0

63.7

16.5

102.1

59.3

163.1

152.2

128.2

146.5

--

141.5

137.8

21.4

1980 Aug. Sept.

9.5

52.5

161.3

11.6

60.6

17.5

168.5

58.8

63.9

16.8

101.6

49.5

160.1

149.5

110.9

146.0

--

130.5

21.7

9.5

52.5

163.2

13.6

56.5

17.6

168.3

59.4

66.1

16.7

103.3

52.3

160.4

148.7

110.8

146.0

--

--

128.9

127.2

21.7

Oct.

9.5

52.5

162.2

13.7

53.5

17.3

167.3

59.6

64.1

16.8

104.6

47.0

158.7

147.5

111.0

146.1

--

--

123.1

123.4

21.3

Nov. Dec.

9.8

52.8

161.2

15.1

52.1

17.2

166.3

58.3

63.4

16.8

43.8

156.6

145.1

108.5

145.5

..

..

117.0

119.1

21.4

Jan.

10.3

52.3

--

16.2

49.7

17.1

58.8

64.2

16.6

97.4

45.1

157.7

146.8

109.3

146.5

103.5

54.1

107.0

126.1

--

21.5

1981 Feb. Mar. April

9.3

52.2

--

12.3

50.6

17.5

168.5

57.2

64.6

16.5

97.1 97.1

55. 1

155.4 157.3

145.6 -- 146.8

110.4

147.5

103.3 -- 94.6

56.3 60.1

106.0 106.2

117.7 121.6

119.1 123.1

21.7

May

9.8

52.2

147.5

11.9

48.9

17.5

--

58.4

64.5

--

58.8

125.2

--

111.9

145.9

91.1

60.8

108.0

--

19.5

See section 10.1 for water-level measurements of additional wells.

-39-

4.0 HYDROLOGIC NETWORKS Continued

4.2 Surface Water

FOUR STREAMFLOW GAGES, FOUR AUTOMATED WATER-QUALITY SAMPLERS, AND FIVE RECORDING RAIN GAGES WERE OPERATED IN THE CAMP SWIFT AREA

The U.S. Geological Survey's surface-water data-collection network for the study area was established in 1979 to

obtain background information in advance of mining at Camp Swift.

Information on streamflow and surface-water quality is available for four sites in the Camp Swift area. The location of the surface- water hydrologic instruments with relation to the proposed mining area is shown in figure 4.2-1. Each streamflow station marks the location of a surface-water-quality sampling site. Definitions for selected surface-water related terms are given in section 11.2.

The four streamflow gages are located on two creeks that cross Camp Swift. Two continuous-record streamflow stations are on Big Sandy Creek. Station 08159165 is upstream and sta tion 08159170 is downstream from the

proposed mining area. Two flood- hydrograph partial-record stations are on Dogwood Creek, a tributary to Big Sandy Creek. The flood-hydrograph partial-record stations record flow only above a predetermined base- flow, and thus do not record low flows. Station 08159180 is inside Camp Swift near the headwaters of Dog wood Creek, and station 08159185 is downstream from the proposed mining area. This network provides a means of comparing flow characteristics up stream and downstream from future mining activity. The daily mean dis charges for the two continuous-record gaging stations are given in section 10.2.

-40-

97° 15'

30°!5' 30°I5

0 4 MILES _J

08150165

024 KILOMETERS

EXPLANATION

A CONTINUOUS-RECORD I STREAMFLOW STATION , AND NUMBER

97°!5'

LEASE AREA

APPROXIMATE AREA

08150185 A FLOOD-HYDROGRAPH, PARTIAL- °F PROPOSED MININQ

RECORD STATION AND NUMBER

08150180 v PERIODIC WATER-QUALITY STATION WITH AUTOMATIC SAMPLER

08 150166 T PERIODIC WATER-QUALITY AND SEDMENT STATION WITH

AUTOMATIC SAMPLER

4~ BS + RECORDING RAIN GAGE AND NUMBER

Figure 4.2-1. Location of surface-water stations and rain gages.

-41-

4.0 HYDROLOGIC NETWORKS--Continued

4.2 Surface Water Continued

Automated water samplers were activated at a predetermined stage and collected discrete water-quality samples at predetermined time inter vals. This schedule of sampling de fines the range of water-quality characteristics of the stream for the duration of a storm. Water-quality analyses for the four streamflow stations are presented in section 10.3.

Five recording rain gages are located in the study area. These gages record the depth of precipita tion at time increments of 15 minutes. The rain gages are located strategi cally so that the rainfall may be com pared with the corresponding runoff at the streamflow-gaging stations. The daily total rainfall for these

gages is given in section 10.4. The monthly and annual weighted-mean precipitation that applies to the two continuous-record streamflow stations are shown with the streamflow data for those stations in section 10.2.

Weighted-mean precipitation fac tors for each streamflow station are shown in table 4.2-1 from which the weighted-mean precipitation for a streamflow station may be determined. For example, the weighted-mean preci pitation for the watershed contribut ing to flow at the Big Sandy Creek near McDade streamflow station (08159165) could be computed as fol lows: Multiply the recorded precipi tation at rain gage 3-BS by 0.57 and add the the recorded precipitation at rain gage 4-BS multiplied by 0.43.

-42-

Table 4.2-1. Weighted-mean precipitation factors for watersheds monitored by streamflow gaging stations

Station number

08159165

08159170

08159180

08159185

Station name Rain gage

Big Sandy Creek near McDade

Big Sandy Creek near Elgin

Dogwood Creek near McDade

Dogwood Creek at State Highway 95 near

3-BS 4-BS

3-BS 4-BS 5-BS

1-BS

1-BS 2-BS

Weighted-mean precipitation

factor

0.57 .43

.36

.38

.26

1.00

.70 .30

McDade

-43-

5.0 SURFACE-WATER HYDROLOGY

STREAMFLOW VARIES WITH RAINFALL AIMU SOIL MOISTURE

Variations in streamflow are related to the duration and intensity of rainfall and the antecedent precipitation index.

A typical pattern of daily streamflow for Big Sandy Creek near Elgin (08159170) for January through April 1981 is shown in figure 5.0-1. The daily total rainfall for that period also is shown in the figure. This figure shows that the flow of Big Sandy Creek fluctuates very rap idly in response to rainfall in the watershed. Because the drainage area of Big Sandy Creek is relatively small, the duration of surface runoff from most storms is short, and the base flow of Big Sandy Creek is small, usually less than 0.5 cubic foot per second. Consequently, evapotranspi r- ation probably has very little effect on the floodflows of this creek.

The soil characteristics of this area, which are discussed in section 2.5, have a significant effect on streamflow. Because the shrink-swell potential, permeability, and moisture content of these soils vary greatly in relation to antecedent precipita tion, the runoff characteristics for a given storm can vary accordingly. After prolonged dry periods, the ab sorption characteristics of the soils can be very large, and thus the sur face runoff can be small. During wet periods, water storage capacity of the soils is greatly decreased, and thus surface runoff may be rel a- tively large.

-44-

30

10

OoUJ (O

oc.UJ O.

1.0

O.I

PRECIPITATI

N INCHES

M 0

° 0

i i I11 1 ' ' ' ' ' 1 ' ' ' ' '

. , 1. II ., , ,. ,.lllL. ,1. , , .

| .....

1 ., , ..... I.5 10 15 20 25 5 10 15 20 25 5 10 15 20 25 5 10 15 20 25

JANUARY FEBRUARY MARCH APRIL

Figure 5.0-1. Typical daily pattern of streamflow, Big Sandy Creek near Elgin (08159170), January-April 1981.

-45-

5.0 SURFACE-WATER HYDROLOGY Continued

Hydrographs of incremental pre- of the two continuous-record stream- cipitation and runoff for eight se- flow stations on Big Sandy Creek, lected storms at the four streamflow and one storm was analyzed for each stations on Big Sandy and Dogwood of the two flood-hydrograph, partial- Creeks are shown in figure 5.0-2. record streamflow stations on Dogwood Three storms were analyzed for each Creek.

-46-

BIG SANDY CREEK NEAR MC DADE BIG SANDY CREEK NEAR ELGIN

O l im-' 1^-" I I* -T I I I I 1_0 nCZZ^J U I I \ I 1 I I L0000 040O 0800 1200 1600 20OO 2400 0400 0800 1200 I60O 1200 1600 2000 2400 040O 0800 1200 ISOO 2000 2400 040

MARCH 27 MARCH 28 MAY 13 MAY 14 MAY 15

IOOO

900

800

700

600

50O

400

300

20O

100

BIG SANDY CREEK NEAR MC DADEI I I ]

Storm of May 13-14, I960

lo.o iopooBIG SANDY CREEK NEAR ELGIN

I ZOO 1600 200O 240O 0400 08OO I20O I6OO 2OOO 240O 0400 MAY 13 MAY 14 MAY 15

BIG SANDY CREEK NEAR MC DADE

0000 I2OO 24OO I20O 24OO I2OO 2400 I20O 2400 I20O 2400 JUNE II JUNE 12 JUNE 13 JUNE 14 JUNE 15

DOGWOOD CREEK NEAR MC DADE

/-AccumulotMl runoff / __________ --I.O

I20O 2400 I2OO 2400 1200 24OO I20O 2400 1200 24 JUNE II JUNE 12 JUNE 13 JUNE 14 JUNE 15

BIG SANDY CREEK NEAR ELGIN

I20O I60O 2OOO 240O 0400 080O I20O I6OO 200O 24OO 04OO MAY 13 MAY 14 MAY 15

DOGWOOD CREEK AT STATE HIGHWAY 95 NEAR MC DADE 70 140, , i , , , , , i r-

Storm of May 13-14, 1980

it. -

7.0

6.0

5.0

4.0

3.0

2.0

1.0

OOOO O4OO 0800 I20O I60O 2000 240O 040O 0800 I20O I60O MARCH 27 MARCH 28

1200 1600 200O 240O 0400 080O I20O I60O 200O 240O 040O MAY 13 MAY 14 MAY 15

Figure 5.0-2. Hydrographs and mass curves for four streamfiow stations on Big Sandy and Dogwood Creeks.

-47-


Selected characteristics of the precipitation and runoff for these storms are summarized in table 5.0-1. The incremental values of precipita tion and runoff for these storms are given in section 10.5. The incremen tal precipitation for selected storms at rain gages and the weighted-mean precipitation within the Big Sanrty and Dogwood Creek watersheds also are shown in the table for each streamflow site. Also presented in the

table are accumulated rainfall and runoff volumes expressed in inches of depth over the entire drainage water shed. Expression of precipitation and runoff in the same units allow direct comparison. For example, if a storm produces a weighted-mean pre cipitation of 1.00 inch and the accu mulated runoff is 0.30 inch, then the runoff would be 30 percent of the precipitation.

Table 5.0-1. Storm rainfall-runoff data, Big Sandy and Dogwood Creeks

Date of storm

March 27,1980

May 13-14,1980

June 11-14,1981

March 27,1980

May 13-14,1980

June 11-14,1981

May 13-14, 1980

May 13-14, 1980

RaTnTalT Ratio of MaximumDurationTotalMaximum Increment (Inches) Runoff runoff to discharge (hours) (Inches) 15 mln-30 rnln-50 rnln- (Inches) rainfall (cubic feet

__________________ute___ute___ute_________________________per second)

08159165 B1g Sandy Creek near McDade (Drainage area 38.7 square miles)

14

42

88

13

40

88

18

40

3.26

2.58

6.57

(

3.05

2.85

8.13

(

3.33

0.30

.49

.93

0.54

.71

1.67

1.04

.98

2.71

0.49

.66

2.79

08159170 B1g Sandy Creek near Elgin (Drainage area 63.8 square miles)

.41

.71

1.35

.73

1.08

2.51

1.13

1.15

3.76

.43

.74

2.53

0.15

.26

.42

.14

.26

.31

08159180 Dogwood Creek near McDade (Drainage area 0.53 square mile)

.85 1.35 1.57 .83 .25

08159185 Dogwood Creek at State Highway 95 near McDade (Drainage area 5.03 square miles)

4.72 .85 1.35 1.57 .50 ,11

989

984

4,410

1,340

1,720

5,760

54

130

-48-


The streamflow stations on Big Sandy Creek are located immediately upstream and downstream from the proposed lignite-mining area. The surface runoff from the intervening area between the two gaging stations was computed by subtracting the streamflow occurring at the upstream gage from the streamflow occurring at the downstream gage. Runoff values for the intervening area are present ed in table 5.0-2.

For the 3 years ending in Septem ber 1982, surface runoff accounted for only 6 inches of the 99 inches of precipitation occurring in the area; thus about 93 inches was absorbed within the watershed or was lost by evapotranspi ration.

The effect of antecedent rain fall on runoff is exemplified by the analysis of storms for the drainage area of Big Sandy Creek near McDade. During the storm on March 27 and May 13-14, 1980, total rainfall for

this drainage was 3.26 and 2.58 inches, respectively. Although dif ferences in incremental rainfall during the storms were insignificant (table 5.0-1), the runoff produced by the storm on March 27 was signifi cantly less than runoff produced by the storm on May 13-14. The storm on March 27 produced a total runoff of 0.49 inch (15 percent of the total rainfall), whereas the storm on May 13-14 produced a total runoff of 0.66 inch (26 percent of the total rainfall). Most of this difference in total runoff is attributed to an tecedent rainfall. Total rainfall during the 2 weeks before the March storm was only about 0.4 inch. How ever, total rainfall during the 2 weeks before the May storm was about 2.7 inches, about 0.8 inch of which occurred on the day before the storm. The effects of antecedent rainfall on runoff as exemplified by these storms are typical for other storms in the drainage area of Big Sandy Creek.

Table 5.0-2.--Rainfall and runoff data, for the intervening area between the two streamflow gages on Big Sandy Creek

Water year

1980

1981

1982

RunoffAc re -feet

2,080

3,520

2,640

Inches

1.55

2.63

1.97

Rainfall Ratio of runoff to rainfall (inches)

31.21

40.88

a/27.00

0.05

.06

.07

Total s 8,240 6.15 99.09 0.06

a/ Rain gages inoperative during October and November; annual total estimated,

-49-

6.0 GROUND-WATER HYDROLOGY

6.1 Source, Recharge, and Movement of Ground Water

INFILTRATION OF PRECIPITATION RECHARGES THE AQUIFERS IN THE CAMP SWIFT AREA

The Calvert Bluff and Simsboro Formations receive direct recharge at their outcrops. The movement of ground water generally is to the southeast.

The source of ground water in the Camp Swift area is precipitation. Part of the precipitation returns to the atmosphere through evaporation and transpiration, part flows into streams as runoff, and part infiltra tes through the soils and rocks to the zone of saturation. Definitions for selected ground-water terms are given in section 10.1.

Recharge to the Calvert Bluff and Simsboro Formations primarily is by di,-?ct infiltration of precipita tion ,,-tto the outcrops of these for mations. Recharge also may result from infiltration of streamflow from the streams that flow over the out crop of the aquifers. Where the water table is below the water level in the stream, such as the case with Dogwood Creek, water percolates through the stream channel and into the aquifer. The rate of this perco lation depends on the permeability

of the material nel.

below the stream chan-

Leakage from one aquifer to an other through confining beds also is a source of recharge to some in the Camp Swift area. Calvert Bluff recharges ing Simsboro chiefly through the lignite and silt, or fine sand the Calvert Bluff, tional recharge is the small vertical tivity of these confining beds. The driving force is the different hydrau lie pressure in the two formations on opposite sides of these beds, with the greater hydraulic pressure being in the Calvert Bluff and the lesser pressure in the Simsboro. The gener alized source, recharge, and movement of ground water in the Camp Swift area are shown in figure 6.1-1.

aquifers Water in the the underly- by leakage

beds of clay, near the base of This interforma- slow because of hydraulic conduc-

-50-

-19-

TI

(OC ^ (D

O>

II

COOC ^ O <D

(Q <D

(Q^O

Calvert BluffFormation

Simsboro Formation

6.0 GROUND-WATER HYDROLOGY Continued

6.1 Source, Recharge, and Movement of Ground Water Continued

Ground water moves in the Camp Swift area from the areas of recharge such as the outcrops of the Culvert Bluff, Simsboro, and Hooper Forma tions to areas of discharge such as deeply incised streams, well fields, and places where interformational leakage can occur. The rate at which the water moves probably varies from less than 10 feet per year in some places to several tens of feet per year in other places, and depends pre dominantly on porosity, hydraulic con ductivity, and the hydraulic gradient of the aquifer. The unconsolidated sand beds in the Calvert Bluff, Sims boro, and Hooper Formations commonly have different hydraulic conductivi ties but are much more permeable than the clay, silt, well-cemented sand stone, and lignite beds in some of these formations.

The regional direction of move ment of the ground water is to the southeast, but physical features al ter the direction locally. In order to understand the local components of movement, the Calvert Bluff and Simsboro Formations need to be con sidered individually.

Water in the Calvert Bluff tra vels mainly through channel-sand de

posits and upper-deltaic sand beds. The orientation of most of these chan nels and the hydraulic gradient is from northwest to southeast, which gives the water deep within the zone of saturation its dominant southeast erly movement. However, ground water at or near the water table at the top of the zone of saturation moves under the effect of gravity and the topogra phy. A water-table map of the Calvert Bluff and adjacent formations, which illustrates the multidirectional move ment of the shallow ground water is shown in figure 6.1-2. The shallow water moves in the direction of de creasing altitude of the water table and, for the most part, in the direc tion of decreasing altitude of the land surface.

Within the Carnp Swift Military Reservation shallow-water movement is toward Big Sandy and Dogwood Creeks. A shallow ground-water divide occurs along the southeastern boundary of the reservation (along Farm-to-Market Road 2336 where a land-surface divide also occurs). Shallow water moves southeasterly from this divide toward Piney Creek and northwesterly from this divide toward Big Sandy and Dogwood Creeks.

-52-

EXPLANATION

OUTCROP OF MOSTLY SIMSBORO AND HOOPER FORMATIONS THAT UNDERLIE THE CALVERT BLUFF FORMATION

WELL USED FOR CONTROL Number indicates altitude of water table, in feet above National Geodetic Vertical Datum of 1929

RIVER-STAGE SITE USED FOR CONTROL Number is the approximate normal altitude of water level in river, in feet above National Geodetic Vertical Datum of 1929

WATER-TABLE CONTOUR Shows altitude of wate table. Contour interval 50 feet. National Geodetic Vertical Datum of 1929. In addition to well and riv stage control, the water-table contours were base on topography from 7 1/2- minute quadrangles.

Figure 6.1-2. Altitude of the water table in the Calvert Bluff and adjacent formations.

-53-


6.1 Source, Recharge, and Movement of Ground Water Continued

Vertical water movement from the Calvert Bluff to the Simsboro occurs as leakage through the confining beds near the base of the Calvert Bluff. This process constitutes a natural means of water discharge from the Cal vert Bluff and a source of recharge to the Simsboro.

Regional ground-water movement in the Simsboro also is to the south east. A potentiometric-surface map of the Simsboro, which shows the al titude to which water levels in rela tively deep wells in the Simsboro

will rise is shown in figure 6.1-3. An analysis of the map indicates that ground water deep within the zone of saturation in the Simsboro is moving from the outcrop of the Simsboro in southeasterly and southerly direc tions. Localized, but extensive pumping has caused cones of depres sion east of Elgin and especially near the south corner of the Camp Swift Military Reservation. Some of the Simsboro water moves into these depressions from virtually all direc tions.

-54-

OUTCROP OF SIMSBORO FORMATION

EXPLANATION

350- WATER-LEVEL CONTOUR Shows altitude at which water level would have stood In tightly cased wells. Dashed where approximately

Geodetic vertical Datum of 1929

GENERAL DIRECTION OF MOVEMENT OF RELATIVELY DEEP GROUND WATER IN SIMSBORO FORMATION

Figure 6.1-3. Altitude of water levels in wells completed in the Simsboro Formation.

-55-


6.2 Aquifer Testing

U.S. GEOLOGICAL SURVEY PERFORMS GEOHYDROLOGIC TESTING IN CAMP SWIFT

Three exploratory holes were drilled in Camp Swift and extensive aquifer tests on nearby city of Bastrop wells were

utilized to determine the geohydrologic characteristics of the Calvert Bluff and Simsboro Formations.

Because the principal source of ground-water for communities in the Camp Swift study area is the Simsboro Formation and because the lignite is included in the Calvert Bluff Forma tion, the U.S. Geological Survey dril led three test holes (fig. 4.1-1) in the Camp Swift Military Reservation to determine selected geologic and hydro!ogic properties of these forma tions. This information will be use ful to companies and individuals that are involved in evaluating the area for environmental reasons and for lignite mining.

The three test holes that were drilled are near the southeast bound ary of Camp Swift where the lignite seams in the proposed lease area are relatively deep. The test holes, which are designated C-ll, C-12, and C-13 are spaced 50 feet apart (fig. 6.2-1). Well C-ll is 500 feet deep and is screened in the Simsboro For mation from 240 to 490 feet below land surface. Wells C-12 and C-13 are 220 and 330 feet deep, respec tively. Well C-12 is screened in the Calvert Bluff Formation from 200 to 220 feet below land surface, whereas well C-13 is screened in the Simsboro from 250 to 330 feet.

Well C-ll, with the pump set at a depth of 205 feet below land sur face, was test pumped for 48 hours at an average rate of 110 gallons per minute. The water levels in all three wells were monitored for 48 hours dur ing pumping to determine drawdown

and for an additional 48 hours after pumping stopped to determine recovery, The maximum drawdown at well C-ll was about 94 feet, which translates into a specific capacity of 1.2 gallons per minute per foot of drawdown. This drawdown is considered to be exces sive in relation to the pumping rate and is not considered be to represen tative of the Simsboro. The probable cause of the abnormal specific capa city is incomplete well-development, which resulted in fine sand, silt, and mud clogging much of the screen. The maximum drawdown at well C-13 which is 100 feet from C-ll, was 1.4 feet.

The water level in well C-12, screened near the base of Calvert Bluff but above the basal confining layers including the two basal lig nite beds, showed no appreciable change during and after the test pump ing of the Simsboro well. This lack of change in the water level demon strates that the lignite and other tight beds of fine sand or clay are effective confining beds to the Sims boro aquifer and that hydraulic con nection between the Calvert Bluff and Simsboro is restricted. This situa tion of restricted hydraulic connec tion probably predominates throughout most of the area, except in places where the lignite and other tight beds are discontinuous. In such areas, water from the Calvert Bluff could move more easily into the Sims boro.

-56-

I Ol

-si

UJ u_ u

50

100

150

200

rr CO Q

250

< CD X

h-

Q.

UJ

O

30

0

350

400

450

500

Pote

ntio

metn

csurf

ace

of

basa

l p

art

of

Calv

ert

B

luff

Form

atio

n

Pot

entio

met

ric

surf

ace

ofup

per

pa

rt o

f S

imsb

oro

For

mat

ion

15

20

25 F

EE

T

i I

i

Lo

catio

n

sket

ch

50 100

150

200

250

300

350

400

450

!500

Fig

ure

6.2

.-1

. G

en

era

lize

d s

ect

ion t

hro

ugh

U.S

. G

eo

log

ica

l S

urv

ey

test

hole

s.


6.2 Aquifer Testing Continued

The hydraulic properties of the Simsboro aquifer were derived from aquifer tests of several city of Bastrop municipal wells (formerly public-supply wells for the Camp Swift Military Reservation). The well field is located from 0.75 to 1.5 miles south of the south corner of Camp Swift (fig. 4.1-1). Because of this close proximity of the well field to the Camp Swift Military Re servation, the hydraulic properties of the Simsboro in the two areas should be similar.

Results of extensive aquifer testing of the Simsboro involving several wells (Guyton, 1942) are pre sented in section 10.6. The trans- missivities and storage coefficients obtained from the tests were derived by the application of the Theis nonequilibrium formula and by the Thiem formula for artesian conditions. As a basis for computation, it is as sumed from the data in section 10.6 that a transmissivity of 6,000 feet squared per day and a storage coeffi cient of 0.0004 may be considered to be average values. Specific capaci ties for six wells after 1.5 hours of pumping ranged from 9.5 to 21 gal lons per minute per foot and averaged 17 gallons per minute per foot.

These average values of transmis sivity and storage coefficient were used in the Theis nonequilibrium for mula to prepare the curves in figure 6.2-2. The curves show the theoreti cal drawdown in water levels at vari

ous distances from a center of pump ing at the rate of 1,000 gallons per minute after 1 month, 3 months, 6 months, and 1 year of continuous pump ing. The theoretical drawdown is pro portional to the pumping rate. For example, to compute the drawdown pro duced by pumping 500 and 5,000 gallons per minute, the drawdown indicated in the diagram should be multiplied by 0.5 and 5.0, respectively.

Inherent in the mathematical for mulas from which the theoretical draw down curves depicted in figure 6.2-2 were derived are several idealistic assumptions, among which that the aquifer is 1ithologically homogeneous and isotropic and is infinite in areal extent. Because these condi tions are unrealistic in the Simsboro, the values are necessarily subject degrees of error.

the case of of drawdown to varying

The presence of the Simsboro out crop, which is from 1 to 7 miles west of Camp Swift, is a chief factor that affects the theoretical drawdown values. The outcrop is a recharge boundary that will have a mitigating effect on water-level drawdowns, in which case the actual drawdowns will be somewhat less than the theoretical curves show. Faults, in contrast, which usually are barriers to ground- water flow, could increase the theo retical drawdowns. Computer models of ground-water flow need to be con sidered if more precise effects of pumping are needed.

-58-

36 40

0

Tra

nsm

issi

vity

= 6

000 f

eet

squa

red

per

day

Sto

rage

coeffic

ient

= 0

.00

04

Pum

ping

rat

e =

1000

gal

lons

per

min

ute

1 1

1 1

1 1

1 1

1 1

I 1

1 1

I 1

10

12

14

16

18

20

2

2

24

26

28

DIS

TA

NC

E

FRO

M

CE

NT

ER

OF

PU

MP

ING

, IN

TH

OU

SA

ND

S O

F F

EE

T

30

323

436

Fig

ure

-6

.2-2

. R

ela

tio

n

of

dra

wd

ow

n to

tim

e a

nd

d

ista

nce

fr

om

a

cente

r of

pu

mp

ing

.

7.0 WATER QUALITY

7.1 Surface-Water Quality

SURFACE-WATER SAMPLES WERE ANALYZED TO DEFINE PREMINING QUALITY

Water Samples were Collected During Different Seasons and During Different Flow Conditions to Depict

the Variance in Quality

The concentrations and types of solutes dissolved in surface water that drains from areas where munici pal and industrial effects are mini mal principally depend on the chemi cal composition and physical struc ture of the rocks and soils contacted by the water and on the duration of the contact. The quantity of the soluble material in rocks and soils available for solution is decreased by leaching. Consequently, the rocks and soils near land surface in humid areas usually are well leached, and storm runoff from these areas usually contains small concentrations of most dissolved solutes. However, in head water regions where much of the run off in ephemeral streams result from flash floods, both the quantity and quality of the water may vary widely. During periods of sustained low or base flow, the water in many streams consists mostly of inflow of ground water, and the concentrations of most solutes are maximum. The concentra tions usually decrease significantly during and after periods of storm run off. However, some streams do not have this simple pattern because of other factors that affect the solute concentrations. Definitions of selec ted water-quality-related terms are given in section 11-3.

As part of this study to obtain background hydrologic data for the Camp Swift area prior to lignite min ing, automatic water samplers were in stalled at the four streamflow sta tions. (See figure 4.2-1). These samplers were activated at a pred

etermined stage and collected dis crete water samples at predetermined time intervals. Automatic sampling during some periods was supplemented by manual sampling. Selected samples collected during storm runoff were analyzed for a variety of constitu ents or properties including major dissolved inorganic constituents, selected dissolved trace constitu ents, total nutrients, total pesti cides, and indicator bacteria. The results of these analyses are given in section 10.3.

The quality of surface water in the Camp Swift area generally is suit able for most uses, but varies signi ficantly in response to variations in discharge and related factors. Low flows in Big Sandy Creek are sustain ed principally by the inflow of shal low ground water. During these peri ods, concentrations of major dissolv ed inorganic constituents in streamflow are large. During the early stages of storm runoff, the concen trations of the major constituents also are large due to the leaching of soluble weathered material that has accumulated at the land surface since the last storm. As the dura tion of the storm runoff continues and the soluble material is flushed from the land surface, the concentra tions of the major dissolved consti tuents decrease. This "first flush" pattern also is typicai for indicator bacteria. However, concentrations of some of the other constituents such as total nitrogen species and total phosphorus do not K<we the typical

-60-

-1.9-

TOTAL NITRATE NITROGEN CONCENTRATION, IN MILLIGRAMS PER LITER

oPpppppp0) "^ CD

p ro

pOJp bi

TTTT

DISCHARGE, IN CUBIC FEET PER SECOND

p (0

a(D

o a a

DISSOLVED-SOLIDS CONCENTRATION, IN MILLIGRAMS PER LITER

oIN) Oo

4> O O

o> o o

CDo o

o o o

ro o o

4*o o

o> o o

CDo o

IN)o0o

SUSPENDED-SEDIMENT CONCENTRATION, IN MILLIGRAMS PER LITER

7.0 WATER QUALITY Continued

7.2 Stream Sediment

LARGE SEDIMENT YIELDS MAY RESULT FROM SURFACE MINING

Suspended sediments in the lignite mining area are predominantly clay

Sediment yields are affected by numerous factors including physiogra phy, soils, climate, and land use. Land-use activities such as forest clearing, cultivation, road construc tion, and surface mining may drasti cally increase natural erosion and sediment yields. During surface min ing, large volumes of exposed unconsolidated spoil may be a major source of sediment. Definitions for sedi ment-related terms are given in sec tion 11.4.

Suspended-sediment samples were collected by automated samplers and manually at three sites in the pro posed mining area. Locations of the three sampling sites, 08159165 Big Sandy Creek near McDade; 08159170 Big Sandy Creek near Elgin; and 08159180 Dogwood Creek near McDade, are shown in figure 4.2-1. The results of sus pended-sediment analyses for samples from these streams are presented in section 10.3. Continuous streamflow records are available for two of the sites, Big Sandy Creek near McDade and Big Sandy Creek near Elgin. The relation of stream discharge to sus pended sediment is shown in figure 7.2-1; and particle-size distribution of the suspended sediment is shown in figure 7.2-2.

According to the U.S. Soil Con servation Service (1959) this area should yield approximately 0.54 acre- foot of sediment per square mile per year. The sediment yield during the short duration of this study was sig nificantly smaller; but surface min ing could greatly increase this yield,

Big Sandy Creek near McDade

Seventeen samples for the analy sis of suspended-sediment concentra tions were collected from Big Sandy Creek near McDade during the period of investigation. Most of the sam ples were collected during two floods in March and May 1980. The suspen ded-sediment concentrations ranged from 6 milligrams per liter during low flow to 2,680 milligrams per liter during flood runoff. The instanta neous suspended-sediment discharge ranged from virtually zero during low flow to 3,260 tons per day during flood runoff. The relation of instan taneous suspended-sediment discharge to water discharge is shown in figure 7.2-la. These data and streamflow records indicate a sediment yield of about 0.1 acre-foot per square mile per year.

-62-

A. 08159165 BIG SANDY CREEK NEAR MC DADE

10,000b ii'""| < MM..., . ,um.| . ,.,,,.11 i MI

u o tr< x o«2 > Q <

UJ°-COZO

1000

100

10

ozUJ Q. CO

CO

O.I i i.ml I Illllul i lilllill I iltlilll I I I I III!

B. 08159170 BIG SANDY CREEK NEAR ELGIN

up n-

0.1 I 10 100 1000 10,000 O.I 1 10 100 1000 10,000

WATER DISCHARGE, IN CUBIC FEET PER SECOND

UJoIT

O<2 >

-IZ OC-

Q f>UJ ZCO O

UJa.COr>CO

10,000

1000

100

10

C. 08159180 DOGWOOD CREEK NEAR MC DADE

0 I i i i mill i i ii mil i iiiiinl I iiiiiul i i ill

I 10 100 1000 10,000 100,000

WATER DISCHARGE, IN CUBIC FEET PER SECOND

Figure 7.2-1. Relationship between stream discharge and suspended sediment.

-63-


7.2 Stream Sediment Continued

The particle-size distribution of seven samples was determined, and the discharge-weighted averages of the sizes were computed. These data, which are shown in figure 7.2.-2a, indicate that the suspended sediments at this station is composed of about 10 percent sand, 11 percent silt, and 79 percent clay.

The streambed is well defined, and the banks both upstream and down stream from the station are shallow and densely vegetated. Samples indi cated that both the streambed and stream banks are composed mostly of fine-to-medium sand with some gravel and small rocks.

Big Sandy Creek near Elgin

Twenty-one samples for the anal ysis of suspended-sediment concentra tions were collected from Big Sandy Creek near Elgin during the period from October 1979 to May 1981. Most of these samples were collected dur ing floods in March and May 1980 and May 1981. The suspended-sediment concentrations ranged from 10 milli grams per liter during low flow to 2,100 milligrams per liter during flood runoff. Instantaneous suspen ded-sediment discharge ranged from 0.01 ton per day during low flow to 1,670 tons per day during flood run off. The relation of instantaneous suspended-sediment discharge to water discharge is shown in figure 7.2-lb. These data and streamflow records in dicate a sediment yield of about 0.07 acre-foot per square mile per year.

Particle-size distribution of three sediment samples, collected in March and May 1980 at flows between 27 and 178 cubic feet per second was determined, and the discharge-weigh ted averages of the individual sizes were computed. These data, which are shown in figure 7.2-2b, indicate that

-64-

the suspended sediment is composed of about 14 percent sand, 22 percent silt, and 64 percent clay.

The streambed and banks at this site are similar to those of Big Sandy Creek near McDade. The chan nel is well defined and the banks are densely vegetated. The bed contains gravel, small rocks, and medium-to-fine sand. The shallow banks are composed of medium-to-fine sand.

Dogwood Creek near McDade

Ten samples for the analysis of suspended-sediment concentrations were collected from Dogwood Creek near McDade during January, March, and May 1980. The suspended-sediment concentration ranged from 54 to 701 milligrams per liter and instanta neous suspended-sediment discharge ranged from 0.22 to 51 tons per day. The relationship between suspended- sediment discharge and water dis charge is shown in figure 7.2-lc. Sediment yield was not computed be cause the station is not a continu ous-record streamflow station.

Selected particle-size distribu tion was determined for seven samples, but the distribution of silt and clay was determined for only two samples. Suspended sediment in these two sam ples averaged about 1 percent sand, 7-percent silt, and 92-percent clay (fig. 7.2-2c). The discharge-weight ed concentration based on all seven samples consisted of 3 percent sand and 97 percent silt and clay.

The streambed upstream from the site is poorly defined and the banks are densely vegetated with small shrubs and trees. The streambed is composed of hard packed clay. The banks are easily eroded and are com posed of clay and sand.

A. 08159165 BIG SANDY CREEK NEAR MC DADE99.999.899.5

ffi 99.0 UJ 98

UJ

oUJ

O5z

ocUJzGZ

UJ-j oH OC<CLU. O

95

90

80706050

99.999.899.599.0

98

95

90

80706050

- Clay

- Clay

£ 99.9 O 99.85 99.50. 99.0

98

95

90

80

_ Clay

0.001

TSilt Sand

Average of seven samples

I

B. 08159170 BIG SANDY CREEK NEAR ELGIN

I

Silt Sand

Average of three samples |

C. 08159180 DOGWOOD CREEK NEAR MC DADE

Silt Sand

IAverage of two samples

I _______I I

0.01 O.I

DIAMETER, IN MILLIMETERS

Figure 7.2-2. Particle-size distribution of suspended sediment.

-65-

7.0 WATER QUALITY

7.3 Ground-Water Quality

GROUND-WATER SAMPLES WERE ANALYZED TO DEFINE PREMINING QUALITY

The chemical quality of ground water generally is suitable for most domestic uses with few exceptions

Ground water contains dissolved solutes from many sources. The sources and significance of selected constituents and properties commonly reported in water analyses are given in section 10.6. Analyses of water samples from 13 wells in the Camp Swift and surrounding areas included most of these major dissolved inor ganic constitutents, selected dis solved trace constituents, total nutrients, and related properties. Analyses of samples from three wells also included selected total pesti cides 2nd related organic compounds. The results of these analyses to determine the quality of ground water prior to mining are given in table 7.3-1.

The results of the analyses for

major inorganic constituents show that chemical composition of the water varies significantly from for mation to formation and from place to place within each formation. Analyses of samples from two wells generally indicate that water in the Hooper Formation is a calcium bicar bonate type and very hard.

Analyses of samples from eight wells indicate that the chemical com position of water in the Simsboro Formation varies areally. Water from five wells completed in the Simsboro Formation is a calcium bicarbonate type; water from two wells is a sodium chloride type; and water from one well is a mixed calcium sodium bicarbonate type. The water in most areas of the formation is very hard.

-66-

Tab

le 7

.3-1

.--W

ate

r-q

ua

lity

data

fo

r w

ells

an

d te

st

hole

s In

th

e Ca

mp

Sw

ift

stud

y ar

ea

[Wate

r-yi

eld

ing units:

Twh.

H

oope

r F

orm

atio

n;

Tws,

S

imsb

oro

For

mat

ion;

Tw

cb,

Ca

lvtr

t B

luff

F

orm

atio

n.

Un

it abbre

viatio

ns:

m

in,

min

ute

s;

M"h

o.

mlc

rom

hos

per

centim

ete

r a

t 35

° C

els

ius;

co

ls,

per

100

mL,

co

lonie

s pe

r 10

0 m

lllilite

rs;

mg/

L, m

illig

ram

s pe

r lite

r;

pg/L

, m

icro

gram

s pe

r lite

r;

K,

base

d on

non-I

deal

colo

ny co

unt;

<,

less

th

an

; >,

g

rea

ter

than]

Wel

l nu

mbe

r an

d w

ate

r-

yie

ldin

g

un

it

A-3

9,

Twh

A-3

3,

Tws

A-3

5,

Tws

A-3

7,

Tws

A-4

5,

Twh

A-4

7,

Tws

8-

7,

Tws

C-

1,

Tws

C-

9,

Twcb

C-1

0,

Twcb

C-ll.

Tws

C-1

7,

Tws

C-2

5,

Twcb

Wel

l nu

mbe

r

A-2

9,

Twh

A-3

3,

Tws

A-3

5,

Tws

A-3

7,

Tws

A-4

5,

Twh

A-4

7,

Tws

8-

7,

Tws

C-

1,

Tws

C-

9,

Twcb

C-1

0,

Twcb

C-ll,

Tws

C-1

7,

Tws

C-2

5,

T«cb

Well

A-2

9,

Twh

C-ll,

Tws

C-1

7,

Tws

Wel

l nu

mbe

r

A-2

9,

Twh

C-ll,

Tws

C-1

7,

Tws

Dat

e of

sam

ple

9-

3-8

0

9-

9-8

0

9-

3-8

0

9-

9-8

0

9-

3-8

0

9-

9-8

0

9-

9-8

0

9-

3-8

0

9-

3-8

0

9-

9-8

0

12-

8-8

0

9-

3-8

0

9-

9-8

0

So

lids,

sum

of

co

nsti

tuents

, d

is-

sol v

ed

(mg

/L)

374

101

357

356

345 78

480

395

469

597

299

430 -- Pcb

.

(wg/

O

0.00 .0

0

.00 Per

- th

ane

tota

l (M

9/L)

0.00

.00

.00

Tim

e

1015

1130

1055

1245

1035

1215

1030

1245

1345

0950

0900

0935

0915

Nitro

ge

n,

nitra

te

(mg/

L as

N

)

0.00

7.7 .00

.00

.00

.03

.00

0.00 .0

0

.00 - .00

Nap

h-

tha

-

poly

- ch

lor.

to

tal

(ug/L

)

0.0

0

.00

.00

Tox

- aphene,

tota

l (w

g/0

0.0

0

.00

.00

Pum

p or

flow

S

pe-

pH

prior

to

sam

plin

g

(min

)

30 30 60 - 60 60 120

20 60 30

30 "

con

du

ct

an

ce

(prn

ho)

599

7.2

179

6.1

650

5.4

567

7.1

569

7.3

108

5.3

754

7.2

656

7.4

776

7.4

984

7.3

492

7.1

683

7.3

4,7

50

6.6

Coll-

C

oll-

Str

ep

- T

empe

r-

form

, fo

rm,

toco

ccl

Ha

rd-

Har

e

( C

) im

ned.

(c

ols

, p

er

100

mL)

25.5

K2

7

24.5

K

130.

000

23.0

<1

36.0

K1

4

25.5

35

23.5

K4

27.0

<1

3b.O

<1

26.0

<1

24.0

K6

25.0

8

,80

0

25.0

<1

33.0

<1

Nitro

- N

ltro

- N

itro

- N

itro

- ge

n am

- N

itro

gen,

gen,

gen

mon

ia

* ge

n nitra

te

amm

onia

org

anic

org

anic

to

tal

(mg/

L as

N

)

0.0

00

.010

.000

.010

.000

.000

0.0

00

.000

.000

" .010

Al d

ri n

Ug/

L)

0.0

0

.00

.00

Tri-

thio

n

tota

l (w

9/L

)

0.0

0

.00

.00

(mg/

L (m

g/L

as

N)

as

N)

0.0

90

1.

7

.00

0

.62

.06

0

.31

.050

.41

.100

.4

9

.000

.33

.15

0.3

90

0.2

6

.00

0

.38

.050

..

8.2

0

7.8

Chlo

r-

, da

ne ,

000

,

(iig

/L)

(iig

/L)

0.0

0

0.0

0

.00

.00

.00

.00

(mg/

L as

N

) as

N

)

1.8

0

1.8

.62

8.3

.37

.37

.46

.46

.59

.59

.23

.2

6

.38

.28

0.5

5

55

.38

.3

8

.41 -.

16.0

16

DI

O

DE

, O

OT,

az1

l

(pg

/L)

(wg/L

) \°

g

0.0

0

0.0

0

0.

.00

.00

.00

.00

0.7

KF

agar

(mg/

L no

ne

pm-M

F (c

ols

. as

bo

ni

(co

ls./

p

er

CaC

03)

(m

g/

100

mL)

10

0 m

L)

CaCC

Kl

<1

240

27,0

00

>710

52

1-

Cal

cium

H

agn

> dis

- si

u

:ar-

so

lved

d

is

ite

(r

og/l

solv

1

as

Ca)

(r

ag/

>3)

as

"9

9

20

<1

<1

140

130

<1

<1

190

<1

<1

310

<1

K4

15

<1

<1

270

<1

<1

280

<1

<1

340

<1

18

280

210

180

190

<1

K3

280

0 8 6 87 88

0 0 27

89

74

13

IS

3.

36

12

58

11

67

11

4.0

1.

79

17

81

18

60

23

69

26

62

7.

93

11

<1

Kl

1,9

00

1

,90

0

330

270

Pho

s-

Carb

on,

Ars

enic

phoru

s,

org

an

ic

dis

- to

tal

tota

l so

lve

d

(mg/

L (m

g/L

(Mg/L

as

N

) as

N

) as

A

s)

0.1

70

0

.04

0

2.0

0

.12

0

1

.03

0

3.1

0

.13

0

0

.030

.0

0

.10

0

1.8

0

0.0

90

--

0

.130

0

3.5

0

.110

2

.3

0 1

.05

0

13

0

Oi-

End

o-

. _

,

eld

rln

sulfan,

En

drin

.1

'

tota

l to

tal

tota

l K

.)

Ug/l)

(iig

/L)

(iig

/L)

,00

0.0

0

0.0

0

0.0

0

,00

.00

.00

.00

,00

.00

.0

0

.00

Bar

ium

, dis

- so

l ved

(M

9/L

as

Ba)

ZOO 70

100 90 100 30 100

100

60

30

100

100

500

, E

thio

n to

tal

(wg/

L)

0.0

0

Cad

ml u

rn

dis

so

lved

(w

g/L

as

Cd)

<1 <1 <1 <1 <1 <1 <1 <1 <1

<1

<1 <1 3

Hep

ta-

, ch

lor,

to

tal

(wg/

L)

0.0

0

.00

.00

.00

.00

e-

Sod

ium

, S

odiu

m

Pot

as-

Ble

ar-

C

ar-

Su

lfate

C

hlo

- F

luo-

Sili

ca

, n

, dis

- ad

sorp

- sl

um

bona

te

bona

te

dis

- rid

e,

rid

e,

dis

so

lved

tlon

dis

- (f

ield

) (f

ield

) so

lved

dis

- dis

- so

lved

e

d (m

g/L

ratio

so

lved

(m

g/L

(mg/

L (m

g/L

solv

ed

solv

ed

(mg/

L L

as

Na)

(mg/

L as

as

CU

3)

as

S04)

(m

g/L

(mg/

L as

)

as

K)

HC03

) as

C

l)

as

F)

Si0

2)

38

1.

6 10 51

1.

50

1.

36

1.

3 12

1.

51

1.

26 74

2.

100

2.

7 24

34 340

3.

Chr

o

miu

m,

Cop

per

dis

- d

is

solv

ed

solv

ed

(Mg/

L (ii

g/L

as

Cr)

as

C

u)

10

0

(J 5

0 0

10

2

0 0

10

35

10

1

10

0

10

0

0 2

0 <1

0

0 0

20

38

1 2

.7

380

0 27

42

0.3

6 5

.8

40

0 10

14

9 7.9

19

0

49

150

.1

6 3.7

28

0 0

30

35

1 3.0

35

0 0

24

42

.4

3 3.7

12

0

3.8

23

4 4.5

22

0 0

130

57

7 4

.0

230

0 73

49

.2

1 3

.6

370

0 69

31

.2

6 5.0

38

0 0

140

46

9 3

.4

230

0 72

58

.3

4 28

40

2,0

00

5.4

Man

ga-

Sel

e-

, Ir

on

, Le

ad,

nese

. M

ercu

ry

nium

. S

ilve

r,

dis

- dis

- d

is-

dis

- dis

- dis

so

lved

so

lved

so

lved

so

lved

so

lved

so

lved

(u

g/L

(n«/

L (ii

g/L

(iig/

L (M

g/L

(ng/

L as

Fe

) as

Pb

) as

M

n)

as

Hg)

as

Se)

as

Ag)

30

3 50

0.

0 0

0

10

1 10

.0

0

0

6,1

00

3

380

.0

00

10

2 10

.0

0

0

200

3 30

.0

0

0

50

4 6

.0

3 0

20

0 9

1.6

0

0

30

3 80

0

.0

0 0

90

0 8

.0

0 0

20

0 10

.0

0

0

60

35

120

.000

40

3 26

0 .0

00

1,50

0 4

0 .0

0

0

39 26 35 30 38 24 33 30 27 24

32

44 "

Zin

c,

dis

so

lved

(«

g/L

as

Zn)

5 30 40 <3 6 60 4 90 50

4 6 10 0

Kep

t a-'

Met

h-

Met

hyl

Met

hyl

chlo

r Li

ndan

e M

ala-

ox

y-

para

- tr

i-

Hi r

ex,

P

ara-

ep

oxid

e to

tal

thlo

n,

ch

lor,

th

ion

th

ion,

tota

l th

ion

, to

tal

(w9/

L)

tota

l to

tal

tota

l to

tal

Ug/L

) to

tal

(w9/

L)

(wg/

L)

(ug/

L)

(ng/L

) (w

g/L)

(w

g/L)

0.0

0

0

.00

.00

.00

0

.00

0

.00

0

.00

0

.00

0

.00

0

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

2.4

-0,

3,4

-OP

, 3

,4, 5

-T,

Silv

ex,

tota

l to

tal

tota

l to

tal

(ug

/L)

(ug

/L)

(wg

/L)

(Mg

/L)

0.0

0

.00

.0

0

.00

.00

0.0

7

0.0

0

.00

.00

.02

.0

0

-67

-


7.3 Ground-Water Quality Continued

Analyses of samples from three wells indicate that the chemical com position of water in the Calvert Bluff Formation varies significantly. Water from two wells is a mixed sodi um calcium bicarbonate type. Water from the other well is a mixed sulfate type in which no single cation predominated. The water generally is very hard.

Ground water in the Camp Swift area is being used principally for municipal and domestic purposes. Reg ulations for selected water-quality constituents and properties estab lished by the U.S. Environmental Pro tection Agency {1977a, b) are summa rized in table 7.3-2. Based on these

regulations, quality of the ground water generally is suitable for most uses. Concentration of dissolved iron in two samples and the concen tration of dissolved manganese in four samples exceeded the secondary standards of 300 and 50 micrograms per liter, respectively.

Bacteriological analysis of sam ples indicate that fecal contamina tion from warm-blooded animals or hu mans is degrading the ground-water quality in some areas, contamination does not widespread and probably results from the infiltration of wastes into poorly-cased dug wells or incomplete development of recently drilled wells.

However, such appear to be

-68-

Table 7.3-2. Summary of regulations for selected water-quality constituents and properties for public water systems

[yg/L, micrograms per liter; mg/L, milligrams per liter]

DEFINITIONS

Contaminant. Any physical, chemical, biological, or radiological substance or matter in water.

Public water system. A system for the provision of piped water to the public for human consumption, if sucher sy "at~Tsystem has at least 15 service connections or regularly serves at least 25 individuals daily at least 60 days out of the year.

Primary (mandatory) standard. The maximum permissible level of a contaminant in water that is delivered to the free-flowing outlet of the ultimate user of a public water system. Primary standards are those set by the U.S. Environmental Protection Agency (1977a) in the National Interim Primary Drinking Water Regulations. These regulations deal with contaminants that may have a signicant direct effect on the health of the consumer and are enforceable by the Environmental Protection Agency.

Secondary (recommended) standard. The recommended permissible concentration of a contaminant in water that is delivered to the free-flowing outlet of the ultimate user of a public water system. Secondary standards are those proposed by the Environmental Protection Agency (1977b) in the National Secondary Drinking Water Regulations. These regulations deal with contaminants that may not have a significant direct effect on the health of the consumer, but their presence in excessive quantities may affect the esthetic qualities and discourage the use of a drinking-water supply by the public.

Contaminant

Arsenic (As) Barium (Ba) Cadmium (Cd) Chloride (Cl) Chromium (Cr) Copper (Cu) Iron (Fe) Lead (Pb) Manganese (Mn) Mercury (Hg) Nitrate (as N) PHSelenium (Se) Silver (Ag) Sulfate (S0 4) Zinc (Zn) Dissolved solids

INORGANIC CHEMICALS AND RELATED PROPERTIES

Primary standard

50 yg/L1,000 yg/L

10 yg/L

50 yg/L

50 yg/L

2 yg/L 10 mg/1

10 yg/L 50 yg/L

Secondary standard

250 mg/L

1,000 yg/L 300 yg/L

50 yg/L

6.5 - 8.5

250 mg/L5,000 yg/L

500 mg/L

Fluoride. The maximum permissible concentration for fluoride depends on the annual average of the maximum daily air temperatures for the location in which the community water system is situated. A range of annual averages of maximum daily air temperatures and corresponding maximum permissible concentration level for fluoride are given in the following tabulation:

Average of maximum daily air temperatures (degrees Celsius)

12.0 and below12.1 - 14.6

17.6 21.4 26.2 32.5

14.717.721.526.3

Primary standard(SgTH

2.4 2.2 2.0 1.8 1.6 1.4

ORGANIC CHEMICALS

Chlorinated Hydrocarbons Chlorophenoxys

Contaminant

Endrin Lindane Methoxychlor Toxaphene

Primary standard (ygTH

0.24

1005

Contaminant

2,4-D Si 1 vex

Primary standardUgTT]

10010

-69-

8.0 OVERBURDEN ANALYSIS

CHEMICAL ANALYSIS WAS PERFORMED ON CORE SAMPLES

The overburden at Camp Swift was analyzed for major inorganic constituents and trace elements

In December 1980 a continuous core was cut through the Calvert Bluff Formation into the upper part of the Simsboro Formation at well C-13. Core was recovered from 168 feet of the interval from the land surface to a depth of 255 feet, ex cept for mainly unconsolidated sand beds. Gamma-gamma (formation densi ty), natural gamma-ray, spontaneous- potential, and resistivity logs were obtained at a depth of 322 feet. The core samples from the overburden were analyzed for major inorganic consti tuents and trace elements. Core sam ples from the lignite beds also were analy^d for trace elements, percent moistirs, percent ash, percent vola tile material, percent fixed carbon, percent sulfur, and gross heat of combustion. These analyses were per formed by the Southwestern Laborator ies, Dallas, Texas, according to guidelines set by the Railroad Com mission of Texas, whose authority in cludes the regulation of the explora tion and surface mining of coal in

Texas. Results of these analyses are shown in section 10.7. The results of the analyses for selected consti tuents also are shown in figure 8.0-1 to relate the chemical composi tion of the material to lithology, geophysical response, and depth.

The overburden consists of stack ed packages of sand, silt, clay, and lignite (fig. 8.0-1). The sand was very fine to ally was well sorted, feet of the section not recovereddated coarse streaks, leaf cal burrows

recovered fine and gener- Most of the 87

where core was occurred in unconsoli- sand. Carbonaceous

impressions, and verti- were observed in the

finer-grained silts and clays. Thin "hard streaks" of sandstone with hem- atitic staining were infrequently present. Both the "hard streaks" and the lignite have high resistivity and negative spontaneous potential , but the gamma-gamma log can be used to distinguish the dense sandstone from the less dense lignite.

-70-

Geo

phys

ical

lo

gs

100

150

200

250

300

Gam

ma-

Gam

ma

Nat

ural

G

amm

a R

ayR

esi

stiv

ityE

XP

LA

NA

TIO

N

CH

EM

ICA

L S

YM

BO

LS F

OR

TR

AC

E E

LEM

EN

TS

As

Ars

enic

B B

oron

Cd

Cad

miu

mC

r C

hrom

ium

Cu

Cop

per

Pb

Lead

Mn

Man

gane

seH

g M

ercu

ryS

e S

elen

ium

Zn

Zin

cU

U

rani

um

CH

EM

ICA

L S

YM

BO

LS

FO

R M

AJO

R

INO

RG

AN

IC C

ON

SIT

UE

NT

S

Ca

Cal

cium

Mg

Mag

nesi

umN

a«K

S

odiu

m p

lus

Pot

assi

umH

CC

>3

Bic

arbo

nate

Cl

' C

hlo

rid

e804

Sul

fate

Liqn

ile,

iroce

-ele

men

t co

nten

t

01

I 10

10

0 10

00

Cor

e de

scrip

tion

Ove

rbur

den,

maj

or

inor

gani

c-co

nst i

tuen

tD

EPTH

IN

TE

RV

AL.

IN

FE

ET

MIC

RO

GR

AM

S

PE

R

GR

AM

Dep

ih i

nter

val ,

184

5

! (

-.

2L

8.1 U

To

tal

sulfu

r=l.8

8 pe

r-190.7

-A

s

M

n

cent

by

f«t

B

pH =

wei

gh)

6.0

Dep

th i

nte

rval, 2

25

7-

2305

Tot

al s

uH

ur-

3.1

0 p

erce

nt fa

y w

eigh

tL

eu

Iha

nquo

ntity

ihow

n

Dept

h in

Tota

l

lerv

al,

2345-

A

« cd

Cr *

P

b C

u*

H«

Sc u

23

90

fee

l

M

n

e

e

.

100

1000

10

,00

0

MIC

RO

GR

AM

S

PE

R

GR

AM

2 lu

rk g

ray

clay

w

ith i

ll:

lens

es3

Lig

ht

gray

silt

with

so

me

da

; ricn

laye

rs

t C

lay

i Ll

gnl

te6

Coa

rse

lig

ht

gray

sil

t w

ith c

lay

lain

l nat

ions

7 Da

rk g

ray

clay

and

lig

ht

gray

s

ilt

Inte

rbed

s (r

ipp

le n

ark

stru

ctur

es!

B C

lean

silt

9 Lo

st10

Lig

ht

gray

rine

sand

(3

-In

ch

hard

11 D

irk

gray

cla

yU

Lig

ht g

ray

fin

e sa

nd w

ith c

lay

laiil

nat

ions

13 S

llty

san

d U

Med

ium

gra

y cl

ay

with

sllty

lam

inat

ions

(car

boni

zed

stem

s pr

eser

ved!

15 L

ign

ite

16 C

lay

17 L

ight

gra

y fi

ne

sand

with

cla

yla

min

atio

ns

IB L

ign

ite

19 V

ert

ica

lly

bur

row

ed s

ilt

20 L

ight

gra

y ve

ry

fin

e sa

nd w

ith c

lay

and

sil

t la

min

atio

ns21

L

ign

ite

22 L

ight

gra

y co

arse

s

ilt

with

cla

y le

d n

atio

ns23

Dir

k gr

ay c

lay

with

sil

t la

min

atio

ns24

Los

t25

Med

ium

gra

y »e

ry

fin

e sa

nd w

ith s

ilt

and

clay

l»

lna

tlo

n<

It

Los

t 27

Lig

ht g

ray

very

fi

ne

sand

with

cla

yla

min

atio

ns4-

Inch

Har

d st

reak

2-In

ch h

ard

stre

tk

2B L

ign

ite

(silt

stre

aks)

29 L

ost

30 L

ign

ite

31

Ligh

t gr

ay

fin

e to

med

ium

poo

rly

sort

ed

sand

with

abu

ndan

t ca

rbon

aceo

us s

trea

k:32

Los

t33

Lig

ht g

ray

calc

lte c

emen

ted

med

ium

sa

nd w

ith r

ip-u

p m

ud c

hips

34 L

ign

ite

35 L

ight

gra

y cl

ay36

Lig

ht g

ray

very

fin

e sa

nd37

Coa

rse

silt

and

clay

with

car

bona

ceou

s

3B L

lyn

ltlc

cla

y39

Ll

g it

gra

y ve

ry f

ine

sand

10 l

ost

41

Llg

'it g

ray

very

ri

ne

sand

42 H

ard

stre

ak

(4 I

nche

s) h

e t

itle

sta

in43

Li

ght

gray

ve

ry

fin

e sa

nd w

ith

abun

dant

cla

y la

min

atio

ns44

Bro

wn-

aedt

um g

ray

clay

S

Lig

nit

e

S Lo

st Ign

ite

B M

ediu

m b

row

n-gr

ay s

ilt

gn

lte

0 C

oars

e ti

ltIg

nltt

2 Ve

ry f

ine s

and

3 C

lay

Ligh

t gr

ay v

ery

fin

e sa

nd

N° +

KH

C0

3 1

5-3

0

S04

IHC°

3S

O,

No-

t-K H

C0

3

SO

.,

SO

.,

NO

+K:o

3

S04

HC

Oj

so

4 so4

HC

Oj

S04

HC

Oj

45-6

0

Fig

ure

8.0

-1.

Ge

op

hysic

al

logs

, co

nte

nt

of

sele

cted c

on

stitu

en

ts i

n lig

nite

and

ove

rbur

den,

and

core

de

scrip

tion

of

Ca

lve

rt B

luff

For

mat

ion

at

wel

l C

-13

.

9.0 REFERENCES CITED

American Geological Institute, 1980, Glossary of Geology (2d ed.): Falls Church, Virginia, American Geological Institute, 749 p.

American Public Health Association, and others, 1975, Standard meth ods for the examination of water and wastewater (14th edition): Washington, D. C., American Pub lic Health Association, 1,193 p.

Baker, F. E., 1979, Soil survey of Bastrop County, Texas: U.S. Soil Conservation Service re port, 73 p.

Baker, V. R., 1975, Flood hazards along the Balcones Escarpment in central Texas, Alternative ap proaches to their recognition, mapping, and management: Austin, University of Texas Bureau of Economic Geology, Geological Circular 75-5, 22 p.

Barnes, V. E., 1974, Geologic atlas of Texas Austin sheet: Austin, University of Texas Bureau of Economic Geology map, scale 1:250,000.

Bishop, M. A., 1977, Engineering geo logy study of highwall stability for a proposed lignite mine in Grimes County, Texas: College Station, Texas A&M University, unpublished Master's thesis.

Chow, Ven Te, ed., 1964, Handbook of applied hydrology: New York, McGraw-Hill, 1964.

Dowel! , C. L., and Petty, R. G., 1971, Dams and reservoirs in Texas, Part III, Texas Water Develop ment Board Report 126.

Elliott, J. E., 1945, Bastrop fault contiguous to Haupt Bend-Colora do River, Bastrop County, Texas: Austin, University of Texas Bureau of Economic Geology open- file report, 16 p.

_____ 1947a, Hooper Bend-Cedar Creek area southwest of Hooper Bend on the Colorado River,

Bastrop County, Texas: Austin, University of Texas Bureau of Economic Geology open-file re port, 16 p.

_____ 1947b, Powell Bend Fault, contiguous to the L. Leveryn, Highsmith, and C. S. Smith sur vey, Bastrop County, Texas: Aus tin, University of Texas Bureau of Economic Geology open-file report, 10 p.

Fisher, W. L. 1963, Lignites of the Texas Gulf Coastal Plain: Aus tin, University of Texas Bureau of Economic Geology Report of Investigations 50, 164 p.

Follett, C. R., 1970, Ground-water resources of Bastrop County, Texas: Texas Water Development Board Report 109, 138 p.

Guyton, W. F., 1942, Results of pump ing tests of wells at Camp Swift, Texas: U.S. Geological Survey open-file report, 27 p.

Hall, D. W., 1981, Preliminary hydro- geologic, investigations related to possible mining operations, Bastrop County, Texas: Austin, Texas, Hydro-Search, Inc., 70 p.

Hem, J. D., 1970, Study and interpre tation of the chemical character istics of natural water (2d ed.): U.S. Geological Survey Water- Supply Paper 1473, 363 p.

Hershfield, D. M., 1971, Rainfall fre quency atlas of the United States. U.S. Weather Bureau Technical Paper 40, 115 p.

Kaiser, W. R., 1976, Calvert Bluff (Wilcox Group) sedimentation and the occurrence of lignite at Alcoa and Butler, Texas: Austin, University of Texas Bureau of Economic Geology Research Note 2, 10 p.

Kaiser, W. R., Ayers, W. B., Jr., and La Brie, L. W., 1980, Lignite re sources in Texas: Austin, Uni versity of Texas Bureau of Econ-

-72-

9.0 REFERENCES CITED Continued

omic Geology Report of Investiga tions 104, 52 p.

Kaiser, W. R., Johnson, J. E., and Bach, W. N., 1978, Sandbody geo metry and the occurrence of liy- nite in the Eocene of Texas: Austin, University of Texas Bureau of Economic Geology Geo logical Circular 78-4, 19 p.

Langbein, W. B., and Iseri, K. T., 1960, General introduction and hydrologic definitions: U.S. Geological Survey Water-Supply Paper 1541-A, 29 p.

Mathewson, C. C. {project director), 1979, The impact of surface lig nite mining on surface and ground-water quality: College Station, Texas MM University, Texas Energy Advisory Council, 56 p.

McKee, J. E., and Wolf, H. W., 1963, Water-quality criteria {2d ed.): California State Water Quality Board Publication 3-A, 548 p.

National Academy of Science and Na tional Academy of Engineering, 1973, Water-quality criteria, 1972: U.S. Government Printing Office, 594 p.

National Technical Advisory Committee to the Secretary of the Interior, 1968, Water-quality criteria: U.S. Government Printing Office,

U.S.

1968, A dictionary of mineral, and related U.S. Bureau of Mines,

234 p.Thrush, P. W.,

mining, terms: 1269 p.

U.S. Bureau of Land Management, 1980, Proposed Camp Swift lignite leas ing, Bastrop County, Texas: San ta Fe, New Mexico, U.S. Bureau of Land Management Draft Environ mental Impact Statement.

U.S. Environmental Protection Agency, 1976 [1977], Quality criteria for water: U.S. Government Printing Office, 256 p.

___ 1977a, National interim primary drinking-water regulations: U.S. Government Printing Office, 159P-

___ 1977b, National secondary drink ing-water regulations: Federal Register, v. 42, no. 62, Thurs day, March 31, Part I, p. 17142- 17147.

___ 1982, U.S. Geological resources data for

Survey Texas,Water

Volume 3: U.S. Geological Sur vey Survey Water-Data Report, TX-82-3, 491 p.Soil Conservation Service, 1959, Inventory and use of sedimenta tion data in Texas: Texas Board of Water Engineers Bulletin 5912, 85 p.

-73-

10.0

SUPPLEMENTAL DA

TA10

.1

Reco

rds

of T

est

Well

s and

Test H

oles

All

well

s are

drilled

unless o

therwise

noted I

n re

mark

s co

lumn

. Water-be

arin

g un

its

: Ho

oper F

orma

tion

, Twh; Sl

msbo

ro F

orma

tion

, Tws; C

alve

rt B

luff

For

mation,

Twcb.

Wate

r le

vel

: Re

ported

wat

er levels g

iven

to

near

est

foot;

meas

ured

wat

er l

evels

given

In f

eet

and

tent

hs.

Method 1

1ft

and

type o

f power:

B, bu

cket

; C,

cylinder; Cf

, centrifugal; E,

electric; 6,

gasoline,

oil,

bu

tane

, or

dlesel

engi

ne;

N, n

one; T, tu

rbin

e; W

, windmill.

Number I

ndicates h

orsepower.

Use

of w

ater

; D, do

mestic;

Ind,

Industrial;

Irr,

Irrigation;

N, n

one; P

, public supp

ly;

S, livestock.

Unit

abbr

evia

tion

s :

ft,

feet;

In,

Inch

es;

°F,

degr

ees

Fahrenheit;

gal/

mln,

gal

lons

per m

inut

e.

Casing

Well no.

A-

1 2

S

3i

4 5 6 7 8 9 10 11 12 13

Owne

r Driller

C. A.

Barber

Terr

y Fa

ulke

nbur

g

Odell

Morgan

Owens

Mr.

SMpl

ey

C. B. Huff

Lloyd

Ketha

Alien

George

do.

J. D. Ki

ng

G. C.

Schoomaker

well

1

B. Oougherty

A.

Y. McWillidms

Ster

zing

Drilling

Co.

Roy

Skee

katz

H. 0.

Je

nkln

s St

erzi

ng D

rilling

Co.

Kay

Hick

s do.

Mr.

Mosely

Ervl

n S. St

uard

St

erzi

ng D

rill

ing

Co.

Date

com

plet

ed 1950

1910

1967

1971

1971

1951 __

1963 __

1964

1964 --

1965

Dept

hof well

(ft) 187 44 130

175

225

2,95

2 43

200 16

247

127 61 270

01 am*

eter

(In) 6.4

36 4 4 4 ._ 32 4 36 5 4 48

5

Depth

orInter

val

(ft) 187 _ 100 -- -- --.

mm

200 ...

247 _ «. 260

Water

bear

ing

unit

Twh

Twh

Twh

Twh

Twh

_ Tws

Twh

Tws

Twh

Twh

Twh

Tws

Altitude

of l

and

surface

(ft) 535

550

530

550

515

536

490

485

475

540

540

545

540

H, ha

nd;

J, j

et;

Wate

r le

vel

Abov

e (t)

belo

w la

ndsu

rfac

edatum

(ft)

74 36.3

21.8

30.0

30.0

36.3 8.1

11.2

49.8

43.3

46.2

89.0

Date o

fme

asur

eme

nt

5-

-50

11-

2-79

11-

2-79

10-1

8-79

6-30

-71

11-

2-79

10-30-79

11-

2-79

11-

9-79

11-

9-79

11-

9-79

11-

9-79

Method

of lift

J, E

1-1/

2

J. E

1 0, E

.. -- .. J, E

1/4

J, E

C, H

Cf,

E

Cf,

E

J, E

1/2

Cf.

E

Use

of water

U D, S

D, S

D D .. S D, S

S D. S

D, S

D, S

D, S

Remarks

Orig

inal

ly d

rill

ed t

o700

ft.

Case

d to

187

ft;

unkn

own

to w

hat

dept

h ho

le 1

s op

en.

Dug

wel

1 ; c

urbed

with

brick.

Case

d to

100

ft, pa

rt1s

slo

tted

. \J

Oil

test

, y

Dug

well

.

Case

d to

bot

tom,

part

Is slotted. I/,

3/

Dug

well.

Temp

era

ture

, 78°F.

Case

d to

bot

tom,

part

is slotted. I/

Casi

ng s

lott

ed fr

om97

ft

to b

ottom. 4/

Dug

well,

curbed w

ith

ceme

nt.

Case

d to

260

ft.

I/.

I/

See

footno

tes

at e

nd o

f ta

ble.

10

.0

SUPP

LEM

ENTA

L D

AT

A--

Con

tinue

d10

.1

Rec

ords

of

Te

st

Wells

an

d T

est

H

ole

Co

ntin

ue

d

Wel

l no

.

A-1

4 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

Ow

ner

Od

ell

Mor

gan

Darr

yl

McD

onal

d

Do.

Roy

S

eeka

tz

W.

D.

Beh

rend

John

W

eave

r

Joe

John

son

Ada

Po

tts,

well

1

Ve

tera

ns

of

Fo

reig

n

War

sC

lub

Ray

H

amiU

on

0.

K.

Gru

etz

ner

Do.

A.

Klm

ba

llw

ell

1

Mrs

. H

orac

eM

eeks

Bob

B

ost

lck

Aqu

a W

ater

Su

pp

ly

Cor

p.

Drille

r D

ate

com

p

let

ed

Crisp

D

rillin

g

1971

Co.

1936

1955

1956

Jord

on D

rillin

g

1976

Co.

1920

..

H.

W.

Sno

wde

n 19

45

Buc

k Jo

rda

n

1964

1964

..

W.

J.

D1c

k 19

64

__

__

Ste

rzln

g D

rillin

g

1965

Co.

Lanfo

rd D

rillin

g

1978

Co.

Dep

th

of

wel

1 (f

t) 106 63 808

208 33

2,07

3 80 200 32 17

3,33

5 40 180

642

Casi

na

Dia

m-

Dep

th

ete

r or

(1n)

In

ter

va

l (f

t)

4 36 4 4 24 4 _ 4 4

42 42 _ 36 5 17

6

8.6

Wate

r

bearing

unit

Twh

Tws

Twh

Tws

Tws

.. Twh

Twh

Twh

Twh

... Twh

Twh

Twh

Altitude

of

land

surf

ace

(f

t) 513

560

560

560

548

514

490

545

500

520

515

545

573

520

510

549

Wat

erA

bove

(+

) be

low

la

nd

surf

ace

da

tum

(f

t)

23

.3

53

.5

83

.3

104.

3

17.9

19

.9

51.2

5

11.3

72.0

20

.6 5.4

27.9

43.1

145.

7

leve

lD

ate

of

Met

hod

mea

sure

- of

men

t 1 1

ft

11-

g-7

9

11-

9-7

9

C,

W

11-

9-7

9

J,

E

Flo

ws

11

-24

-76

11-

9-7

9

1-

7-81

11-

9.7

9

..

..

11-

9-7

9

Cf,

E

11

-15

-79

C

f,

E

11-

9-7

9

N

11-

9-79

N

11-

9-7

9

J,

E

11-

9-7

9

Cf,

E

10

-10

-79

Use

of

wate

r

D D,

S

D,

S

S U D D -- D S N N D,

S

D,

S

P

Rem

arks

__

Dug

w

ell.

W

ater

fr

om

sand

at

54 ft

to

bottom

.

Sta

te o

bser

vatio

nw

ell.

£/ «..

.

I/ 011

test.

2.

7

Cas

ing

slotted

from

68 f

t to

bot

tom

.

Dug

wel

1 .

Dug

wel

l .

011

test.

2J

Dug

wel

1 .

Cas

ed t

o 1

76 f

t,op

en e

nd.

I/

2/,i/

See

foo

tno

tes

at

end

of

table

.

10,0

SU

PPLE

MEN

TAL

DA

TA--

Con

t1nu

ed10

.1

Rec

ords

of

Tes

t W

ells

an

d T

est

Hol

es--

Con

t1nu

ed

cr»

Wel

l no

.

A- 3

0 31 32 33 34 35 36 37 38

Ow

ner

Aqua

W

ater

Sup

ply

Cor

p.

Sev

enth

D

ayA

de

ntis

t C

hurc

h

Joe

Mab

ry

Do.

City

o

f E

lgin

well

6

City

of

Elg

inw

el 1

4

W.

Mue

ry

Elg

in B

utle

rB

rick

C

o.

Elg

in B

utle

rB

rick

C

o.,

well

2

Drille

r D

ate

com

ple

t

ed

Lans

ford

D

rillin

g

1978

Co.

1957

1933

1933

Layn

e-T

exas

C

o.

1956

do.

1949 _.

Layn

e-Te

xas

Co.

19

51

do.

1951

Dep

th

of

wel

l (f

t) 484 90 25 45 120

177 57

368

370

Cas

ing

D1am

- D

epth

e

ter

or

(1n)

In

ter

va

l (f

t)

8.6

4 36 36 24 16 24 18 30 105

105

<*« -- -- 66 120 60

205 __

199

368

281

370

Wat

er*

bear

ing

un

it

Twh

Twh

Tws

Tws

Tws

Tws

Tws

Twh

Twh

Altitude

of

land

su

rface

(f

t) 552

538

578

570

450

460

525

470

475

Wat

erAb

ove

{+)

belo

w

land

su

rfac

e da

tum

(f

t)

144.

3

28.5

3

7.3

10.7

14.9

48.2

47.4

43.3

57.0

154.

0

98.3

1

1 eve

lD

ate

of

Met

hod

Use

mea

sure

- of

of

men

t lift

wat

er

10-1

0-79

--

P

3-12

-80

N

3-13

-80

--

Irr.

3-13

-80

Irr.

10-1

1-79

P1-

23-8

1

10-1

1-79

T,

E

P15

11-1

6-79

J,

E D

10-

3-51

T

, E

Ind

9-

7-60

15

10-1

8-79

T

, E

Ind

15

Rem

arks

2/,

3

/

-.

Dug

.

Dug

. _3

/, j>

/

16-1

n

scre

en

from

66 to

12

0 ft

; un

der-

ream

ed

end

gra

vel-

pack

ed.

Rep

orte

ddis

charg

e,

400

ga

l/min

1n

19

66.

!8-1

n sc

reen

fr

om60

to

205

ft;

un

de

r-re

amed

an

d g

rave

l-pa

cked

fr

om 6

0-20

5ft.

Tes

t pu

mpe

d at

500

gal/m

in in

19

66.

3/,

5/

Dug

we

ll,

curb

edw

ith brick.

Scr

een

from

283

to

368

ft.

Rep

orte

ddr

awdo

wn

52 ft

,pu

mpi

ng 1

25 gal/m

in.

Scr

een

from

292

to

362

ft.

Und

er-

ream

ed

and

gra

vel -

pack

ed.

Rep

orte

d d

isch

arg

e

100

ga

l/min

1n

19

66.

yF

ootn

otes

a

t en

d of

tab

le.

10

.0

SUPP

LEM

ENTA

L D

AT

A C

on

tinu

ed

10.1

R

ecor

ds o

f T

est

W

ells

an

d T

est

H

ole

s C

ontinued

Well

no.

A-3

9 40 41 42 43 44 45 46 47 48 49 50 51

Ow

ner

J.

K.

Pre

witt

City of

Elg

inwe

1!

5

City o

f E

lgin

we

ll 7

City of

Elg

inw

ell

8

K.

E.

Jane

s

Lacy

Fe

ed

Aqu

a W

ater

Sup

ply

R.

E.

Jane

s

M.

Blrra

n

R.

E.

Jane

s

W.

A.

Spe

nce

Elg

in-B

utler

Brick

C

o.w

ell

1

Elg

in-B

utler

Brick

C

o.w

ell

2

Drille

r

J.

K.

Pre

witt

Layn

e-T

exas

C

o.

do.

do.

Ce

ntr

al

Tex

asD

rillin

g

Co.

Jord

an D

rillin

gC

o. Lansf

ord

D

ri 1

ling

Co.

Ce

ntr

al

Tex

asD

rillin

g

Co.

Rog

genk

amp

Drillin

g

Ce

ntr

al

Tex

asD

rillin

g

Co.

Bak

er

Wat

er

Wel

l

A.

Bart

rug

Layn

e-T

exas

C

o.

Dat

e co

m

ple

t

ed 1965

1949

1967

1973

1967

1977

1978

1967

1980

1967

1977

1947

1952

Dep

th

of

well

(ft) 291

120

149

155

100

118

505

126 70 102

390

293

404

Casi

ng

Dia

m-

Dep

th

ete

r o

r (in)

inte

r

val

(ft)

10 24

6018

20

5

24 24 5 4 8.6

5 4 6 4 7,

6,5 7

0-3

40

4 27

5-39

7

Wat

er

leve

lW

ate

r

bearing

un

it

Tws

Tws

Tws

Tws

Tws

Tws

Tws

Tws

Tws

Tws

Twh

Tws

Tws

Altitu

de

o

f la

nd

su

rfa

ce

(ft) 480

450

490

497

520

528

531

500

521

560

580

455

455

Abo

ve

(+)

belo

w

lan

d

surf

ace

da

tum

(f

t)

17.1

__ 47

.9

55.3

55

.0

41

.5

59.8

134.

2

64.1

48

.3

48.1

115.

0

80 65 97.7

Dat

e o

f m

easu

re

men

t

11-

6-7

9

-_

10

-10

-79

10

-11

-79

1-2

3-8

1

3-1

2-8

0

3-1

2-8

0

10

-10

-79

3-1

2-8

0

3-

3-8

0

3-1

2-8

0

1-

5-7

8

10-

-51

4-1

1-5

3

9-1

5-6

0

Met

hod

Use

of

of

lift

wat

er

S

N N P P S S P S D S D

N N

T,

E,

Ind.

5

Rem

arks

Cas

ing

slo

tted

from

90 t

o

160

ft,

and

207

to 2

91 ft

. Te

m

pe

ratu

re 7

3CF

. _!/,

_3/

Rep

orte

d 18

ft

, dr

aw

down

pu

mpi

ng 5

00g

al/m

ln. ._

I/

__

2/,

3/,

5/

__

i/

__ --

Cas

ing

slo

tte

d

from

256

to 2

84 f

t. I/

Slo

tte

d

from

340

to

397

ft.

Und

er re

amed

to 2

0 In

an

d gra

vel

packed.

I/,

2J

See

foot

notes

at end

of t

able.

10.0

SUPP

LEME

NTAL

DATA Continued

10.1

Records

of T

est

Well

s and

Test Ho

les

Cont

inue

d

Wel

l no

.

A-5

2 53 54

^

55

00 1

56 57 58 59 60 61 62 63 64

Ow

ner

Har

old

Sm

ith

Che

ster

Je

ssen

Wal

ter

Kas

tner

W.

Mac

key

well

1

H.

M.

Hei

ne

Joe

Just

ice

Ver

n C

umm

lngs

Hen

ry

E.

Sto

bbel

bein

W.

E.

Tin

sley

do.

Ver

n C

umm

lngs

do.

M.

M.

Brin

kle

y

Drille

r D

ate

com

ple

t

ed

Ste

rzln

g D

rillin

g

1964

Co.

do.

1964

1951

Rid

dle

O

il C

o.

1940

Ste

rzin

g D

rillin

g

1963

Co.

__

__

1964

Ste

rzln

g D

rillin

g

1965

Co.

do.

1965

-

Pom

ykal

D

rillin

g

1970

M.

M.

Brinkl

ey

1963

Dep

th

of

we

ll (f

t) 417

212

150

3,45

2

245 50 78 245

265 70 88 55 18

Cas

ing

01 a

m-

Dep

th

ete

r or

(in)

inte

r

val

(ft)

7 0-

293

3 29

3-41

7

5 4 4 26 4 4 4 36

4

36 36

Wat

er le

vel

Wat

er

be

arin

g

un

it

Tws

Tws

Twcb

._ Twh

Twh

Tws

Tws

Tws

Tws

Tws

Tws

Tws

Altitude

of

land

su

rfa

ce

(ft) 485

483

520

470

515

475

420

490

460

471

455

440

440

Abo

ve

(+)

belo

w l

and

surf

ace

da

tum

(f

t)

55.7

58.8

51.9

28.5

69.3

118.

4

38.4

6.0

110 __ 62

.7

16.3

31.2 9.2

Dat

e of

Met

hod

mea

sure

- of

men

t lift

10-3

0-79

1-

9-81

10-3

0-79

1-

9-81

2-

3-53

C

, E

11-

9-79

11-

g-79

11-1

5-79

7-

-65

Cf,

E

Cf,

E3/

4

11-2

0-79

C

, W

11-1

5-79

11-1

5-79

11-1

5-79

Use

of

wat

er

D D N _.

D D,

S

D,

S

D,

S

D S N N D

Rem

arks

Slo

tte

d

from

39

7-41

7ft

. R

epor

ted

dis

ch

arge

10

0 ga

l /m

i nIr

rig

ate

s

13 a

cres

o

fve

ge

tab

les.

Te

mpe

ra

ture

75

°F.

I/,

ZJ

Cas

ing

slo

tte

d

from

172

to

botto

m.

I/

011

test.

21

Cas

ing

slo

tted

from

205-

240

ft.

I/

Dug

well

, cu

rbed

with

brick

to

bot

tom

.

Cas

ing

slo

ted

fr

om20

0-24

0 ft

. I/

Cas

ing

slo

tted

from

225

to 2

65 ft

. T

est

hole

drille

d to

366

ft;

plug

ged

back

to

265

ft.

JL./,

2

/

Dug

well

, cu

rbed

with

rock

. 37

3/ Dug

we

ll.

Dug

we

ll .

See

foot

note

s at

end

of

tabl

e.

10.0

SUPP

LEM

ENTA

L D

ATA

--C

ont1

nued

10.1

R

ecor

ds

of

Tes

t W

ells

an

d T

est

Hole

s C

ontin

ued

V£>

Casi

ngWell

no.

A-65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84

Owner

Bill Webster

D. L.

Fl

ower

s

Char

les

Hurs

t

Lowe

r Co

lora

do

Rive

r Authority

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

Driller

Pomykal

Dril

ling

~

Bechtel

Corp

.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

Date

com

plet

ed 1972

1941

1933

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

Dept

h Di

am-

of

eter

well

(1n)

(ft) 399

4

30

36

30

36

120

320

~

150

99 -

120

240

~

150

160

235

~

160

200

260

120

160

220

~

277

150

Depth

Water-

Alti

tude

or

bearing

of la

nd

inter-

unit

surface

val

(ft)

(f

t)

Tws

505

Tws

523

Twcb

41

2

455

464

499

471

424

495

515

499

482

466

466

482

433

444

467

470

450

Wate

r le

vel

Above

(+)

below

land

surface

datum

(ft)

102.1

8.1

18.3

50 28 14 ~ 14 -- 58 29 36 14 11

Date o

f Method

Use

measure-

of

of

Remarks

ment

lift

wa

ter

7-17-80

D 3/

3- 7-80

--

D Dug

well

.

3- 7

-80

--

D Dug

well

.

-

..

..

y

6-10-74

--

6/ 6/

5-24

-74

--

~

6/

5-29-74

6/ 6/ 6/ 6/ 6/

5-24-74

6/ y5_

24-7

4

6/

5_24-74

--

6/ 6/

5-24-74

--

6/

6- 6

-74

6/

6- 7

- 74 --

6/

See

foot

note

s at

en

d of

table.

10.0

SUPP

LEME

NTAL

DAT

A Co

ntin

ued

10.1

Records

of T

est

Wells

and

Test H

oles

Con

t 1 nued

Casing

Well

no.

A- 8

6 87 88 89 90 91 92oo 0

93I

94 95 96 97 98 99 100

101

B-

1

Owne

r

Lowe

r Co

lora

doRi

ver

Auth

orit

y

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

Stua

rt Long a

ndG.

V.

Sanders

Dril

ler

Bechtel

Corp.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

_

Date

com

plet

ed 1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1885

Dept

h 01

am-

of

eter

well

(In)

(f

t) 133

160

150

-

90

100

240

240

160

169

300

90

100

300

212

-

412

78

42

Depth

Water-

Altitude

or

bearing

of l

and

Inter-

unit

surface

val

(ft)

(ft)

483

454

456

425

462

457

503

459

464

496

482

454

494

511

524

514

Twcb

540

Wate

rAbove

(+)

below

land

su

rfac

e da

tum

(ft)

54 27 26 47 28 80 14 62 64 76.3

73.2

leve

lDate o

f Method

meas

ure-

of

me

nt

lift

5-24

-74

5-24-74

6- 6

-74

4- 2

-74

5-24-74

6- 6

-74

6- 7-74

6- 6

-74

3- 9

-53

J, E

9-17

-64

Use

of

Remarks

water

6/ 6/ 6/ I/ 6/ 6/ 6/ 6/ 6/ 6/ y 6/ 6/ 6/ 6/ 6/

D, S

Dug

well

, cu

rbed

with r

ock

to 6

ft.

2 Ha

rry

Ness

elbe

ck

See

footnote

s at

end o

f ta

ble.

1953

41

60

Twcb

535

38.0

9-17

-64

J, E

D, S

Weak

wel

l; f

aile

d in

195

8.

Dug

well

, curbed

with b

rick t

o bottom

10

.0

SUPP

LEM

ENTA

L D

AT

A C

on

tinu

ed

10.1

R

ecor

ds of

Tes

t W

ells

an

d T

est

Hol

es--

Con

t1nu

ed

Wel

l no

.O

wne

rD

riller

Cas

ing

Wat

er le

vel

Dat

e D

epth

D

iam

- D

epth

co

m-

of

ete

r or

ple

t-

well

(in)

inte

r-

ed

(ft)

va

l (f

t)

Wat

er-

Altitu

de

A

bove

(+

)Date

o

f M

stho

d U

se

bear

ing

of

land

be

low

la

nd

mea

sure

- of

of

un

it

surf

ace

su

rfa

ce

men

t 11ft

wate

r (f

t)

datu

m(f

t)

________

Rema

rks

00

H-»

I

B- 3

Stuart Lo

ng an

d Dunn Wa

ter

Well

6. V.

Sa

nder

s Dr

illi

ng C

o.1965

4 Ha

rry

Ness

lebe

ck

Nelson Drilling

1972

Co.

5 Albert Rather

6 C. C. Cayton

7 Ba

strop

Water

Control

and

Improv

emen

t District

J.

K. Pr

ewlt

t

Texa

s Wa

ter

Wells, In

c.

1902

1960

1955

442

4

267

7

14,7

8

613

610

9 Richard

Ne1d

1g,

Jr., we

ll 2

300

0-613

0-390

390-610

Richar

d Ne

ldlg

, L. D.

ArMngton

1954

355

8 355

Jr.,

wel

l 1

do.

1963

36

5 10

275

7 365

10

Curt

is

Schmedes

H. W. Schubert

1964

600

8 600

Foot

note

s at e

nd o

f ta

ble.

Tws

Twcb

Twcb

Twcb

Tws

Twcb

Twcb

Twcb

540

535

515

570

560

485

485

630

65.9

88.3

119.

2116.1

108

160

12-

6-79

Cf,

E D,

S

12-

6-79

D

2-26-53

C, E

D, S

9-21

-64

6-

-60

Cf,

E D, S

T, E

P 20 T, G

Irr

4-11

-64

T, E

Irr

30

Casing s

lott

ed fr

om

442

ft t

o bo

ttom

.

Case

d to

bot

tom.

Casi

ng p

artly

slot

ted.

Casi

ng c

emented

to

390

ft.

Screen

from 5

00 t

o 60

0 ft

. Te

st h

ole

to 7

46

ft;

plug

ged

back

to

610

ft.

Public

water

supp

ly fo

r ci

ty o

f McDade.

I/.

2/»

2/

Casi

ng s

lott

ed f

rom

212

to 3

45 f

t an

d 24

8 to 3

55 f

t.

Re

port

ed d

isch

arge

500

gal/mln.

Casi

ng

coll

apse

d an

d we

ll

was

repl

aced

with

well

B-

9.

Grave1-

wall

ed.

Slot

ted

7 In f

rom

275 to 3

65 f

t.

Gravel-packed.

Temp

erat

ure

75°F

.

Casing s

lott

ed o

ppo

si

te s

ands

bet

ween

39

8 an

d 60

0 ft.

Re

port

ed d

isch

arge

368

gal/m1n.

Tempera

ture

76°F.

10.0

SU

PPLE

MFN

TAL

DA

TA

Con

tinue

d10

.1

Rec

ords

of

Tes

t W

ells

an

d T

est

Ho

les

Co

ntin

ue

d

Wel

l no

.

B-ll 12 13 14

00

15IN

3 1

16 17

C-

1 2 3

Ow

ner

J.

M.

Cla

mpi

t

Men

del 1

M

il so

n

McD

ade

Public

Sch

ool

Mr.

Muelle

r

Hen

ry

Kna

bloc

kw

ell

1

Mur

phey

W

ebb

Gre

en

brla

rS

choo

l do.

T.

C.

Stie

ne

r

Driller

Oun

n W

ater

W

ell

Drillin

g C

o.

Ste

rzin

g D

rillin

gC

o. Junn

W

ater

Wel

lD

rilli

ng

Co.

Uunn

W

ater

W

ell

Drillin

g

Co.

v).

A.

Mor

gn

Pom

ykal

D

rillin

gC

o. Rlc

hte

r W

ater

Wel

l D

rilli

ng

do.

Nel

son

Drilli

ng

Dat

e co

m

ple

t

ed 1961

1964

1952

1962

1958

1965

1969

1969

1968

Dep

th

of

well

(ft) 632

347

745 40

632

3,60

2

1,22

0

209

152

300

Cas

ing

01am

- D

epth

e

ter

or

(In)

Inte

r

val

(ft)

12 5 4 36 6 4 -- 4 2 4.5 4.5

4

632

347

200

0-30

00-

632 254

1,22

0 __ --

Wat

er

bearing

unit

Twb

Twcb

Tws

Twcb

Twcb

Tws

Tws

Tws

Tws

Altitu

de

of

land

su

rface

(f

t) 640

535

510

528

550

550

525

402

402

430

Wat

erA

bove

(+

) be

low

land

surf

ace

da

tum

(f

t)

__ 79.2

163.

9

18.9

121.

53

119.

1

46.3

45.9

68.5

leve

lD

ate

of

feth

od

Use

m

easu

re-

of

of

men

t lift

. w

ater

T,

G Ir

r

9-18

-64

Cf,

E D

, S

2-

4-53

N

12-

6-79

N

12-

6-79

C

f.

E D

__

9-28

-65

Cf,

E D

, S

12-

7-79

P

12-

7-79

N

10-2

3-79

S

Rem

arks

Cas

ing

slo

tted

from

352

to 4

18

and

510

to 6

32 ft

. R

epor

ted

dis

cha

rge

600

g

al/m

ln,

Gra

vel -

walle

d.

Cas

ing

slo

tted

from

301

to 3

47 ft

.

Cas

ed

to 2

00 f

t.T

empe

ratu

re

64 °F

. 5/

Dug

well

.

Slo

tted

from

612

ft

to

botto

m.

Oil

test,

y

Slo

tted

1,17

0 to

1,20

0 ft

. Te

mpe

ra

ture

81°

F.

5/ 11

--Co.

4 Texas

Rendering

Ster

zing

Dri

llin

g 1960

Co.,

Inc.

Co.

360

360

Tws

500

158.0

10-2

2-79

Ind.

80 f

t slotted

oppo

site sa

nds.

Re

port

ed

discharge

72 g

al/m1n.

5 H.

N.

Be^l

52

31Tws

415

41.4

3-12-80

B, H

DDug

wel1

, curbed t

o bottom w

ith

tile

ring

s.

Well rarely

used

. Te

mper

atur

e 70

°F

See

foot

note

s at e

nd o

f ta

ble.

10.0

SUPP

LEMENTAL D

ATA-

-Con

t1nu

ed10.1

Reco

rds

of Test Wells

and

Test Holes Continued

We

ll no

.

C-

6 7 8

, 9

00

CO 1

10 11 12 13 14 15

Ow

ner

San

ta

FeR

ailr

oad

Tex

as

Renderin

gC

o.,

Inc. do

.

Jack

F

lem

ing

A.

J.

Kno

wle

s

U.S

. G

eolo

gic

al

Sur

vey

do.

do.

City of

Ba s

tro

p

(Cam

p S

wift

we

ll 1)

City of

Ba

stro

p(C

amp

Sw

ift

Drille

r

».

Ric

hte

r W

ater

Wel

l D

rillin

g

Co.

Sto

kes

Drillin

gC

o.

Ric

hte

r W

ater

Wel

l D

rillin

g

Co.

do

.

And

rew

s an

dF

ost

er

Drillin

gC

o.

do

.

do.

Layn

e-T

exas

C

o.

do

Dat

e co

m

ple

t

ed __

1975

1964

1977

1975

1980

1980

1980

1942

1942

Dep

th

of

well

(ft) 25 53

5

658

519

523

500

220

330

584

531

Cas

ing

Dia

m-

Dep

th

ete

r or

(in)

inte

r

val

(ft)

185 18 12 4 4 6 4 4 20

12 20 12

__

490

220

330

253

153-

573

271

177-

530

Wate

r

be

arin

g

un

it

Tws

Tws

Tws

Twcb

Twcb

Tws

Twcb

Tws

Tws

Tws

Altitude

of

land

surf

ace

(f

t) 390

495

525

495

495

470

470

470

472

463

Wat

erA

bove

(+

) be

low

land

surf

ace

da

tum

(f

t)

15.1

148.

7

157.

1

131.

0

143.

5

103.

5

54.1

10

7.0

140.

2

124.

5117.4

leve

lD

ate

of

Met

hod

Use

m

easu

re-

of

of

men

t 11ft

wate

r

3-1

2-8

0

N

10

-22

-79

--

In

d.

8-1

5-6

5

S

10

-23

-79

D

12

-17

-79

D

1-2

6-8

1

N N

1-2

6-8

1

N N

1-2

6-8

1

N N

10

-12

-79

P

10

-12

-79

N3-1

0-8

1

Rem

arks

Dug

w

el 1

.

!/ Slo

tte

d

380-

643

ft.

Report

ed

pum

ping

le

ve

l23

8 ft

a

fte

r pu

mpi

ng1

,20

0 g

al/m

1n

fo

r 3

ho

urs

. JL

/, 2/

3/,

i/

11

. I/

Scr

eene

d 24

0-49

0.Te

st w

ell.

2/,

3/,

5/

~

-

Scr

eene

d 20

0-22

0.Te

st w

ell.

2

/,

3/

Scr

eene

d 25

0-33

0.Te

st w

ell.

2/,

3/

Und

erre

amed

and

gr

avel

pa

cked

. T

est

5-15

-42,

dr

awdo

wn

31ft w

hile

pum

ping

51

5ga

l/m1n

. Te

mpe

ra

ture

78°

F.

4/,

5/

177

ft

of

scre

enop

posi

te s

ands

well 2)

betw

een

299

and

530

ft.

Unde

rrea

med

and

grav

el pa

cked

. Test

3-25-42, drawdown

44 f

t, wh

ile

pumping

480

gal/m1n. 4/.

5/

See

footnotes

at e

nd o

f ta

ble.

10.0

SU

PPLE

MEN

TAL

DA

TA~C

ont1

nued

10.1

R

ftcor

ds of

Tes

t W

ells

an

d T

t&t

Ho1

es--

Con

t1nu

ed

Wel

l no

.

C-1

6

Ow

ner

Drille

r

City

of

Bas

trop

La

yne-

Tex

a*

Co.

(C

amp

Sw

ift

well

3)

Dat

e co

m

ple

t

ed 1942

Dep

th

of

well

(ft) 55

9

Cas

ing

Dia

m

ete

r dn)

20

12

Dep

th

or

Inte

r

val

(ft)

.....

243

164-

559

Wat

er

bear

ing

unit

Tws

Alti

tude

of

land

su

rfac

e (f

t) 464

wat

er l

eve

lAb

ove

(4-)

belo

w l

and

surf

ace

datu

m

.(ft)

.

125.

4

Dat

e of

mea

sure

m

ent

10-1

5-79

Met

hod

of

lift

* *

Use

of

wat

er

N

Rem

arks

224

ft o

f sc

reen

opp

Of

Site

S

ands

, be

twee

n 27

3 an

d 54

9 ft

. U

nder

-

17

i CO

4* I

18 19

City o

f Ba

stro

p (Camp

Swift

well

4)

City o

f Bastrop

(Cam

p Swift

well

5)

City o

f Ba

stro

p (C

amp

Swif

t we

ll 6)

do.

1942

535

20 12

do«

1942

550

20 12

do.

1942

590

20 12

237

156-535

Tws

468

127.

5118.9

10*17-79

3-10-81

243

163-554

Tws

471

129.9

10-16-79

267

185-

588

Tws

469

139.5

10-12-79

ream

ed a

nd g

ravel

packed.

Test 4

-23-

42,

draw

down

42

ft w

hile

pump

ing

520

gal/

mln.

i/

, I/

, I/

, I/

232

ft o

f sc

reen

oppo

site

san

ds,

betw

een

250

and

530

ft.

Under*

ream

ed a

nd g

ravel

pack

ed.

Test

3-31-42,

drawdown 2

9 ft

while

pump

ing

500

ga1/

m1n.

i/

, I/

, I/

179

ft o

f screen o

ppo

site s

ands,

between

260

and

549

ft.

Under-

ream

ed a

nd g

rave

l pa

cked

. Test 4

-30-

42

draw

down

26

ft w

hile

pumping

525

gal/mln.

Temp

erat

ure

80°F.

I/

Well

In

side

Fed

eral

Prison.

239

ft o

f screen o

pposite

sand

s be

twee

n 28

2 an

d 57

7 ft.

Unde

rrea

med

and

gravel

packed.

Test

12

-8-4

2,

draw

down

66

ft w

hile

pump

ing

625

gal/

mln.

I/

Se«

footnotes

at e

nd o

f table*

10.0

SU

PPLE

MENT

AL D

ATA Continued

10.1

Records

of T

est

Well

s an

d Te

st H

oles Continued

Well

no.

Owne

rDriller

Date

Dept

hcom-

ofpl

et-

well

ed

(ft)

Casing

Water

level

Di am-

eter

(in)

Dept

hor

inter

val

(ft)

Water

bearing

unit

Altitude

of la

nd

surface

(ft)

Above

(+)

belo

w land

surf

ace

datum

(ft)

Date o

f measure

ment

Method

Use

of

ofli

ft

wate

rR

emar

ks

I CO en

i

C-2

0 C

ity of

Bas

trop

La

yne-

Tex

as

Co.

(Cam

p S

wift

w

ell

7)

21

H.

L.

Lin

en-

burg

er,

w

ell

1

.22

H. L.

Linen-

burg

er,

well

2

23

H. L.

Linen-

burg

er,

well

3

Dun

n W

ater

Wel

l D

rillin

g

Co.

do.

do.

24

U.S. Government

J. R.

Johnson

Camp

Sw

ift

test

well IT

25

Joe

Echo

ls

26

do.

27

City

of B

astrop

Layne-Western

Co.

Lloy

d Ke

tha

DM 11

i ng

Nelson D

rill

ing

Co.

1942

672

10 8

1960

300

1963

167

7

1969

19

0 4

1971

414

4

1978

644

10

302

272-672

1964

57

8 4

540

2-1/2

537-578

1941

574

Tws

Tws

Twcb

Tws

Tws

Twcb

Tws

Tws

462

485

485

485

470

480

481

468

140.

0

104.7

112

110 25.3

71.0

160.

0

4-

-43

10-22-79

--

8-

-63

N Cf,

E D,

S

11-

-41

N

10-1

2-79

5- 2-71

4-24

-78

--

230

ft of

screen o

ppo

site s

ands b

etwe

en 2

99

and

667

ft.

Underreamed

and

grav

el pa

cked

. Te

st

4-30-43, drawdown 53

ft

while

pumping

610

gal/mln.

I/,

2/

Casing slotted

from

244

to 3

00 f

t.

Reported

wate

r was

saline.

Dril

led

well

2, In

search o

f water

of

better q

uality.

2/

Casing s

lott

ed from 1

35

to 1

55 f

t.

Repo

rted

water

was

saline.

Dril

led

well

3, In

search o

f water

of

bett

er q

uality.

IJ

Slotted

2-1/2

Inches

from

537 f

t to b

ottom.

I/ Drilled

as a

n obser

vation w

ell

when w

ell

C-63 w

as pumped a

s part of

the a

quifer

test study

to o

btain

water

for

Camp S

wlft.

I/ 3/,

5/

See

footnotes

at e

nd o

f table.

10.0

SUPP

LEMENTAL D

ATA--Continued

10.1

Re

cord

s of T

est

Well

s and

Test Holes Continued

Wel

l no

.

C-2

8 29 30 31I 00 en

i 32 33 34 35 36

Ow

ner

Drille

r

Mrs

. A

ddle

Mae

R

ay

Hur

stP

owel

l

E.

L.

Moo

re

Mat

hew

B

art

sen

Pow

ell

Gen

eral

C

rude

well

1 01

1 C

o.

J.

J.

Hen

nese

y

C.

D.

McC

all

Lloy

d K

etha

do.

do.

H.

H.

Lin

en-

Nel

son

Drillin

gbe

rger

C

o.

Low

er C

olor

ado

M.

E.

Hlg

don

Riv

er

Au

tho

rity

do.

do.

Dat

e co

m

ple

t

ed 1952

1948

1945 __

1967

1967

1972

1962

1963

Dep

th

of

well

(ft) 28

0

185

3.63

8 41 170

440

550

600

662

Cas

ing

Dia

m-

Dep

th

ete

r o

r (1

n)

Inte

r

val

(ft)

4 7

.. 30 4 7 30

72-1

/2

307-

440

4 8 60

0

10

300

7 30

0-66

2

Wat

er

bearing

un

it

Tws

Tws

.. Tws

Tws

Tws

Tws

Tws

Tws

Altitude

of

land

su

rfa

ce

(ft) 38

4

370

362

410

360

360

485

480

475

Wat

erA

bove

(+

) be

low

lan

d su

rface

da

tum

(f

t)

60.9

53.6

37.0

38.1

36.2

116.

0

3.5

19.0

leve

lD

ate

of

Met

hod

Use

m

easu

re-

of

of

men

t 11

ft

wat

er

10-2

4-79

D

10-

5-64

J.

E D

. S

--

3-11

-53

C.

E D

. S

6-14

-67

--

12-

6-79

--

D

10-2

2-79

D

10-1

6-79

-N

10-1

6-79

--

N

Rem

arks

Cas

ed to

bottom

.p

art

ly slo

tted.

For

mer

ly

dug

wells

sup

plie

d w

ater

fo

rp

lan

tatio

n.

Cas

ing

slo

tted

from

150

to

180

ft.

011

test.

2./

Dug

we

ll,

curb

ed t

obo

ttom

with

b

ricks.

Cas

ing

slo

tte

d f

rom

80 t

o

170

ft.

Cas

ing

pulle

d a

fte

r te

st

pum

ping

. 2

/

Slo

tte

d

from

400

to

440

ft.

I/

i/ Part

ly slo

tted.

Sup

plie

d w

ater

us

ed

during co

nst

ruct

ion

of

the

S1

m

Gid

eon

Ste

am G

enera

ting

Pla

nt.

2/

Slo

tte

d

op

po

site

sand

s be

low

490

ft.

37

Lower

Colo

rado

Be

chte

l Co

rp.

Rive

r Au

thor

ity

1974

80464

6-10-74

--

Reported d

isch

arge

about

550

gal/

m1n.

\J

6/

See

foo

tno

tes

at

end

of

table

.

10.0

SU

PPLE

MENTAL D

ATA Continued

10.1

Reco

rds

of Te

st We

lls

and

Test

Ho

les

Cont

inue

d

Casing

Well

no.

C-38 39 40 41 42 43

i 00

44

' 45 46 47 48 49 50 51 52 53 54 55 56 57

Owne

r

Lower

Colorado

Rive

r Authority

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

Dril

ler

Bechtel

Corp

.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

do.

Date

com

plet

ed 1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

1974

Dept

h Di

am-

of

eter

well

(in)

(f

t) 100

180

265

190

140

215

250

350

260

--

140

140

100

-

120

200

-

265

500

100

180

-

260

160

--

Dept

h Water-

Altitude

or

bear

ing

of l

and

inter-

unit

surf

ace

val

(ft)

(f

t)

482

490

501

457

468

463

464

462

487

442

446

450

451

469

483

526

408

489

475

508

Wate

r level

Abov

e (+

) be

low

land

su

rfac

e da

tum

(ft)

29 62 83 .. 51 23 10 22 24 3 50 58 54 90 48 74 18 70

Date o

f Method

Use

meas

ure-

of

of

ment

1 1 ft

water

6-10

-74

--

6- 6-74

--

6- 7-

74

--

..

6- 6-74

--

6-10

-74 «

6- 7-74

--

..

6- 6

-74

--

6- 6-

74

--

6-10-74

--

6- 7-

74

--

6- 6-74

--

6- 7-

74

--

6- 7-74

6- 7-

74

6- 6-74

6- 6

-74

6- 6-

74

Rema

rks

it I/ i/ I/ i/ I/ i/ I/ i/ I/ y I/ i/ I/ i/ I/ i/ I/ £/ I/See

footnote

s at

end o

f table.

10.0

SU

PPLE

MEN

TAL

DA

TA

Con

tinue

d10

.1

Rec

ords

of

Tes

t H

ells

an

d T

est

Ho

les

Co

ntin

ue

d

Casing

00

00

Well no.

C-58 59 60 61 62 63

Owne

r

Lower

Colo

rado

Rive

r Authority

do.

do.

do.

do.

U.S. Government

Camp

Swift

test

well

2-T

Driller

Bechtel

Corp.

do.

do.

do.

do.

J. R. J

ohns

on

Date

com

plet

ed 1974

1974

1974

1974

1974

1941

Dept

hof well

(ft) 125

260

100

180

200

550

Diam

eter

(In)

~ 10 8 7

Dept

h Wa

ter-

or

bearing

Inte

r-

unit

val

(ft)

__

MM

..

..

~ ..

341

Tws

461

550

Alti

tude

of l

and

surface

(ft) 444

483

453

471

470

478

Wate

r le

vel

Abov

e (+

) Date o

f Ma

thod

Us

ebe

low

land

measure-

of

ofsu

rfac

e me

nt

11ft

water

datum

(ft)

MM

MM

MM

MM

..

6- 6

-74

37

6- 6

-74

64 119

11-

-41

N N

y y y y y This

were

Remarks

well an

d C-24

drilled

for

aqui

fer

testing

Inth

e1940's.

Neve

r__

_ .

. _ _ 1

. . ..-11

D-

1 B.

B.

Sa

nder

s B

urfo

rd

011

Co.

19

52

5,03

0 -

wel

l 1

2 M

artin

K

anet

zky

Dunn

Wat

er W

ell

1952

61

8 12

D

rilli

ng C

o.

3 C

ecil

Sulli

van

Rlc

hte

Wat

er

Wel

l D

rilli

ng

'4 Jo

hn A

. Du

be

W.

S.

Wat

son

1974

30

2

1935

64

0 12 6

Twcb

Twcb

Twcb

599

580

605

550

112.

7 10

-25-

79

Irr.

119.

5 11

-20-

79

--

115.

5 9-

28-6

0 T

, 6

Irr

125.

4 9-

18-6

4

used

as

supp

ly w

ell.

C

asin

gs

pulle

d a

nd

wel

l ab

ando

ned.

Dr

awdo

wn 3

0 ft

while

pu

mpi

ng 6

00 g

al/m

1n,

11-8

-41.

C

asin

g o

ri

gin

ally

sl

otted

from

46

1 to

550

ft.

5/

011

test.

2_

/

Cas

ing

slotted

from

35

5 to

375

and

466

to

618

ft.

Rep

orte

d di

scha

rge

500

ga

l/mln

. Te

mpe

ratu

re 7

58F.

011

test;

conv

erte

d to

wat

er w

ell.

D

is

char

ge 3

50 g

al/m

ln.

See

foot

note

s at

end

of

tab

le.

10.0

SUPPLEMENTAL DATA Continued

10.1

Records

of T

est

Well

s an

d Te

st H

oles Continued

Cas

ing

Wel

l no

.

D-

5 6 7 8 9

I 00 ?

10 11 12 13 14 15 16 17

Ow

ner

Ma

rtin

C

anet

zky

Hug

h H

olla

nd

do.

B.

B.

San

ders

B.

F.

Hen

neke

E.

W.

Jone

sw

ell

1

J.

G.

Bry

son

we

ll 1

Joe

R.

Bro

wn

0.

J.

Gil

son

Ma

rvin

E

gger

Her

man

H

osp

l-pa

l

Mrs

. P

au

line

Do

lge

ne

r,

well

1

Be

rth

a

Altm

ann

well

1

Driller

Dun

n W

ater

W

ell

Drillin

g

Co.

Crisp

D

rillin

gC

o.

Pom

ykal

D

rillin

gC

o. Burf

ord

O

il C

o.

Dun

n W

ater

W

ell

Drillin

g

Co.

Hum

ble

Oil

and

Re

fin

ing

C

o.

E.

J.

Gra

cey

Lero

y R1

ente

r

Dun

n W

ater

W

ell

Drillin

g

Co.

Rlc

hte

r W

ater

Wel

l D

rillin

g

Co.

B.

J.

Sw

lnehart

Co.

Am

erad

a P

etr

ole

um

Cor

p.

Sha

mro

ck

011

and

Gas

, an

d S

eabo

ard

011

Dat

e co

m

ple

t

ed 1947

1971

1978

1952

1965

1959

1947

1965

1952

1975 __

1951

1944

Dep

th

Dia

m-

of

ete

r w

ell

(in)

(ft) 628

4 2

735

8

671

6

5,22

7

630

4 3

9,81

2

3,34

2

507

4

772

4

769

4

434

4

6,80

8 -

9,2

60

-

Dep

th

Wa

ter-

A

ltitude

or

bearing

of

lan

d

inte

r-

un

it

surf

ace

va

l (f

t)

(ft) 21

6 Tw

cb

605

212-

628

Twcb

57

9

Twcb

51

5

585

Twcb

52

0

537

428

446

Twcb

54

0

772

Tws

510

Twcb

47

5

Twcb

48

4

465

550

Wat

er

leve

lAb

ove

(+)

Dat

e of

Mst

hod

Use

be

low

la

nd

mea

sure

- of

of

Rem

arks

su

rfa

ce

men

t 11ft

wat

er

datu

m

(ft)

123.

2 10

-25-

79

N 20

ft

slo

tte

d.

4/

83

.5

11

-20

-79

S

67

.0

11

-20

-79

S

011

test.

I/

90

1965

T

, E

D,

S 3-

1n

casi

ng

slo

tte

dfr

om 6

00£/ 01

1 te

st.

011

test.

146

4-

-65

Cf,

E

D O

pen

end.

80.0

4

- 9-

53

J,

E S

Cas

ed to

slo

tted.

ture

75

°F

68

.0

12-

6-7

9

D

35

.5

11-

7-7

9

S

011

test.

011

test.

to

630

ft.

2/ y i/.i/

botto

m;

Tem

pera

-

2/

2/

See

foot

note

s at

end o

f table.

10.0

SUPP

LEM

ENTA

L D

AT

A~

Con

t1nu

ed10

.1

Rec

ords

o

f T

est

W

ells

an

d T

est

H

ole

s--C

ont1

nued

Wel

1

Ow

ner

no. IS

Aqu

a W

ater

S

uppl

y C

orp.

Casi

ng

Driller

Dat

e co

m

ple

t

ed

Pom

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I

10.0 SUPPLEMENTAL DATA10.2 Daily-Mean Discharge for Gaging Stations: Big Sandy Creek near

McDade and Big Sandy Creek near ElginCOLORADO RIVER BASIN

08159165 BIG SANDY CREEK NEAR MCDADE, TX

LOCATION.--Lat 30°18'18", long 97°17 > 48", Bastrop County, Hydrologic Unit 12090301, on left bank at upstream side of left abutment of U.S. Highway 290 bridge. 3.8 mi (6.1 km) northwest of McDade, and 5.3 mi (8.5 km) south east of Elgin.

DRAINAGE AREA.--38.7 mi 2 (100.2 km 2 ).

WATER-DISCHARGE RECORDS

PERIOD OF RECORD.--July 1979 to current year.

GAGE.--Water-stage recorder. Altitude of gage is 422 ft (128.6 m), from topographic map.

REMARKS.--Water-discharge records fair. No known regulation or diversion. Station is part of hydrologic-research- - - - .... .. . _ Station has automatic water-project to study effects of lignite strip mining on the local water resources,

quality sampler. Two recording rain gages are located in the watershed.

EXTREMES FOR PERIOD OF RECORD.--Maximum discharge, 989 ft'/s (28.0 m'/s) Mar. 27, 1980, gage height, 12.20 ft (3.719 m), from rating curve extended above 424 ft 3 /s (12.0 m 3 /s); no flow for many days each year.

EXTREMES FOR PERIOD JULY TO SEPTEMBER 1979.--Maximum discharge, 331 ft'/s (9.37 m 3 /s) July 27 at 2400 hours, gage height, 7.05 ft (2.149 m), no other peak above base of 325 ft 3 /s (9.20 m 3 /s); no flow Sept. 9-19.

EXTREMES FOR CURRENT YEAR.--Peak discharges above base of 325 ft 3 /s (9.20 m 3 /s) and maximum (*):

Date Time Discharge Gage height (ft 3 /s) (m'/s) (ft) (m)

Mar. 27 2115 *989 28.0 a12.20 3.719 May 14 0230 984 27.9 12.17 3.709

a From rating curve extended above 424 ft 3 /s (9.20 m 3 /s).

Minimum discharge, no flow for many days.

DISCHARGE IN CUBIC FEET PER SECOND, JULY TO SEPTEMBER 1979 MEAN VALUES

NOV DEC JAN FEE MAR APR MAY JUN JUL

12345

6189

10

1112131415

1617181920

2122232425

262728293031

TOTALMEANMAXMINCFSMIN.AC-FT

_--_--_-__-----

_--____--- ----___

2.42.32.2

1 .71 .41 .41 .32.5

3.26.21 .81 .31 .0

.9058633.81 .81 .2

____---____-__-__-._-

.90

.75

.63

.63

.51

.51

.40

.51

.63

.63

.51

.51

.51

.51

.40

.30

.40

.63

.63

.30

.22

.14

.06

.14

.06

.06

.06.14.14.03.03

1 1 .88.38.90.03.01.01

24

.03

.03

.03

.03

.63

1.0.12.01.00.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.01

. 1 1

.22

.21

.21

.14

.06

.03

.05

.06

.03---

3.01.101 .0.00

.003.006.0

WTR YR 1979 TOTAL - MEAN - MAX - MIN - CFSM - IN. -

-91-

10.0 SUPPLEMENTAL DATA--Continued10-2 Daily-Mean Discharge for Gaging Stations: Big Sandy Creek near

McDade and Big Sandy Creek near Elgin ContinuedCOLORADO RIVER BASIN

08159165 BIG SANDY CREEK NEAR MCDADE, TX Continued

DISCHARGE, IN CUBIC FEET PER SECOND, WATER YEAR OCTOBER 1979 TO SEPTEMBER 1980 MEAN VALUES

DAY OCT NOV DEC MAR APR MAY JUN AUG SEP

12345

6789

10

1112131415

1617181920

2122232425

262728293031

TOTAL MEANMAXMINCFSMIN.AC-FT(tt)

CAL YRWTR YR

.04

.03

.04

.66

.01

.02

.04

.06

.03

.02

.04

.04

.03

.03

.04

.03

.03

.03

.01.00

.01

.00

.00

.00

.01

.00

.00

.00

.01

.03

.00

1.29 .042

.66

.00.001.002.6

1 .46

1979 TOTAL 1 980 TOTAL

.00.00.00.00.00

.00

.00

.00

.00

.00

.00

.00

.01

.01

.00

.01

.02

.02

.00

.00

.00

.00

.00

.00

.00

.01

.03

.03

.02

.01

.17 .006

.03

.00.000.00

.3.71

1891

.03

.04

.06

.10

.14

.17.14.18.22.22

.25

.562.41.3

.36

.16

.06

.06

.06

.19

1 .21.82.53.32.0

1.41 .42.0

112.21.1

36.60 1.18

11.03.03.0473

3.15

MEAN .72 MEAN

.69

.63

.66

.63

.55

.64

.73

.63

.63

.63

.79

.64

.52

.56

.69

.81

.89

.891.26.7

5.142185.23.6

3.22.62.52.52.52.3

109.61 3.54

42.52.09.11217

2.40

5.17

2.22.11 .91.91.8

1.81.92.02.52.3

2.11.82.62.12.1

6.17.54.23.92.7

2.82.22.01.81 .7

1.62.02.12.1

73.8 2.547.51 .6.07.07146

2.13

MAX MAX 469

8.54.02.62.42.1

1.81.81.81 .71.6

1 .51.61 .71.51 .5

1.61.91.71.82.0

1.91.71.81 .92.0

2.4303187

20118.1

585.9 18.9

3031 .5.49.56

11603.70

MIN MIN .00

8.36.65.74.63.3

2.72.92.82.52.2

1.81.74.52.72.0

1.01.2

.50

.51

.47

.41'

.40

.46

.4611

5.61.8

.95

.70

.66

80.42 2.68

11.40.07.08160

2.40

CFSM CFSM ,

7.44.11.5

.93

.54

.39

.942.84.02.2

1.214

193469136

7823S.O5.75.2

3.83.22.52.52.2

2.22.11.91 .81.91 .8

983.80 31 .7

469.39.82.95

19506.46

IN .13 IN 1

1.71.51.41.41.2

1.31.31 .11.01.1

1.21.21.1

.88

.63

.47

.36

.24

.17

.14

.19

.18.18.04.03

.01

.01.01.03.04---

20.11 .671.7.01.02.0240

.64

AC-FT .82 AC-FT

.02

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.02 .001

.02

.00.000.00.04.24

3750

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00 .000

.00

.00.000.00.00.93

ntt 27.29

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00___

.00 .000

.00

.00.000.00.00

3.07

tt Weighted-mean rainfall on watershed, in inches, based on two rain gages.

-92-

10.0 SUPPLEMENTAL DATA Continued10.2 Daily-Mean Discharge for Gaging Stations: Big Sandy Creek near


08159165 BIG SANDY CREEK NEAR MCDADE, XX

LOCATION.--Lat 30°18'18", long 97°17'48", Bastrop County, Hydrologic Unit 12090301, on left bank at upstream side of left abutment of U.S. Highway 290 bridge, 3.8 mi (6.1 km) northwest of McDade, and 5.3 mi (8.5 km) south east of Elgin.

DRAINAGE AREA. 38.7 mi 2 (100.2 km 2 ).

PERIOD OF RECORD. July 1979 to current year.

GAGE.--Water-stage recorder. Altitude of gage is 422 ft (128.6 m) , from topographic map.

REMARKS.--Records fair. No known regulation or diversion. Station is part of hydrologic-research project to study effects of lignite strip mining on the local water resources. Station has automatic water-quality sampler. Two recording rain gages are located in the watershed.

EXTREMES FOR PERIOD OF RECORD. Maximum discharge, 4,410 ft 3 /s (125 m 3 /s) June 11, 1981, gage height, 15.74 ft (4.798 m); no flow for many days each year.

EXTREMES FOR CURRENT YEAR.--Peak discharges above base of 325 ft 3 /s (9.20 m 3 /s) and maximum (*):

Date

May 31June 1 1

Time

02450645

Discharge (ft'/s) (mVs)

412*4,410

11.7125

Gage height (ft) (m)

7.8215.74

2.3844.798

Date

June 13June 1 6

Time

18301400

Discharge (ft'/s) (m 3 /s)

1,9701,940

55.854.9

Gage height (ft) (m)

12.7012.65

3.8713.856

Minimum discharge, no flow for many days.

DAY OCT

DISCHARGE, IN CUBIC FEET PER SECOND, WATER YEAR OCTOBER 1980 TO SEPTEMBER 1981MEAN VALUES

NOV DEC JAN FEB MAR APR MAY JUN JUL AUG

tt Weighted-mean rainfall on watershed, in inches, based on two rain gages,

-93-

SEP

12345

6789

10

1112131415

1617181920

2122232425

262728293031

TOTALMEANMAXMIN CFSMIN.AC -FT (tt)

CAL YR WTR YR

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00 .000

.00

.00 .000.00.00

2.16

1980 TOTAL 1981 TOTAL

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.03

.06

.06

.06

.06

.06

.06

.06

.06

.14

.06

.03

.03

.03

.06__-

.86 .029

.14

.00 .001.001.7

2.88

1862.05 4487.20

.06

.06

.06

.10

.14

.14

.14

.14

.14

.14

.14

.14

.14

.14

.22

.30

.50

.51

.45

.40

.40

.40

.46

.42

.40

.40

.22

.20

.29

.14

.14

7.53 .24.51.06

.006.01

15 .84

MEAN MEAN

.14

.18

.21

.14

.14

.14

.14

.18

.23

.14

.14

.14

.14

.14

.14

.14

.14

.14

.26

.22

.14

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

4.28 .14.26.09

.004.008.5

1.88

5.09 12.3

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

.09

2.52 .090

.09

.09 .002.005.0

1.03

MAX 469 MAX 1550

.14

.221.3

233.4

1.51.0

.63

.30

.22

.22

.22

.36

.37

.30

.25

.22

.22

.10

.06

.06

.06

.03

.03

.13

.30

.30

.304.51.8.60

42.14 1.36

23.03 .04.04

84 4.01

MIN .00 MIN . 00

.24

.22

.22

.22

.15

.03

.03

.03

.03

.05

.03

.03

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.05

.00

.00

.00

.00

.00

.00

.00

1.33 .044.24.00

.001.002.6 .91

CFSM CFSM

.00

.00

.00

.00

.00

.01

.15

.30

.09

.00

.00

.00

.00

.00

.00

1.21.2.34.00.00

.00

.00

.002267

6.32.11.31.3

38129

270.29 8.72

129.00 .23.26536

7.29

.13 IN

.32 IN

46856.56.5

68

133.61.81.41.2

1550165605528

44

86685115.33.1

2.11.91 .21.21.3

1.82.11.8.90.80

4110.50 137

1550.80

3.543.958150

11.23

1.79 4.31

1.11.21.51.27.4

113.82.41.91.3

1.1.94.89.89.71

.56

.73

.891.41.7

1 .2.48.23.14.08

.06

.10

.19

.22

.22

.18

45.71 1.47

11.06 .04.04

91 2.56

AC-FT 3690 AC-FT 8900

.05

.02

.00

.00

.01

.03

.03

.03

.03

.03

.04

.10

.14

.13

.06

.06

.06

.06

.06

.06

.06

.05

.02

.00

.01

.03

.00

.00

.00

.03

.06

1.26 .041

.14

.00 .001.002.5

1.67

tt 27.85 tt 38.52

.08

.03

.05

.06

.06

.06

.06

.06

.03

.03

.03

.00

.00

.02

.04

.03

.00

.00

.00

.00

.00

.00

.00

.00

.01

.03

.03

.03

.02

.02

.78 .026

.08

.00 .001.001.5

2.06

10.0 SUPPLEMENTAL DATA--Continued10.2 Daily-Mean Discharge for Gaging Stations: Big Sandy Creek near

McDade and Big Sandy Creek near Elgin Continued

COLORADO RIVER BASIN

08159165 BIG SANDY CREEK NEAR MCDADE, XX

LOCATION.--Lat 30°18'18", long 97°17'48", Bastrop County, Hydrologic Unit 12090301, on left bank at upstream side of left abutment of U.S. Highway 290 bridge, 3.8 mi (6.1 km) northwest of McDade, 5.3 mi (8.5 km) southeast of Elgin, and 14.2 mi (22.8 km) upstream from mouth.

DRAINAGE AREA.--38.7 mi 2 (100.2 km2 ).


GAGE.--Water-stage recorder. Altitude of gage is 422 ft (128.6 m), from topographic map.

REMARKS.--Records fair except those for Oct. 1 to Nov. 19, which are poor. No known regulation or diversion. Two recording rain gages are located in the watershed. Several observations of water temperature were made during the year.

EXTREMES FOR PERIOD OF RECORD.--Maximum discharge, 4,410 ft 3 /s (125 m 3 /s) June 11, 1981 and May 13, 1982, gage height, 15.74 ft (4.798 m); no flow for many days each year.

EXTREMES FOR CURRENT YEAR.--Maximum discharge, 4,410 ft 3 /s (125 m 3 /s) May 13 at 1115 hours, gage height, 15.74 ft (4.798 m), no other peak above base of 325 ft 3 /s (9.20 m 3 /s); no flow for many days.


DAY OCT NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP

1 .002 .003 .004 .005 .00

6 .007 .008 .009 .00

10 .00

11 .0012 .0013 .0014 1315 118

16 22717 40518 39519 11520 29

21 2.522 1.723 1 .324 1 .225 .99

26 .8727 .8728 .8429 .7230 .6731 68

TOTAL 1381.66MEAN 44.6MAX 405MIN .00CFSM 1.15IN. 1.33AC- FT 2740(tt)

2984593246526

2.61 .82.5

74144

839.44.83.02.2

1.81 .51.31 .0.90

.90

.901 .0.90.90

.63

.51

.51

.75

.90

1513.7050.5459.51

1 .311.453000

-

CAL YR 1981 TOTAL 7397WTR YR 1982 TOTAL 4803

.90

.63

.63

.63

.90

1.31 .31 .41 .31 .3

1 .2.90.90

1 .0.90

.40

.30

.40

.51

.63

.40

.30

.30

.40

.51

.63

.58

.56

.64

.75

.75

23.25.751.4.30.02.0246.54

.42 MEAN

.44 MEAN

.75

.751.41.2.90

.89

.88

.75

.75

.67

.631.01.31.21.1

.93

.55

.59

.76

.98

1 .21.2.99.66.63

.63

.68

.81

.891.21 .4

28.27.911.4.55.02.0356.63

20.313.2

.94

.821 .0.92.68

.56

.51

.58

.75

.75

.941 .0.89.63.63

.68

.82

.77

.75

.79

.971 .0.97

1.1.77

.971 .0.90______---

23.09.821 .1.51.02.0246.72

MAX 1550MAX 1550

.89

.89

.83

.75

.75

.75

.63

.63

.63

.63

.951 .41 .41 .1.89

.981 .0.76.65.67

.75

.75

.861 .11 .2

.921 .41 .81 .41.31 .3

29.96.971 .8.63.03.0359

1 .53

MIN .00KIN .00

.83

.75

.75

.75

.74

.55

.51

.671 .01 .4

1 .0.76.66.63.63

.63

.56

.41

.401 .4

2.513167.37.4

4.52.92.21 .81 .7---

74.332.48

16.40.06.07147

3.05

CFSMCFSM

1 .61 .41.21.21 .2

2.02.11.51 .31.1

1 .01 .0

15508510

6.44.73.23.13.4

4.63.82.34.93.8

2.82.11 .61 .2.80.75

1711.0555.21550.75

1 .431 .6433906-35

.53 IN

.34 IN

.731.01 .11.21 .2

.76

.37

.30

.51

.63

.30

.51

.75

.63

.40

.63

.63

.51

.51

.40

.40

.40

.22

.22

.14

.14

.14

.03

.03

.30

15.09.501 .2.03.01.0130

2.65

7.11 AC-FT4.62 AC-FT

1 .5.75.40.22.14

.03

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

3.04.098

1 .5.00

.003.006.0.07

146709530

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00.000.00.00

.000.00.00

1.18

tt -tt -

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00---

.00.000.00.00

.000.00.00

2.93

tt Weighted-mean rainfall, in inches.

-94-



08159170 BIG SANDY CREEK NEAR ELGIN, TX

LOCATION.--Lat 30'15'54" .long 97°19'39" Bastrop County, Hydrologic Unit 12090301. on right bank at downstream side of bridge on State Highway 95, 6.1 mi (9.8 km) south of Elgin, and 10.7 mi (17.2 km) north of Bastrop.

DRAINAGE AREA. 63.8 mi 1 (165.2 km*).



GAGE. --Water- stage recorder. Altitude of gage is 392 ft (119.5 m) , from topographic map.

REMARKS. --Water-discharge records fair. No known regulation or diversion. Station is part of hydrologic-research ^

(48 ' 7 "'/.> "V '* 198°' ^ge height. 15.78 ft

EXTREMES FOR PERIOD JULY TO SEPTEMBER 1 979 .-Maximum discharge. 256 ft'/s (7.25 m'/s) July 28, gage height 8.81 ft (2.685 m), no peak above base of 500 ft'/s (14.2 m'/s); minimum. 0.05 ft'/s (0.001 m'/s) Sept. 16, 17.

EXTREMES FOR CURRENT YEAR. --Peak discharges above base of 500 ft'/s (U.2 m'/s) and maximum (*) :

Date Time Discharge Gage height(ft'/s) (m'/s) (ft) (m)

Mar. 28 0215 1,340 37.9 14.51 4.423May 14 0615 *1,720 48.7 15.78 4.810

Minimum discharge, no flow July 30 to Sept. 6, Sept. 8-29.

DISCHARGE. IN CUBIC FEET PER SECOND, JULY TO SEPTEMBER 1979 MEAN VALUES

DAY °CT NOV DEC JAN FEB MAR APR MAY JUN

1

345

6789

10

1112131415

1617181920

2122232425

262728293031

TOTALMEANMAXMINCFSMIN.AC-FT

WTR YR 1979 TOTAL - MEAN - MAX - MIN - CFSM - IN. - AC-FT -

___

---

...

...---...

--_8.54.32.92.6

2.21 .61.31 .41 .4

4.27.13.81.91 .2

1 .02.8

929.43.12.0

_..-__----____-_.,.---

1 .2.85.64.47.44

.41

.33

.60

.41

.33

.28

.28

.30

.26

.24

.22

.20

.18

.18

.16

.16

.16.16.14.13

.13.13.12.11.18.24

9.64.311 .2.11

.005.01

19

.18

.16

.14

.13

.12

.14.16.33.20.15

.12

.10

.07

.07

.07

.06

.05.06.13.37

.17

.10.08.07.07

.06.06.07.08.08

3.65.12.37.05

.002.007.2

-95-


McDade and Big Sandy Creek near Elgin ContinuedCOLORADO RIVER BSIN

08159170 BIG SANDY CREEK NEAR ELGIN, TX--Continued

DISCHARGE, IN CUBIC FEET PER SECOND, WATER YEAR OCTOBER 1979 TO SEPTEMBER 1980 MEAN VALUES

OCT AUG

12345

6789

10

1112131415

1617181920

2122232425

262728293031

TOTALMEANMAXMINCFSMIN.AC-FT(Tt)

CAL YRWTR YR

.08

.08

.07

.25

.07

.07

.06

.06

.05

.06

.06

.05

.05

.04

.05

.07

.05.06.05.05

.05

.06

.06

.06

.07

.08

.09

.09

.07

.25

.33

2.59.084

.33.04

.001.005.1

1 .61

1979 TOTAL1980 TOTAL

.05

.03

.02

.02

.03

.03.04.03.06.06

.07.06.06.06.07

.08

.10

.13

.14

.13

.27

.22

.14

.1 1

.12

.13

.11

.09

.08

.08---

2.62.087

.27

.02.001

.005.2.80

2938.

.10.1 1.16.16.18

.22

.20

.23

.25

.26

.28

.38

.36

.25

.25

.36

.26

.20

.20

.16

.16

.14

.33

.55

.36

.18

.11

.22136.72.9

29.22.94

13.10.02.02

583.18

MEAN.86 MEAN

1 .81 .51 .3

.88

.85

.93.74.73.69.77

.77.74.74.75.83

.87

.921 .11 .0

14

136335116.5

4.93.83.33.13.02.9

181 .415.85

63.69.09.1 1360

2.75

MAX8.03 MAX

2.62.52.42.01 .8

1.71 .51 .72.43.9

2.62.01 .92.31 .9

5.1106.44.53.3

2.82.71 .91.61 .3

1.21 .11.51 .7___-

78.32.70

101 .1.04.05155

2.13

_1000

6.17.63.72.62.1

1.81 .51.41.31 .1

.921 .2

.98

.88

.80

.75

.77

.75

.76

.84

.79

.75

.77

.67

.76

1 .0216488

22118.8

788.3925.4

488.67.40.46

15603.62

MINMIN .00

8.57.36.55.54.7

3.93-83-32.72.4

2.42.13.94.43.0

2.31 .91.71 .61 .4

1 .21 .11 .11 .1

13

146.03.42.21.8---

118.23.94

141 .1.06.07234

2.27

CFSMCFSM

8.9114.92.92.1

1 .51 .72.79.25.6

3.28.3

2051000

184

14237161110

7.86.04.84.13.8

3.33.02.72.52.32.3

1709.655.11000

1 .5.86

1 .0033906.85

IN.13 IN 1

2.32.01 .71.51 .3

1.21 .11 .11 .11 .0

1 .0.96.86.71.66

.53.42.38.35.32

.33

.31

.30

.28

.25

.22

.24

.23

.22

.24

23.11.772.3.22.01.0146

.58

AC-FT.71 AC-FT

.22

.24.24.26.24

.24

.24

.23

.24

.24

.23

.22

.22

.22.22

.21

.18

.17

.16

.15

.15

.14

.13

.12

.10

.08

.06

.04

.02

.00

.00

5.21.17.26.00

.003.00

10.33

_5830

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00.00.00.00

.00

.00

.00

.00

.00

.00

.00.000

.00

.00.000.00.00.80

tttt 27.66

.00

.00

.00

.00

.00

.00

.10

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.11---

.21.007

.11

.00.000.00

.42.74

tt Weighted-nean rainfall, in inches, based on three rain gages.

-96-

10.0 SUPPLEMENTAL DATA--Continued10.2 Daily-Mean Discharge for Gaging Stations: Big Sandy Creek near



08159170 BIG SANDY CREEK NEAR ELGIN, TX

LOCATION. Lat 30°15'54", long 97°19'39", Bastrop County, Hydrologic Unit 12090301, on right bank at downstream side of bridge on State Highway 95, 6.1 mi (9.8 km) south of Elgin, and 10.7 mi (17.2 km) north of Bastrop.

DRAINAGE AREA. 63.8 mi* (165.2 km 2 ).



GAGE.--Water-stage recorder. Altitude of gage is 392 ft (119.5 m), from topographic-map.

REMARKS.--Water-discharge records fair. No known regulation or diversion. Station is part of hydrologic-research project to study effects of lignite strip mining on local water resources. Station has automatic water-quality sampler. Three recording rain gages are located in the watershed.

EXTREMES FOR PERIOD OF RECORD. Maximum discharge, 5,760 ft'/s (163 m'/s) June 11, 1981, gage height, 21.54 ft (6.565 m); no flow for several days each year.

EXTREMES FOR CURRENT YEAR. Peak discharges above base of 500 ft 3 /s (14.2 m 3 /s) and maximum (*):

Date

June 1 1June 1 3June 1 6

Time

110023451900

Discharge(ft'/s)

*5,7602,4001 ,940

(mVs)

16368.054.9

Gage height(ft)

21.5417.3216.36

(m)

6.5655.2794.987

Minimum discharge, no flow Oct. 7-17.

DAY OCX


NOV DEC JAN FEB MAR APR MAY JUN JUL AUG SEP

12345

6789

10

1112131415

1617181920

2122232425

262728293031

TOTALMEANMAXMINCFSMIN.AC-FT(tt)

CAL YRWTR YR

.10

.08

.07

.05

.03

.01

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.11

.11

.09

.09

.09

.09

.18

.22

.24

.26

.20

.18

.18

.18

2.56.083

.26

.00.001.005.1

2.21

1980 TOTAL1981 TOTAL

.18

.18

.18

.20

.20

.20

.24

.28

.33

.38

.33

.30

.30

.30

.30

.47

.80

.55

.38

.28

.22

.22

.20

.26

.30

.85

.64

.36

.28

.28

9.99.33.85.18

.005.01

202.80

2926.896261.38

.26

.26

.26

.26

.26

.30

.30

.30

.36

.38

.33

.28

.28

.30

.36

.36

.36

.30

.30

.30

.28

.28

.30

.33

.36

.36

.36

.36

.38

.41

.38

9.91.32.41.26

.005.01

20.87

MEANMEAN

.38

.33

.30

.30

.33

.36

.38

.38

.44

.38

.36

.30

.28

.33

.33

.30

.30

.26

.972.0

.80

.60

.51

.51

.47

.47

.47

.44

.38

.39

.41

14.46.472.0.26

.007.01

291.94

8.0017.2

.42

.41

.38

.39

.59

.73

.56

.42

.39

.59

.43

.32

.30

.28

.30

.33

.34

.33

.30

.30

.35

.31

.30

.28

.26

.26

.27

.28

___

10.42.37.73.26

.006.01

211.02

MAX 1 000MAX 2350

.41

.44

.43198.5

2.21.0.74.51.36

.33

.34

.35

.37

.38

.33

.30

.27

.24

.23

.24

.22

.21

.22

.20

.21

.21

.222.84.81.4

47.461.53

19.20.02.03

944.00

MIN .00MIN .00

.64

.41

.39

.30

.23

.25

.26

.24

.25

.27

.22

.19

.20

.18

.15

.16

.18

.17

.15

.30

.33

.12

.25

.25

.20

.20

.18

.18

.20

.17

7.22.24.64.12

.004.00

14.99

CFSMCFSM

.24

.20

.23

.25

.19

.16

.14

.13

.12

.12

.10

.10

.11

.09

.09

.37

.23

.13

.1 1

.09

.09

.09

.081846

164.11.51.31.7

117

209.066.74

117.08.11.12415

7.07

.13 IN

.27 IN

30125

121449

306.63.21.91.4

2350413452

106068

874339

22116.3

3.93.22.41.95.8

3.22.62.81.41.1

5896.7197

23501.1

3.093.44

1170012.47

1.713.65

1.31.21.01.18.0

156.13.22.11.7

1.2.91.74.67.59

.49

.47

.41

.38

.57

.62

.45

.33

.24

.19

.15

.20

.20

.14

.12

.12

49.891.61

15. 12.03.03

992.29

AC-FT 5810AC-FT 12420

. 11

.10

.09

.08

.08

.08

.07

.06

.05

.05

.05

.05

.05

.05

.05

.04

.04

.05

.05

.05

.05

.05

.05

.05

.05

.05

.05

.05

.05

.06

.07

1.83.059

.11

.04.001.003.6

2.00

tt 27.tt 39.

.09

.09

.09

.15

.10

.07

.06

.06

.06

.05

.05

.04

.05

.04

.18

.14

.07

.05

.04

.04

.03

.03

.04

.04

.05

.04

.04

.03

.03

.03

1.88.063

.18

.03.001.003.7

1.72

9544

tt Weighted-mean rainfall on watershed, in inches, based on three rain gages.

-97-

10.0 SUPPLEMENTAL DATA Continued10.2 Dajly-Hean Discharge for Gaging Stations: Big Sandy Creek near


side 8 mi

COLORADO RIVFR BASIN

08159170 BIG SANDY CREEK NEAR ELGIN, XX

LOCATION --Lat 30 C 15'5V', long 97°19 '39" Bastrop County, Hydrologic Unic 12090301, on right bank at downstream (\; ^ t&? State Highway 95, 6.1 mi (9.8 km) south of Elgin, 10.7 mi (17.2 km) north of Bastrop, and 10. (.{/ 4 km) upstream £rom mouth.

DRAINAGE AREA.--63.8 mi' (165.2 km 2 ).



GAGE.--Water-stage recorder. Altitude of gage is 392 ft (119.5 tn), from topographic map.

REMARKS .--Water-discharge records fair except those for Oct. 1 to Nov. 17 and June 10 to July 26, which are poor. No known regulation or diversion. Three recording rain gages are located in the watershed. Several observations of water temperature were made during the year.

EXTREMES FOR PERIOD OF RECORD.--Maximum discharge, 5,760 ft 3 /s (163 m 3 /s) June 11, 1981 gage height 21 54 ft (6 565 m) ; no flow for several days each year. ' v.u.--uj

EXTREMES FOR CURRENT YEAR.--Maximum discharge, 5,540 ft'/s (157 m'/s) May 13 at 1500 hours, gage height, 21.34 ft (6.504 m), no other peak above base of 500 ft a /s (14.2 m 3 /s); no flow tor many days.


DAY OCT NOV DEC JAM FEE MAR APR JUN JUL AUG SEP

1 .002 .003 .004 .005 .00

6 .007 .008 .009 .00

10 .00

11 .0012 .0013 .0014 2015 170

16 33017 45018 39019 9020 38

21 5.022 2.323 1 .824 1 .625 1 .4

26 1 .327 1 .328 1 .329 1 .230 1 .131 SO

TOTAL 1586.30MEAN 51.2MAX 450MIN .00CFSM .80IN. .92AC- FT 3150(tT)

30049034010030

5.22.34.0

90160

96256.03.12.4

2.01 .71 .51 .31 .1

1 .1.97

1 .1.97.94

1 .0.99.89.90

1 .7___

1672.1655.7490.89.87.97

3320-

CAL YR 1981 TOTAL 9523WTR YR 1982 TOTAL 6137,

.80

.91

.74

.64

.64

.69

.911 .31 .31 .4

1 .31 .21 .2.97.80

.911 .1.91.74.74

.74

.97

.91

.74

.64

.64

.51

.51

.47

.51

.64

26.48.851 .4.47.01.0253.53

. 8 6 MEAN

. 1 0 MEAN

.801 .1.97

1 .1.80

.74

.64

.51

.60

.74

.47

.801 .31 .61 .8

1 .71 .51 .51 .31 .3

1 .51 .61 .41 .31 .3

1 .21 .31 .21 .21 .31 .6

36.171 .17

1 .8.47.02.0272

.82

26.1 MAX16.8 MAX

1 .61.61 .61 .71 .6

1 .41 .31 .21 .21 .2

1 .21 .51 .41 .31 .3

1 .31 .21 .31 .31 .4

1 .51 .51 .41 .41 .3

1 .31 .51 .6______---

39.11 .40

1 .71 .2.02. OP-78

.73

23502180

1 .51 .41 .41 .51 .4

1 .41 .31.31 .21 .2

1 .21 .31 .71 .91 .8

1 .61 .71 .31 .51 .4

1 .11 .11 .31 .41 .4

1 .41 .62.22.11 .71 .6

45.91 .482.21 .1.02.0391

1 .67

Hin .00MIN .00

1 .31 .31 .61 .41 .2

.91

.80

.74

.74

.91

.97

.91

.80

.69

.64

.55

.51

.44

.44

.64

1 .55.7

199.38.9

5.93.92.41 .61 .1

76.792.56

19.44.04.04152

2.77

CFSMCFSM

2.85.11 .6.55.38

.64

.80

.69

.44

.33

.24

.20218035613

7.35.43.83.43.2

3.83.63.04.35.6

3.22.82.42.11 .91 .7

2620.2784.52180.20

1 .321 .5352007.13

.41 IN 5,

.26 IN 3

1 .51 .51 .61 .61 .5

1 .61 .21 .1.87.85

.79

.98

.92

.78

.70

.74

.69

.69

.69

.69

.69

.64

.64

.64

.60

.60

.60

.55

.55

.55

27.05 6.901 .6.55.01.0254

2.84

.55 AC-FT

.58 AC-FT

.55

.51

.47

.41

.41

.38

.33

.33

.28

.26

.24

.24

.20

.20

.16

.15

.13

.12

.11

.10

.09

.08

.06

.06

.05

.05

.04

.04

.04

.03

.03

.15

.20

.55

.03003.0012

.06

1889012170

.03

.03

.03

.03

.03

.03

.03

.03

.02

.02

.02

.02

.02

.02

.01

.01

.01

.01

.01

.01

.01

.01

.00

.00

.00

.00

.00

.00

.00

.00

.00

.44.014.03.00

.000.00.9

1 .37

tt -tt -

.00

.00

.01

.01

.01

.00

.00

.00

.00

.00

.00

.00

.01

.01

.00

.01

.02

.01

.01

.02

.02

.01

.01

.01

.02

.02

.02

.02

.02

.02

.29.010.02.00

.000.00.6

2.42

tt Weighted-mean rainfall, in inches.

-98-

10.0 SUPPLEMENTAL DATA10.3 Water-Quality and Sediment Analysis at Streamflow Sites


08159165 BIG SANDY CREEK NEAR MCDADE, TX

PERIOD OF RECORD. Chemical, biochemical, radiochemlcal, and pesticide analyses: May to September 1979.

WATER QUALITY DATA, WATER YEAR OCTOBER 1978 TO SEPTEMBER 1979

DATE

HAY22...23...

JUL 17...

TIME

14251207

1308

STREAM-FLOW,

INSTANTANEOUS(CFS)

42435

SPECIFICCONDUCTANCE(MICRO-MHOS)

126301

PH

(UNITS)

6.86.6

TEMPERATURE(DEC C)

21.521.5

TEMPER ATURE (DEC C)

COLOR (PLAT INUM- COBALT UNITS)

TUR BID ITY

(NTU)

OXYGEN, DIS

SOLVED (MG/L)

OXYGEN, DIS SOLVED (PER CENT

SATUR ATION)

OXYGEN DEMAND, BIO CHEM ICAL.

5 DAY (MG/L)

326 7.1 29.5

350150

120

240140

38

7.1 6.4

8072

5.2 3.9

3.4

DATE

MAY22...23...

JUL 17...

COLI- FORM, TOTAL, IMMED.

(COLS. PER

100 ML)

COLI- FORM, FECAL, 0.7 UM-MF (COLS./ 100 ML)

STREP TOCOCCI FECAL,

KF AGAR (COLS.

PER 100 ML)

HARD NESS (MG/L AS

CAC03)

HARD NESS,

NONCAR- BONATE (MG/L CAC03)

CALCIUM DIS SOLVED (MG/L AS CA)

MAGNE SIUM, DIS

SOLVED (MG/L AS MG)

SODIUM, DIS

SOLVED (MG/L AS NA)

SODIUM AD

SORP TION RATIO

4200044000

2000

140004100

64

5100019000

180

3586

740

29

1025

2.5 5.8

4.4

7.821

23

.6 1 .0

1.1

DATE

MAY22...23...

JUL 17...

POTAS SIUM, DIS

SOLVED (MG/L AS K)

BICAR BONATE (MG/L AS

HC03)

CAR BONATE (MG/L

AS C03)

SULFATE DIS SOLVED (MG/L

AS S04)

CHLO RIDE, DIS SOLVED (MG/L AS CL)

FLUO- RIDE, DIS SOLVED (MG/L AS F)

SILICA, DIS SOLVED (MG/L AS SI02)

SOLIDS, SUM OF CONSTI TUENTS,

DIS SOLVED (MG/L)

NITRO GEN,

NITRATE TOTAL (MG/L AS N)

5.3 6.2

3457

39 34

6.8 9.1

77167

147

.49

.59

.13

DATE

MAY22...23...

JUL 17...

NITROGEN,

NITRITETOTAL(MG/LAS N)

.10

.10

NITROGEN,

N02+N03TOTAL(MG/LAS N)

__

NITROGEN,

AMMONIATOTAL(MG/LAS N)

.15

.16

NITROGEN,

ORGANICTOTAL(MG/LAS N)

1 .41 .2

NITROGEN, AMMONIA +ORGANICTOTAL(MG/LAS N)

..--

PHOSPHORUS ,TOTAL(MG/LAS P)

1 .5.12

CARBON,ORGANICTOTAL(MG/LAS C)

17.1

PHENOLS

(UG/L)

20

.15 .06 .15

METHY-LENEBLUE

ACTIVESUB STANCE (MG/L)

.00

.00

.00

DATE

MAY22...23...

JUL 17...

14251207

1308

ARSENICDIS

SOLVED(UG/L AS AS)

BARIUM,DIS

SOLVED(UG/L AS BA)

CADMIUMDIS

SOLVED(UG/L AS CD)

CHROMIUM,DISSOLVED(UG/L AS CR)

COPPER,DISSOLVED(UG/L AS CU)

IRON,DIS

SOLVED(UG/L AS FE)

100100

240280

DATE

MAY22...23...

JUL 17...

LEAD, DIS

SOLVED (UG/L AS PB)

MANGA NESE, DIS

SOLVED (UG/L AS MN)

MERCURY DIS

SOLVED (UG/L AS HG)

SELE NIUM, DIS

SOLVED (UG/L AS SE)

SILVER, DIS

SOLVED (UG/L AS AG)

ZINC, DIS

SOLVED (UG/L AS ZN)

4070

1020

30

-99-

10 '° * Streak

COLORADO BIVER BASIN

08159165 BIG SANDY CREEK NEAR MCBADE, TX Continued


DATE

MAY22...23...

JUL 17...

TIME

1A25 1207

1308

GROSS ALPHA. DIS SOLVED (PCI/L

AS U-NAT)

GROSS ALPHA, SUSP. TOTAL (PCI/L

AS U-NAT)

GROSS ALPHA, DIS

SOLVED (UG/L AS

U-NAT)

GROSS ALPHA, SUSP. TOTAL (UG/L AS

U-NAT)

GROSS BETA, DIS SOLVED (PCI/L AS

CS-137)

GROSS BETA, SUSP. TOTAL (PCI/L

AS CS-137)

GROSS BETA, DIS SOLVED (PCI/L AS SR/ YT-90)

GROSS BETA. SUSP. TOTAL (PCI/L AS SR/ YT-90)

RADIUM 226. DIS

SOLVED, RADON METHOD (PCI/L)

URANIUM DIS

SOLVED, EXTRAC TION (UG/L)

115.0

2.4

<2.5

<2.5

167.4

3.5

6.16.2

5.9

11 <3.5

1.7

5.6 5.8

5.6

11 <3.5

1.7

.23

.08

.04

.11

.24

.44

DATE

MAY22...23...

JUL 17..".

PCB,TIME TOTAL

(UG/L)

14251207

1308

ALDRIN, TOTAL (UG/L)

.00

.00

.00

CHLOR- DANE, TOTAL (UG/L)

ODD, TOTAL (UG/L)

.00

.00

DDE, TOTAL (UG/L)

.00

.00

DI-DDT, AZINON,

TOTAL TOTAL (UG/L) (UG/L)

.00

.00

.00

.01

.01

.00

DATE

MAY22...23...

JUL 17...

DI- ENDO-ELD8IN SULFAN, ENDRIN. ETHION,TOTAL TOTAL TOTAL TOTAL(UG/L) (UG/L) (UG/L) (UG/L)

.00

.00

.00

.00

.00.00 .00

.00

.00

.00

HEPTA-HEPTA- CHLOR CHLOR, EPOXIDE LINDANE TOTAL TOTAL TOTAL (UG/L) (UG/L) (UG/L)

.00

.00

.00

.00

.00.00 .00

.00

MALA- THION, TOTAL (UG/L)

.00

.00

.00

METHYLPARA-THION,TOTAL(UG/L)

.00

.00

.00

DATE

MAY22.. .23...

JUL 17...

METHYLTRI-

THION, TOTAL (UG/L)

.00

.00

MIREX. TOTAL (UG/L)

.00

.00

.00

PARA- TOX-THION, APHENE,TOTAL TOTAL(UG/L) (UG/L)

.00

.00

.00

TOTALTRI-THION(UG/L)

.00

.00

.00

2,4-D, 2,4,5-T SILVEX,TOTAL TOTAL TOTAL(UG/L) (UG/L) (UG/L)

.72

.23.02 .00

.03

.00

.00

.00

-100-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Streamflow Sites Continued


08159165 BIG SANDY CREEK NEAR MCDADE, TX--Continued

WATER-QUALITY RECORDS

May 1979 to current year.PERIOD OF RECORD.--Chemical, biochemical, and pesticide analyses analyses. May to September 1979.

Radiochemical


DATE

OCT1 1 ...11 ...

NOV28. ..

JAN09...22...23...

MAR27...21 ...21 ...27. ..27...27...27...28...28...28...

MAY13...13. ..13...13. ..13...13. ..13. ..14. ..14. ..27...

TIME

13051315

1225

131517001330

-_123013301415151516501702

__12301240

_-163017001830190021002130

--1320

--

STREAM- FLOW,

INSTANTANEOUS(CFS)

.02

.03

.22

.63641 1

30378

1522292945185521878685

193127155317451685709469140303

SPE CIFIC CON DUCTANCE(MICRO-MHOS)

703-_

810

911523--

__124012501100900393___-

212--

-_676585350288182176_-__--

PHFIELD(UNITS)

7.4_-

7.2

7.37.3--

-__-------

7.2-__-

6.7--

-___--__-_--__---_--

TEMPERATURE,WATER(DEC C)

23.523.5

12.5

10.51 1 .010.5

__--------

15.015.0

_-16.516.5

-_-_---_-_---_--

21 .0--

COLOR (PLATINUMCOBALTUNITS)

10--

5

20200--

--_-----_-

120____

200_-

_-___-_____-___-__--

TURBIDITY(NTU)

8.0--

2.6

3.6620

____-----_

720-___

230-_

-___

160__-_

540__-___--

OXYGEN , DIS

SOLVED OXYGEN, (PER-

DIS- CENTSOLVED SATUR-(MG/L) ATION)

4.9 58

4.0 37

8.5 7710.0 92

-.

-___-_____

8.1 78-_--

9.5 98-_

-__________________-

OXYGEN DEMAND, BIOCHEMUNINHIB5 DAY

(MG/L)

2.1--

1 .9

2.53.6--

-___------

5.2__--

4.3--

--__

8.4__-_

7.2__------

DATE

OCT1 1 ...1 1 ...

NOV28...

JAN09...22. ..

MAR2?! '.'.

27 ...27. ..27. ..27. ..27. ..28. ..28. ..28. ..

MAY13...13...13. ..13...13. ..13.. .13. ..14. ..14. ..27...

COLI-FOR!" ,TOTAL,IMMEO.(COLS.PER

100 .ML)

1300--

1600

620--

__---_-_

88000----

50000--

-----_--------------

COLI-FORM ,FECAL,0.7UM-MF(COLS./100 ML)

43

92

49--

__--__-_

56000----

29000--

--_---

------------

STREPTOCOCCIFECAL,

KF ACAR(COLS.PER

100 ML)

460--

250

46--

II-__-__

310000----

91000--

_-

------_---.-----

HARD- MAGNE-HARD- NESS, CALCIUM SIUM, SODIUM,NESS NONCAR- DIS- DIS- DIS-(MG/L BONATE SOLVED SOLVED SOLVEDAS (MC/L (MC/L (MG/L (MG/L

CAC03) CAC03) AS CA) AS MG) AS NA)

200 85 57 14 68_-

200 71 58 14 73

--130 85 37 10 43

ri ii \'. ii ii-__--_110 65 31 7.8 33-__--__-

.--_-__--__---_--_-_

SODIUM POTAS-AD- SIUM,

SORP- DIS-TION SOLVED

RATIO (MG/LAS K)

2.1 6.6-_

2.2 6.1

-_1.6 5.2

--__-_--

1 .4 5.8__-_-_-_

-----_-__--_-.------

-101-

10.0 SUPPLEMENTAL DATA Continued10 - 3 Water-Quality and Sediment Analysis at Streamflow Sites Continued


08159165 BIG SANDY CREEK NEAR MCDADE, TX--Continued


DATE

OCT1 t...11...

NOV28...

JAN09...22...23...

MAR27...27...27...27...27...27...27...28...28...28...

MAY13...13...13...13...13...13...13...14...14. ..27...

DATE

OCT11. ..11 ...

NOV28. . .

JAN09. . .22...23...

MAR27...27...27...27...27...27...27...28...28...28...

MAY13. ..13. ..13. ..13. ..13. ..13. ..13. ..14. ..'4...27. ..

BICARBONATE(MG/LAS

HC03)

140

160

__60._

_- -- 54 ----_-

_--- ----_-__--_-~~

NITROGEN,


.030--

.010

.030

.070--

-_.160.250.280.200.220

--_-

.120__

__.210.210

_-.200. 160.1 50

___---

CARBONATE(MG/L

AS C03)

0

0

__0

__

--_-_-_-_-0

_-----_-

_---------_-_---_--~

NITROGEN,

ORGANICTOTAL(MG/LAS N)

.51--

.51

.971 .5

_-

--1 .51.71 .42.23.5

----

1.6_-

__1 .31 .9

_-3.32.72.6

_-----

SULFATEDISSOLVED(MG/L

AS S04)

71

64

..87

__

--_-_-_---

59_-».---_-

--_-_-_--- -_---__-~

NITROGEN, AMMONIA +ORGANICTOTAL(MG/LAS N)

.54--

.52

1 .01 .6

--

__1 .71 .91 .72.43.7

--_-

1 .7_-

_-1 .52.1

_-3.52.92.7

-__---

CHLO- FLUO- SILICA,RIDE, RIDE, DIS-DIS- DIS- SOLVEDSOLVED SOLVED (MG/L(MG/L (MG/L ASAS CL) AS F) SI02)

130 .4 21__

130 .3 25

__79 .4 11

__

____.__-__

54 .2 7.1____-__-

.__--_______-__-__ ~

PHOS- CARBON,PHORUS, ORGANICTOTAL TOTAL PHENOLS(MG/L (MG/LAS P) AS C) (UG/L)

.020 9.9 1--

.020 13 1

.050 6.8 0

.090 15 0-_

__.160 19.190 48.170.290.330 27 0

___-

.220 14 2__

--.230 16.300

5.560 65.500.460 39

___-_.

SOLIDS,SUM OFCONSTITUENTS ,

DISSOLVED(MG/L)

438__

455

__303__

-----_----

225----_---

------------_---_-~~

METHY-LENEBLUE

ACTIVESUB

STANCE(MG/L)

.10--

.00

.10

.00--

----------

.00----

.00--

-------------_------

NITROGEN,

NITRATETOTAL(MG/LAS N)

.00-_

.00

.00

.32__

__.08.19.28.37.27----

.57--

--.23.23--

.35

.28

.27---_--

SEDIMENT,SUSPENDED(MG/L)

--6

16

21--

203

592268----

1590--

1570285--

181

945774----

2680--

1370460362592

NITROGEN,


.020__

.010

.020

.020-_

--.010.040.060.090.010

----

.030--

--.040.040

--.040.030.030

------

SEDIMENTDIS

CHARGE,SUSPENDED(T/DAY)

--.00

.01

.04--

6.0

48456

----

1260--

2340144

--42

492265

----

3260--

2620582137484

NITROGEN,


.02__

.01

.01

.34-_

--.09.23. 34.46.28----

.60--

--.27.27--

.39

.31

.30----"

SED.SUSP.

SIEVEDIAM.

% FINERTHAN

.062 MM

----

--

------

--64----90--96------

--97----y^--B4--KQ

--

ARSENIC BARIUM,DIS- DIS

SOLVED (UG/L AS AS) AS BA)

-102-



08159165 BIG SANDY CREEK NEAR MCDADE, TX--Cont inued


MANGA- SELE- LEAD, NESE, MERCURY NIUM, SILVER, ZINC, DIS- DIS- DIS- DIS- DIS- DIS

SOLVED SOLVED SOLVED SOLVED SOLVED SOLVED (UG/L (UG/L (UG/L (UG/L (UG/L (UG/L

DATE AS PB) AS MN) AS HG) AS SE) AS AG) AS ZN)

OCX 11... 0 480 .0 0 0 <3

NOV 28... 0 5400 .0004

JAN 22. . i Tin . ) ) n ?n

MAR27. . .

TIMEDATE

OCT11 ... 1305

NOV28... 1225

L.ATE

QC11 I ...

NOV28. . .

JAN22. . .

MAR27. . .

DA 'I K

OCT1 1 ...

NOV28. ..

JAN22. . .

MAK27. ..

DATE

GROSSALPHA,DIS

SOLVED(PCI/1,

ASU-NAT)

<4. 7

<4. 1

TIME

1305

1225

1 700

1650

Di-ELDRINTOTAL(UG/L)

.00

.00

.00

METHYLPA RATH I ON,TOTAL(UG/L)

GROSSALPHA,SUSP.TOTAL(PCl/L

ASU-NAT)

.3

.5

PCBTOTAL(UG/L)

.00

.00

.00

~"

ENDO-Sl'LFAN,TOTAL(UG/L)

.00

.00

.00

METHYLTRI-

THION,TOTAL(L'G/L)

1

GROSSALPHA,DIS

SOLVED(UG/LASU-NAT)

<6.9

<e. i

NAPHTHALENES ,POLY-

CHI.OR.TOTAL(UG/L)

--

--

.0

~~

KNUR IN,TOTAL(UG/L)

.00

.00

.00

"

KIREX,TOTAL(UG/L)

380

GROSSALPHA,SUSP.10TAL(UG/LAS

I' -NAT)

.4

.7

ALDRIN,TOTAL(UG/L)

.00

.00

.00

.00

KTHION,TOTAL(UG/I.)

.00

.on

.00

.00

PA RATH ION.TOTAL(UG/L)

. 1

GROSSBETA,DIS

SOLVED(PCl/LAS

CS-137)

6.3

4.7

CHI.OR-DANt,TOTALrllG/L)

.0

.0

.0

~~

HEPTA-CHLOR,TOTAL(UG/L)

.00

.00

.00

.00

TOX-APHENb,TOTAL'UG/D

1

GROSSBETA,SUSP.TOTAL(PCI/LAS

CS-137)

.6

<.6

ODD,TOTAL(UG/L)

.00

.00

.00

~

HEPTA-CHLOR

EPOXlUbiTOTAL(UG/L)

.00

.00

.00

"

TOTALTRI-

THION(UG/L)

0

GROSSbETA,DIS

SOLVED(PGI/LAS SR/YT-90)

6.0

4.5

DDE,TOTAL(UG/L)

.00

.00

.00

.00

LI.NDANETOTAL(UG/L)

.00

.00

.00

"

/,4-U,TOTAL(UG/L)

8

GROSSBETA,SUSP.TOTAL(PCl/LAS SR/YT-90)

.6

'.6

uur,10TAL(UG/L)

.00

.00

.00

~~

MA LATH i ON,TOTAL(UG/L)

.00

.00

.00

.00

2,4,5-TTOTAL(UG/L)

RADIUM226,DIS

SOLVED,RADONMETHOD(PCl/L)

.07

1 .1

DI-AZ1NON,TOTAL(UG/L)

.00

.00

.00

.00

MhTH-OXY-

GH1.OR.TOTAL(UG/L)

.00

.00

.00

"

SILVhX,TOTAL(UG/L)

URANIUMDIS

SOLVED.EXTRACTION(UG/L)

.46

.41

-103-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Stream-flow Sites Continued

COLORADO K1VLK D/WJJ...

08159165 BIG SAHDY CREEK HEAR MCDADC, TX--Continued


DATE

OCT1 1 ...

MOV28. ..

JAM09...23...

MAR27...27. ..27. ..27...28. ..28...

MAY13...13...13. ..13...14. . .14. ..27...

TIKE

1315

1225

13151330

_-123015151702

--1240

--163019002130

_-1320

--

STREAM -FLOW ,

IHSTAM-TAMEOUS(CFS)

.03

.22

.6311

30378

29455218785

193127451709469140303


23.5

12.5

10.510.5

_-__-_

15.0--

16.5

----------

21 .0--

SEDIMENT,SUSPENDED(MC/L)

6

16

21203

592268

15901570285181

945774

26801370460362592

SEDI MENTDIS

CHARGE,SUSPENDED(T/DAY)

.00

.01

.046.0

48456

1260234014442

492265

32602620582137484

SED. SUSP.FALLDIAM.

7. FINERTHAN

.002 MM

-_

--

----

----__77----

--558074------

SED. SUSP.FALLDIAM.

% FINERTHAN

.004 MM

--

--

----

-_----84----

--628177------

OCT

MOV28.

JAN09.23.

MAR27.27.27.27.28. 28.

MAY 13. 13. 13.13.14. 14. 27.

SED.SUSP.FALLDIAM.FIMERTHAN

SED. SUSP.FALL DIAM. FINER THAN

SED.SUSP.FALLDIAM.FINERTHAN

SED.SUSP.

SIEVEDIAM.

'L FINERTHAN

SED. SUSP.

SIEVE DIAM.

7, FINER THAN

SED. SUSP.

SIEVE DIAM.

'/, FINER THAN

SED. SUSP.

SIEVEDIAM.

'L FINER THAN

.008 MM .016 MM .031 MM .062 MM .125 MM .250 MM .500 MM

90

678881

93

708882

95

908984

649096

979284

95

92

99

99100100

-104-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Streamflow Sites-


08159170 BIG SANDY CREEK NEAR ELGIN, XX

PERIOD OF RECORD. Chemical, biochemical, radiochemical, and pesticide analyses: May to September 1979.

WATER QUALITY DATA. WATER YEAR OCTOBER 1978 TO SEPTEMBER 1979

SPE- OXYGEN. OXYGEN CIFIC DIS- DEMAND,

STREAM- CON- COLOR SOLVED BIO- FLOW. DUCT- (PLAT- TUR- OXYGEN, (PER- CHEM- INSTAN- ANCE PH TEMPER- INUM- BID- DIS- CENT ICAL,

TIME TANEOUS (MICRO- ATURE COBALT ITY SOLVED SATUR- 5 DAY DATE (CFS) MHOS) (UNITS) (DEC C) UNITS) (NTU) (MG/L) ATION) (MG/L)

MAY 23... 1022 71 220 6.6 21.0 240 160 7.1 79 4.1

JUL17... 1115 1.8 297 7.0 26.5 100 27

COLI- COLI- STRFP-FORM, FORM, TOCOCCI HARD- MAGNE-TOTAL, FECAL, FECAL, HARD- NESS, CALCIUM SIUM, SODIUM,IMMED. 0.7 KF AGAR NESS NONCAR- DIS- DIS- DIS-

(COLS. UM-MF (COLS. (MG/L BONATE SOLVED SOLVED SOLVEDPER (COLS./ PER AS (MG/L (MG/L (MG/L (MG/L

DATE 100 ML) 100 ML) 100 ML) CAC03) CAC03) AS CA) AS MG) AS NA)

MAY23... 58000 6400 22000 63 27 18 4.4 t5

JUL17... 6400 420 720 84 27 23 6.3 22

SOLIDS,POTAS- CHLO- FLUO- SILICA, SUM OFSIUM, BICAR- SULFATE RIDE, RIDE, DIS- CONSTI-DIS- BONATE CAR- DIS- DIS- DIS- SOLVED TUENTS,

SOLVED (MG/L BONATE SOLVED SOLVED SOLVED (MG/L DIS-(MG/L AS (MG/L (MG/L (MG/L (MG/L AS SOLVED

DATE AS K) HC03) AS C03) AS S04) AS CL) AS F) SI02) (MG/L)

MAY23... 5.6 44 0 28 22 .2 9.1 125

JUL17... 5.7 69 0 24 39 .3 17 172

NIT80-NITRO- NITRO- NITRO- NITRO- GEN.AM-GEN, GEN, GEN, GEN, MONIA + PHOS- CARBON,

NITRITE N02-I-N03 AMMONIA ORGANIC ORGANIC PHORUS, ORGANICTOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL PHENOLS(MG/L (MG/L (MG/L (MG/L (MG/L (MG/L (MG/L

DATE AS N) AS N) AS N) AS N) AS N) AS P) AS C) (UG/L)

MAY23... .08 .48 .11 .99 1.1 .15 16 1

JUL17... .02 .22 .05 .83 .88 .10 9.4 0

CHRO-ARSENIC BARIUM, CADMIUM MIUM, COPPER, IRON,

DIS- DIS- DIS- DIS- DIS- DISSOLVED SOLVED SOLVED SOLVED SOLVED SOLVED

TIME (UG/L (UG/L (UG/L (UG/L (UG/L (UG/LDATE AS AS) AS BA) AS CD) AS CR) AS CU) AS FE)

MAY23... 1022 1 100 1 10 3 430

JUL17... 1115 1 200 1 0 2 560

MANGA- SELE-LEAD, NESE, MERCURY NIUM, SILVER, ZINC,DIS- DIS- DIS- DIS- DIS- DIS

SOLVED SOLVED SOLVED SOLVED SOLVED SOLVED(UG/L (UG/L (UG/L (UG/L (UG/L (UG/L


MAY23... 0 20 ,0 0 0 10

JUL17... 0 140 .0 0 0 6

1.3

SODIUMAD

SORPTIONRATIO

.8

1.0

NITROGEN.


.40

.20

METHY-LENEBLUE

ACTIVESUBSTANCE(MG/L)

.00

.00

-105-


DATE

MAY23...

JUL17...


08159170 BIG SANDY CREEK HEAR ELGIN. TX Continued

WATER QUALITf DATA. WATER YEAR OCTOBER 1978 TO SEPTEMBER 1979

GROSS GB03S GROSS GROSS GROSS GROSS GROSS GROSS RADIUM ALPHA, ALPHA, ALPHA. ALPHA. BETA, BETA, BETA. BETA, 226. DIS- SUSP. DIS- SUSP. DIS- SUSP. DIS- SUSP. DIS SOLVED TOTAL SOLVED TOTAL SOLVED TOTAL SOLVED TOTAL SOLVED, (PCI/L (PCI/L (UG/L (UG/L (PCI/L (PCI/L (PCI/L (PCI/L RADON

TIME AS AS AS AS AS AS AS SR/ AS SR/ METHOD U-NAT) U-NAT) U-NAT) U-NAT) CS-137) CS-137) YT-90) YT-90) <PCI/L)

1022 <1.3 7.5 O.9 11 6.7 <7.1 £.2 <7.3 .08

1115 O.6 1.6 <2.4 2.3 6.' 1.8 3.7 1.8 .08

CHLOR- DI- PCB, ALDRIN, DARE, DDD, DDE, DOT, AZINOH,

TIME TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL DATE (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

MAY 23... 1022 .0 .00 .0 .00 .00 .00 .01

JUL 17... 1115 .0 .00 .0 .00 .00 .00 .00

KEPTA- METHYL 91- HPBO- KEPTA- CHLOR MALA- PARA-

R45RIN 501? AM. END* IN, ETHIOH, CHLOR. EPOXIDE LIK2AKE THIOH. THIOH, TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL

DATE (UC/L) (WSAL) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

MAY23... .00 .00 .00 .00 .00 .00 .00 .00 .00

JUL 17... .00 .00 .00 .00 .00 .00 .00 .00 .00

ME1HL T»Z- PARA- TOX- TOTAL

TRIOS. MIREX, THION, APHEHE, TRI- 2,4-D, 2,4.5-T SILVEX. TOTAL TOTAL TOTAL TOTAL THION TOTAL TOTAL TOTAL

DATE (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

MAY 23... .09 .00 .00 0 .00 .54 .02 .00

JUL 17... .00 .00 .00 0 .00 .12 .02 .00

OXAHICM DIS

SOLVED, EXTRAC TION (UG/L)

.15

<.C1

-106-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Streamflow Svtei Continued




May 1979 to current year.PERIOD OF RECORD.--Chemical, biochemical, and pesticide analyses analyses: May to September 1979.

Radiochemical


DATE

OCT11 ...

NOV28...

JAN09...09...22...23...

MAR27...27...27...28...28...28...

MAY12...12...12...13...13...13...13...14...14. ..

DATE

OCT11 ...

NOV28...

JAN09...09...22. . .23...

MAR27...27...27...28...28...28...

MAY12...12...12...13...13...13...13...14...14. . .

TIME

1110

1100

1100111015301210

__14561510

--11051130

-_22002300

--001502000300

_-1400

COLI-FORM,TOTAL,IMMED.(COLS.PER

100 ML)

2600

870

1800------

--27000

_-__

28000-_

--__-----_--------

STREAM-FLOW.

INSTANTANEOUS(CFS)

.30

1.3

.66

.6910829

216163178488271265

8.32738

205435154

10001000

COLI-FORM,FECAL,0.7UM-MF(COLS./100 ML)

120

96

270------

--11000

_---

26000_-

--_-_-------------

SPE CIFIC CONDUCTANCE(MICRO-MHOS)

416

342

677--

431_-

__187----

139--

--205231--

218143135--~~

STREPTOCOCCIFECAL,

KF ACAR(COLS.

PER100 ML)

210

220

390------

--62000

_.--

100000_-

------------------

PHFIELD(UNITS)

6.9

6.9

7.2-_

7.3-_

_-6.9 --

7.0--

--_-

8.3-----_

7.4--~~

HARDNESS(MC/LAS

CAC03)

110

88

----

110--

--55------_-

----67------49----

TEMPERATURE,WATER{DEC C)

16.0

11 .0

9.58.5

11 .59.5

_.15.015.0

_-15.515.5

-_---_--_-,_----

21 .5

HARDNESS,

MONCAR-BONATE(MG/LCAC03)

32

33

----75--

--31_-_---.-

--_-18------20----

COLOR(PLATINUMCOBALTUNITS)

20

70

20__

120__

_.200_--_

200-_

-_-.

200----__-_ ~~

CALCIUMDISSOLVED(MG/LAS CA)

33

24

---_

30--

--15 ..---_

--__

19------

14----

TUR- OXYGEN,BID- DIS-ITY SOLVED

(NTU) (MG/L)

7.6 2.9

7.7 4.5

19 8.4__

220 9.3-.

-.370 10.9

--

300 9.5

._-.

530-_ _. -.-_

MAGNESIUM, SODIUM,DIS- DIS

SOLVED SOLVED(MG/L (MG/LAS MG) AS NA)

7.7 29

6.9 30

-.__

8.4 32-.

._4.3 17_-_-.__-

-__-

4.8 18___--_

3.5 12.--.

OXYGEN , DIS

SOLVED(PERCENT

SATURATION)

30

40

74-_85-_

..105----95--

-.---_ ..----"

SODIUMAD

SORPTIONRATIO

1.2

1.4

--

1.3--

--1 .0__-_---_

----

1.0-- --.7----

OXYGEN DEMAND,BIOCHEMUNINHIB5 DAY(MG/L)

2.4

3.7

2.5-_

3.8--

5.2----

4.6--

_-6.6 ----

5.1 --~~

POTASSIUM,DIS

SOLVED(MG/LAS K)

6.5

7.7

----

6.1--

-.4.2___.--__

--

5.2------

5.3----

-107-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Stream-flow Sites Continued




SOLIDS ,

DATE

OCT11...

NOV28...

JAN09...09...22...23...

MAR27...27...27...28...28...28...

MAY12...12...12...13...13...13...13...14...14. . .

DATE

OCT11...

NOV28...

JAN09...09...22...23...

MAR27...27. ..27. . .28...28. . .28...

MAY12...12...12...13...13. ..13...13...14...14. . .

BICARBONATE(MG/LAS

HC03)

100

68

-- 42_-

-_30__ --

__60------36__-~

NITROGEN,


.000

.010

.030--

.040--

--.100

----

.110_-

__.150

--_-_-

.110--_-"

CHLO- FLUO- SILICA,SULFATE RIDE, RIDE, DIS-

CAR- DIS- DIS- DIS- SOLVEDBONATE SOLVED SOLVED SOLVED (MG/L(MG/L (MG/L (MG/L (MG/L AS

AS C03) AS SOA) AS CL) AS F) SI02)

0 25 59 .3 24

0 20 56 .2 30

_-0 76 51 .2 11

.-

--0 30 26 .1 9.1

_-_---

--_-0 27 27 .2 12

..-- 0 16 26 .1 11

___- _- -- -_ _-

NITRO-NITRO- GEN.AM-GEN, MONIA + PHOS- CARBON,

ORGANIC ORGANIC CHORUS, ORGANICTOTAL TOTAL TOTAL TOTAL PHENOLS(MG/L (MG/L (MG/L (MG/LAS N) AS N) AS P) AS C) (UG/L)

.66 .66 .020 5.8 2

.12 . .13 .120 8.1 3

.97 1.0 .070 5.9 0__

.61 .65 .110 16 3._

.-2.5 2.6 .180 28 2

_-.-

4.7 4.8 .230 15 2__

__2.6 2.7 .240 42

_____-

2.2 2.3 .200 34--.---

SUM OF NITRO- NITRO-CONSTI- GEN, GEN.TUENTS, NITRATE NITRITE

DIS- TOTAL TOTALSOLVED (MG/L (MG/L(MG/L) AS N) AS N)

235 .00 .020

210 .01 .OtO

.00 .020--

236 .15 .010_-

__121 .19 .010..--

.61 .040_.

_-.21 .020

143----

.15 .020106 -_ -- __

METHY-LENEBLUE

ACTIVESUB

STANCE(MG/L)

.00

.00

.10 ----

--.00----

.00_-

__-- --.00----_.--

NITROGEN,


.01

.02

.02--

.16--

--.20-.--

.65--

-_.23 ----

.17---."~

CHRO-ARSENIC BARIUM, CADMIUM MIUM

DIS- DIS- DIS- DIS-COPPER, IRON,DIS- DIS-

SOLVED SOLVED SOLVED SOLVED SOLVED SOLVEDTIME (UG/L (UG/L (UG/L (UG/ L (UG/L (UG/L

DATE AS AS) AS BA) AS CD) AS CR) AS CU) AS FE)

OCT1 1 .

NOV28.

JAN22.

MAR27.

MAY12.13.

1110 0 200 <i

..1100 1 100

1530 1 100 2

1456 1 60 1

2200 1 90 a0200 I 60 <1

0 0 110

0 0 1200

0 1 280

0 4 560

0 27 1900 5 360

-108-

10.0 SUPPLEMENTAL DATA Continued


08159170 BIG SANDY CREEK NEAR ELGIN. TX--Continued


MANGA- SELE- LEAD, NESE, MERCURY NIUM, SILVER. ZINC, DIS- DIS- DIS- DIS- D1S- DIS

SOLVED SOLVED SOLVED SOLVED SOLVED SOLVED (UG/L (UG/L (UG/L (UG/L (UG/L (UG/L


OCT 11... 0 1200 .0003

NOV 28... 0 650 .0 0 0 <3

JAN 22... 1 160 .1 1 0 10

MAR 27... 2 190 .3 0 0 20

MAY 12... 5 7 .0 1 0 140 13... 3 6 .0 0 0 8

DATE

OCT11...

NOV28...

TIME

11 10

1 100

DATE

OCT11...

NOV28...

JAN22...

MAR27...

MAY13...

DATE

OCT11...

NOV28...

JAN22...

MAR27...

MAY13...

DATE

OCT11...

NOV28...

JAN22...

MAR27...

MAY13...

GROSSALPHA,DIS

SOLVED(PCI/L

ASU-NAT)

<2.0

n .9

TIME

1110

1100

1530

1456

0015

Dl-ELDRINTOTAL(UG/L)

.00

.00

.00

__

.00

METHYLPARA-THION,TOTAL(UG/L)

.00

.00

.00

.00

.00

GROSSALPHA,SUSP.TOTAL(PCI/L

ASU-NAT)

<.3

1.6

PCBTOTAL(UG/L)

.00

.00

.00

--

.00

ENDO-SULFAN,TOTAL(UG/L)

.00

.00

.00

--

.00

METHYLTRI-

THION,TOTAL(UG/L)

.00

.00

.00

.00

.00

GROSSALPHA,DIS

SOLVED(UG/LAS

U-NAT)

<2.9

<2.8

NAPHTHALENES ,POLY-

CHLOR.TOTAL(UG/L)

_-

--

.0

__

.0

ENDR1N,TOTAL(UG/L)

.00

.00

.00

_-

.00

MIREX,TOTAL(UG/L)

.00

.00

.00

.00

.00

GROSSALPHA,SUSP.TOTAL(UG/LASU-NAT)

<.5

2.4

ALDRIN,TOTAL(UG/L)

.00

.00

.00

.00

.00

ETHION,TOTAL(UG/L)

.00

.00

.00

.00

.00

PARA-TH10N,TOTAL(UG/L)

.00

.00

.00

.00

.00

GROSSBETA,DIS

SOLVED(PCI/LAS

CS-137)

5.0

7.3

CHLOR-DANE,TOTAL(UG/L)

.0

.0

.0

__

.0

HEPTA-CHLOR ,TOTAL(UG/L)

.00

.00

.00

.00

.00

TOX-APHENE,TOTAL(UG/L)

0

0

0

--

0

GROSSBETA,SUSP.TOTAL(PCI/LAS

CS-137)

<.5

2.7

ODD,TOTAL(UG/L)

.00

.00

.00

__

.00

HEPTA-CHLOREPOXIDETOTAL(UG/L)

.00

.00

.00

.00

TOTALTR1-

THION(UG/L)

.00

.00

.00

.00

.00

GROSSBETA,DIS

SOLVED(PCI/LAS SR/YT-90)

5.2

6.9

DDE,TOTAL(UG/L)

.00

.00

.00

.00

.00

LINDANETOTAL(UG/L)

.00

.00

.01

_

.00

2.4-D,TOTAL(UG/L)

.00

.00

.01

.01

.08

GROSSBETA,SUSP.TOTAL(PCI/LAS SR/YT-90)

<.5

2.8

DOT,TOTAL(UG/L)

.00

.00

.00

..

.00

MALA-TH10N,TOTAL(UG/L)

.00

.00

.00

.00

.00

2,4,5-TTOTAL(UG/L)

.00

.00

.01

.00

.02

RADIUM226,DIS

SOLVED.RADONMETHOD(PCI/L)

.65

.03

DI-AZINON,TOTAL(UG/L)

.00

.00

.00

.00

.00

METH-OXY-

CHLOR,TOTAL(UG/L)

.00

.00

.00

._

.00

SILVEX.TOTAL(UG/L)

.00

.00

.00

.00

<.01

URANIUMDIS

SOLVED,EXTRACTION(UG/L)

.21

.19

-109-

10.0 SUPPLEMENTAL DATA«Continued10.3 Water-Quality and Sediment Analysis at Streamflow Sites--Continued


08159170 BIG SANDY CREEK NEAR ELGIN, TX Continued


DATE

OCT11 ...

NOV28. ..

JAN09...23...

MAR27...27...28... 28...

MAY 12...12...13... 13...13...14... 14. ..

TIME

1110

1100

11101210

__1510

_-1130

__2200

_-00150300

_-1400

SED.SUSP.FALLDIAM.

STREAM-FLOW.

INSTANTANEOUS(CFS)

.30

1.3

.6929

216178488265

8.327

20543S4

10001000

SED.SUSP.FALLDIAM.


16.0

11 .0

8.59.5

_15.0

-_15.5

__---_----__

21 .5

SED.SUSP.FALLDIAM.


10

25

22258

841128012701240

37321001050851754614438

SED.SUSP.SIEVEDIAM.

SEDIMENTDIS

CHARGE ,SUSPENDED(T/DAY)

.01

.09

.0420

4906151670887

8.415358199

1 1016601 180

SED.SUSP.SIEVEDIAM.

SED.SUSP.FALLDIAM.

7. FINERTHAN

.002 MM

-

__--

__63__--

__41--61---_"

SED.SUSP.

SIEVEDIAM.

SED.SUSP.FALLDIAM.

7. FINERTHAN

.004 MM

--

-

_--

__65_---

_.42__73--_-"

SED.SUSP.SIEVEDIAM.

7o FINER 7. FINER " FINER % FINER 7. FINER 7. FINER % FINERTHAN THAN THAI! THAN THAN THAN THAN

DATE .008 MM .016 MM .031 MM .062 MM .125 MM .250 MM .500 MM

OCT11 ...

NOV28...

JAN09...23...

MAR27...27... 69 75 81 85 90 95 9928... 28...

MAY 12...12... 43 52 65 95 96 98 9913...13... 76 83 85 87 92 97 9913... -- -- -- 74 78 83 8514...14... -- 67 74 86 99

-110-



08159170 BIG SANDY CREEK NEAR ELGIN, TX Continued


PERIOD OF RECORD. Chemical, biochemical, and pesticide analyses: May 1979 to September 1981 (discontinued). Radiochemical analyses: May to September 1979.


DATE

MAY 24. 24. 24. 24. 24. 24. 24.

TIME

STREAM-FLOW,INSTANTANEOUS(CFS)

SPECIFICCONDUCTANCE(UMHOS)

PH

(UNITS)

HARDNESS(MG/LASCAC03)

HARDNESS,

NONCAR-BONATE(MG/LCAC03)


MAGNESIUM,DIS

SOLVED(MG/LAS MG)

SODIUM,DIS

SOLVED(MG/LAS NA)

SODIUMAD

SORPTION

RATIO

1200130013301430144516001700

28323232283432

330 8.0 84 28 24 5.9 25 1.2

POTASSIUM,DIS

SOLVED (MG/L

ALKALINITYFIELD(MG/L AS

SULFATEDISSOLVED (MG/L

CHLORIDE,DISSOLVED (MG/L

FLUO-RIDE.DISSOLVED (MG/L

SILICA,DISSOLVED(MG/L AS

SOLIDS,SUM OFCONSTITUENTS ,

DIS SOLVED

DATE AS K) CAC03) AS S04) AS CL) AS F) SI02) (MG/L)

MAY 24. 24. 24. 24.24. 2.7 56 16 47 .3 18 173 24. 24.

-Ill-

10.0 SUPPLEMENTAL DATA Continued10.3 Water-Quality and Sediment Analysis at Streamflow Sites-


08159180 DOGWOOD CREEK NEAR MCDADE, TX

LOCATION. --Lat 30°14'29", long 97°17'03", Bastr <p County, Hydrologic Unit 12090301. at upstream side of culvert on unnamed gravel road in Camp Swift, 4 mi (6 km) southwest of McDade, and 9 mi (6 km) north of Bastrop.

DRAINAGE AREA. --0. 53 mi 2 (1.37 km 2 ).

PERIOD OF RECORD. - -Chemical , biochemical, pesticide, and sediment analyses: January to September 1980.


DATE

JAN22...22...22...

MAR27. ..27...27...27...27...

MAY13...13...13...13...13...14...

DATE

JAM22. ..22!!.'22...

MAR27...27...27.. .27...27...

MAY13. ..13...13...13...13...14. ..

DATE

JAN22. . .22...22....

MAR27...27...27...27...27...

MAY13...13...13...13...13...14...

TIME

071507381500

10001022160018061810

153015451600161516301214

COLI-FORM ,TOTAL ,IMMED.(COLS .PER

100 ML)

---_--

_____-_-

4500

____--------

BICARBONATE(MG/LAS

HC03)

262638

.--.--___.

____20---_--

STREAM-FLOW,INSTANTANEOUS(CFS)

13151.5

1828124.94.4

9.927545144

1 .5

COLI-FORM,FECAL,0.7UM-MF(COLS./100 tIL)

------

___-----

2600

___---------

CARBONATE(MC/L

AS C03)

000

_-.-__-_.-

..__0

------

SPE CIFICCONDUCTANCE(MICRO-MHOS)

595975

45---_61

5837373943-"

STRFP-TOCOCCIFECAL,

KF AGAR(COLS.PER

100 ML)

------

_-_-----

17000

--_.--------

SULFATEDISSOLVED(MG/L

AS S04)

142.16.0

------.---

--

2.9--.---

PHFIELD(UNITS)

7.27.27.7

-_--_.__

7.4

-.--

7.1_-.---

HARD-MESS<MC/LAS

CAC03)

201731

____--_-__

_-__14------

CHLORIDE,DISSOLVED(MG/LAS CL)

2.32.24.3

2.22.5---_

2.5

--__

2.5--.---


----

11 .5

_---

15.015.015.0

--_--_----

HARD-HESS,

NONCAR-BONATE(MG/LCAC03)

000

_-.-------

--__0

----"

FLUO-RIDE,DIS

SOLVED(MG/LAS F)

.2

.2

.1

-__---._--

_-.0------

COLOR(PLATINUMCOBALTUNITS)

400200200

200250__

200

200160__--

100--


5.34.68.5

___-_---__

__

3.9----

SILICA,DISSOLVED(MG/LASSI02)

139.18.5

___---._._

--__

5.8-- --

TURBIDITY

(NTU)

7526032

370400

___.

130

230320

_--_

90~~

MAGNESIUM,DIS

SOLVED(MG/LAS MG)

1.61.32.3

_.-. ---_

-_._

1 .1-- "

SOLIDS,SUM OFCONSTITUENTS,

DISSOLVED(MG/L)

604256

._-----_--

_-._32------

OXYGEN,DIS

SOLVED(MG/L)

__--

9.7

-_-- __

10.2

_--..__-__--

SODIUM,DIS

SOLVED(MG/LAS NA)

4.84.13.1

--------

--

2.5-- --

NITROGEN,


.12

.11

.02

.14

.15----.05

.07

.09----.04--

OXYGEN , DIS

SOLVED(PERCENTSATURATION)

__-_89

-.______98

__--______--

SODIUMAD

SORPTIONRATIO

.5

.4

.2

__-._---._

--_-.3-- --

NITROGEN,


.010

.010

.010

.010

.010----

.010

.010

.010----

.010--

OXYGENDEMAND,BIOCHEMUNIN11IB5 DAY(MG/L)

5.64.61.9

5.04.6___.

3.8

__4.5__

4.23.9"

POTASSIUM,DIS

SOLVED(MG/LAS K)

5.04.93.9

---.-----_

_--_

3.2------

NITROGEN,

N02+N03TOTAL(MC/LAS N)

.13

.12

.03

.15

.16----

.06

.08

.10--

.05--

-112-



08159180 DOGWOOD CREEK HEAR MCDADE, TX--Continued


NITRO- METHY- NITRO- NITRO- GEN. AM- LENE

GEN. GEN, MONIA + PHOS- CARBON, BLUE AMMONIA ORGANIC ORGANIC PHORUS, ORGANIC ACTIVE

TOTAL TOTAL TOTAL TOTAL TOTAL PHEHOLS SUB- (MG/L (MG/L (MG/L (MG/L (MC/L STANCE

DATE AS N) AS N) AS N) AS P) AS C) (UG/L) (MC/L)

JAN22...22...22...

MAR27...27...27...27...27...

MAY13...13...13...13...13...14...

DATE

JAN22...

MAR27...

DATE

JAN22...

MAR27...

.0*0 .87 .91 .070 19 2 .50.020 .73 .75 .060 19 1.000 .45 .45 .040 15 0 .00

.060 1.5 1.6 .090 16 -- .00

.060 1.6 1.7 .070 15 0 .00--_

.060 2.5 2.6 .070 16 4 .00

.070 1.3 1.4 .090 27

.060 1.6 1.7 .090 31--

7.070 1.3 1.4 .060 26

CHRO-ARSENIC BARIUM. CADMIUM MIUM. COPPER, IRON.



JAN22... 0715 1 50 <1 05 83022... 0738 3 50 <1 0 3 30022... 1500 0 60 <1 0 2 200

MAY13... 1600 2 40 <1 0 35 240

MANCA- SELE-LEAD. NESE, MERCURY NIUM. SILVER, ZINC.

DIS- DIS- DIS- DIS- DIS- DISSOLVED SOLVED SOLVED SOLVED SOLVED SOLVED(UG/L (UG/L (UG/L (UG/L (UG/L (UC/L

DATE AS PB) AS MN) AS UC) AS SE) AS AC) AS ZN)

JAN22... 0 20 .1 0 0 1022... 0 5 2.3 0 0 922... 0 5 .1 007

MAY13... 5 8 .0 0 0 70

NAPHTHA

LENES.POLY- CHLOR-

PCB CHLOR. ALDRIM, DANE. DDD. DDE, DOT.TIME TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL

(UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

1500 .00 .0 .00 .0 .00 .00 .00

1000 .00 .0 .00 .0 .00 .00 .00

HEPTA-DI- ENDO- HEPTA- CHLOR MALA-

ELDRIH SULFAN, ENDRIN, ETHION, CHLOR, EPOXIDE LINDANE THION,TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL(UC/L) (UG/L) (UG/L) (UG/L) (UG/L) (UC/L) (UG/L) (UC/L)

.00 .00 .00 .00 .00 .00 .00 .00

.00 .00 .00 .00 .00 .00 .00 .00

DI-AZINON,

TOTAL(UC/L)

.00

.00

METH-OXY-

CHLOR.TOTAL(UG/L)

.00

.00

-113-

10.0 SUPPLEMENTAL DATA Continued r««nm«/i 10.3 Water-Quality and Sediment Analysis at Streamflow Sites Continued


08159180 DOGWOOD CREEK HEAR MCDADE, TX--Continued


DATE

JAN22...

MAR27...

METHYLPARA-THION,TOTAL(UC/L)

.00

.00

DATE

JAN22. . .22...

MAR27...27...27. ..27...

MAY13...13...13. ..14. ..

DATE

JAH22. ..22...

MAR27...27...27...27...

MAY13. ..13...13...14...

METHYLTRI-

THION,TOTAL(UG/L)

.00

.00

TIME

07151500

1000102216001806

1530154516301214

SED.SUSP.FALLDIAM.

7« FINERTHAN

.008 MM

96__

90__--__

_-__----

MIREX,TOTAL(UG/L)

.00

.00

STREAM-FLOW,

INSTANTANEOUS(CFS)

131 .5

1828124.9

9.927441.5

SED.SUSP.FALLDIAM.

7. FINERTHAN

.016 MM

98--

96_---_-

--__----

PARA-THION,TOTAL(L'G/L)

.00

.00

TEMPERATURE.WATER(DEC C)

--11 .5

----

15.015.0

------

SED.SUSP.FALLDIAM.

% FINERTHAN

.031 MM

99--

97----_-

------

TOX-APHENE,TOTAL(UG/L)

0

0


594256

661404161109

1147016354

SED.SUSP.SIEVEDIAM.

7, FINERTHAN

.062 MM

9999

9998_--_

899398--

TOTALTRI-

THION(UG/L)

.00

.00

SEDIMENTDIS

CHARGE .SUSPENDED(T/DAY)

211 .0

32315.21 .4

3.0517.5.22

SED.SUSP.SIEVEDIAM.

7. FINERTHAN

.125 MM

9999

10099-__-

959898

2,4-D,TOTAL(UG/L)

.00

.00

SED.SUSP.FALLDIAM.

7, FINERTHAN

.002 MM

92--

82----_-

------~~

SED.SUSP.SIEVEDIAM.

7. FINERTHAH

.250 MM

9999

__99 --

999999--

2,4.5-TTOTAL(UG/L)

.00

.00

SED.SUSP.FALLDIAM .

% FINERTHAN

.004 MM

95--

89------

------"

SED.SUSP.

SIEVEDIAM.

% FINERTHAN

.500 MM

100100

-_100 --

100100100--

SILVEX,TOTAL(UG/L)

.00

.00

-114-

10.0 SUPPLEMENTAL DATA Continued10-3 Water-Quality and Sediment Analysis at Streamflow Sites Continued


08159185 DOGWOOD CREEK AT HIGHWAY 95 NCAR MCDADE. TX

LOCATION.--Lat 30e 13'49", long 97°19'03", Bastrop County, Hydrologic Unit 12090301, on righc upstream end of bridge on State Highway 95. 5.7 mi (9.2 km) southwest of McDade, and 7.5 mi <12.1 km) south of Elgin.

DRAINAGE AREA.--5.03 mi 2 (13.03 km 2 ).

PERIOD OF RECORD.--Chemical, biochemical, pesticide, and sediment analyses: March to September 1980.


DATE

MAR27...

MAY15...

DATE

MAR27...

MAY15...

DATE

MAR27...

MAY15...

DATE

MAR27...

MAY15...

SPE- OXYCEH. CIFIC DIS- OXYGEH

STREAM- COM- COLOR SOLVED DEMAND. FLOW, DUCT- TEMPER- (PLAT- TUR- OXYGEN, (PER- BIOCHEM INSTAN- ANCE PH ATURE. IUUM BID- DIS- CENT UNINHIB

TIME TANEOUS (MICRO- FIELD WATER COBALT ITY SOLVED SATUR- 5 DAY (CFS) MHOS) (UNITS) (DEC C) UNITS) (NTU) (MC/U ATION) (MG/L)

1543 48 72 6.9 15.0 200 130 11.3

1220 21 222 7.5 20.5 300 3.6

COLI- COLI- STREP-FORM, FORM. TOCOCCI HARD- MAGNE-TOTAL. FECAL, FECAL, HARD- NESS, CALCIUM SIUM. SODIUM,IMMED. 0.7 KF AGAR HESS NONCAR- DIS- DIS- DIS-

(COLS. UM-MF (COLS. (MG/L BOHATE SOLVED SOLVED SOLVEDPER (COLS./ PER AS (MG/L (MG/L (MG/L <MG/L

100 ML) 100 ML) 100 ML) CAC03) CAC03) AS CA) AS MC) AS HA)

29000 4300 37000 27 6 7.2 2.3 4.0

46000 760 8000 72 54 18 6.5 13

SOLIDS.POTAS- CHLO- FLUO- SILICA, SUM OFSIUM, BICAR- SULFATE RIDE, RIDE, DIS- COMSTI-DIS- BONATE CAR- DIS- DIS- DIS- SOLVED TUENTS,

SOLVED (MC/L BONATE SOLVED SOLVED SOLVED (MG/L DIS-(MC/L AS (MG/L (MG/L (MG/L (MG/L AS SOLVEDAS K) HC03) AS C03) AS S04) AS CL) AS F) SI02) (MG/L)

4.1 25 0 14 4.1 .1 9.6 58

5.5 22 0 62 13 .2 13 143

HITKO-NITRO- NITRO- tJITRO- NITRO- CEN.AM-GEN, CEN. GEN, CEH. MOHIA + PHOS- CARBON,

NITRITE N02+N03 AMMONIA ORGANIC ORGANIC PHORUS, ORGANICTOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL PHENOLS(MC/L (MG/L (MC/L (HC/L (MC/L (MG/L (MG/LAS N) AS tl) AS N) AS H) AS N) AS P) AS C) (UG/L)

.010 .30 .070 1.5 -- .090 16 0

.010 .07 .040 1.3 1.3 .060 15 5

CHRO-ARSENIC BARIUM, CADMIUM MIUM, COPPER, IRON.



MAR27... 1543 I 40 <1 0 2 310

MAY15... 1220 1 90 <1 0 2 380

MANCA- SELE-LEAD, NESE. MERCURY NIUM, SILVER. ZINC.DIS- DIS- DIS- DIS- OIS- DIS

SOLVED SOLVED SOLVED SOLVED SOLVED SOLVED(UG/L (UG/L (UG/L (UG/L (UG/L (UC/L


MAR27... 2 20 .0 0 0 7

MAY15... 1 50 .0 0 0 8

109 4.1

2.6

SODIUMAD

SORPTIONRATIO

.3

.7

NITROGEN.


.29

.06

METHY-LENEBLUE

ACTIVESUB

STANCE(MC/L)

.00

.00

-115-



08159185 DOGWOOD CREEK AT HIGHWAY 95 NEAR MCDADE, TX--Continued


DATE

METHYLDI- HEPTA- MALA- PARA-

ALDRIN, DDE, AZII50N, ETHION, CHLOR, THION, THION,TIME TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL

(UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

MAR 27... 1543 .00 .00 .00 .00 .00 .00

METHYLTRI- PARA- TOTAL

THION, MIREX, THION. TRI- TOTAL TOTAL 10TAL THION

2,4-D, 2,4.5-T SILVEX, TOTAL TOTAL TOTAL

MAR 27. ..

(UG/L) (UC/L) (UG/L) (UG/L) (UG/L) (UG/L) (UG/L)

.00

-116-

10.0 SUPPLEMENTAL DATA10.4 Daily and Monthly Rainfall Values for Five Recording Rainfall Gages. 1980 and 1981 Water Years :

DAILY AMI

DATE

OCT151617223031

MTOT

NOV10111819202122232425

MTOT

DEC1112131415212223242829

MTOT

CTOT

JAN241011151617202122282930

MTOT

) MONTHLY RAU

BS-1

0.050.010.000.072.590.00

2.72

0.000.000.040.010.000.590.000.000.170.00

0.81

0.012.100.160.010.030.040.000.500.001.660.01

4.52

****

0.000.000.030.010.090.100.192.621.240.040.000.110.05

4.48

<FALL SUMMARY

BS-2

0.300.000.000.101.500.01

1.91

0.000.020.000.070.000.000.570.010.000.16

0.83

0.000.930.180.000.020.040.000.680.001.570.02

3.44

****

0.000.000.030.010.050.000.171.300.260.870.000.050.02

2.76

f

GAGE NUMBER

BS-3

0.110.000.000.001.430.01

1.55

0.050.000.020.000.000.360.000.000.140.00

0.57

0.010.830.170.000.040.040.010.510.001.490.01

3.11

****

0.020.000.040.000.000.000.051.190.240.650.010.050.02

2.27

>ERIOD: 1980 V

BS-4

0.000.020.000.001.330.00

1.35

0.000.030.000.020.050.010.600.030.010.15

0.90

0.011.020.170.010.030.030.010.650.011.250.04

3.23

*** *

0.040.000.030.010.020.090.081.170.280.800.030.020.01

2.58

<ATER YEAR

BS-5

0.020.000.010.002.060.00

2.09

0.000.030.000.060.000.000.670.000.000.22

0.98

0.030.820.140.010.030.030.010.420.001.720.01

3.22

****

0.090.010.030.000.200.090.151.750.320.910.010.090.03

3.68

MTOT - Monthly totalsCTOT * Calendar year totals**** 8 Incomplete calendar year totals

-117-

10.0 SUPPLEMENTAL DATA--Continued10.4 Daily and Monthly Rainfall Values for Five Recording Rainfall Gages,

1980 and 1981 Water Years Continued

DAILY AN

DATE

FEB247891015161718192829

MTOT

MAR11215161718192022232526272829

--ss = = s = _s_ =

MTOT

APR123711121325

===========-MTOT

D MONTHLY RAI

BS-1

0.110.010.250.451.220.000.100.600.030.010.000.010.49

3.28

0.000.220.000.130.010.000.050.050.000.051.200.032.530.020.09

============4.38

0.000.000.000.000.190.100.481.41

=============2.18

NFALL SUMMARY

BS-2

0.100.000.180.340.230.000.080.600.040.010.000.010.51

2.10

0.000.350.000.080.000.010.040.040.000.050.190,022.320.010.03

============3.14

0.010.000.000.000.000.040.661.42

=============2.13

GAGE NUMBER

BS-3

0.110.000.190.210.120.000.020.660.010.010.000.000.92

2.25

0.010.090.010.050.000.000.020.020.010.040.240.003.560.000.00

=========__=4.05

0.000.000.030.280.000.090.651.56

=============2.61

PERIOD: 1980

BS-4

0.110.000.180.220.130.000.030.640.020.010.000.000.64

1.98

0.000.100.010.060.000.000.040.040.000.060.190.012.870.000.00

============3.38

0.000.010.000.000.000.100.601.42

=============2.13

WATER YEAR

BS-5

0.110.010.250.500.210.010.050.590.020.010.010.000.42

2.19

0.000.400.000.070.030.000.040.050.000.040.200.012.610.000.00____________3.45

~"

0.010.000.010.000.100.090.381.43

============2.02

!=-========_===:

MTOT » Monthly totalsCTOT = Calendar year totals

-118-

10.0 SUPPLEMENTAL DATA Continued10.4 Dally and Monthly Rainfall Values for Five Recording Rainfall Gages.


DAILY AND MONTHLY RAINFALL SUMMARY PERIOD: 1980 WATER YEAR

DATE

MAY13781012131415161718192128

MTOT===========

JUNE921

==========MTOT

===========JULY2628

===========MTOT

AUG567910111617262829

MTOT

GAGE NUMBER

BS-1

0.400.070.600.870.010.913.201.930.600.250.010.140.070.060.00

9.12============

0.270.25

============0.52

============

0.150.03

============0.18

0.000.140.000.000.230.000.000.060.100.000.03

0.56

BS-2

0.280.040.470.920.000.963.320.430.350.230.030.160.120.060.01

7.38============

0.090.30

= = = = = = = = = ===0.39

============

0.020.18

============0.20

0.00*0.14*0.00*0.00*0.23*0.00*0.00*0.06*0.10*0.00*0.03

*0.56

BS-3

0.85'0.000.580.620.000.592.51

*0.07*0.75*0.20*0.02*0.14*0.06*0.02*0.00

*6.41============

*0.27*0.37

============*0.64

============

0.000.36

============0.36

0.040.030.350.000.130.020.000.840.000.030.00

1.44

BS-4

0.780.010.450.540.001.002.510.070.750.200.020.140.060.020.00

6.55============

0.270.37

=======8====

0.64============

0.000.07

====== a =====

0.07 = -="""

0.000,000.020.000.160.000.060.020.000.000.00

0.26

BS-5~"

0.740.040.580.770.000.803.170.151.170.240.020.090.100.060.00

7.93a==a====a=as

0.150.27

============0.42

============

0.000.67

============0.67

============

0.000.030.170.110.230.000.110.050.000.000.00

0.70

MTOT = Monthly totalsCTOT a Calendar year totals

* » Estimated

-119-

10.Q SUPPLEMENTAL DATA--Continued10.4 Daily and Monthly Rainfall Values for Five Recording Rainfall Gages.

1980 and 1981 Hater Years Continued


DATE

SEPTi j.2367810192024252627282930

MTOT

WTOT

BS-1

0.410.?20.000.780.560.040.000.000.020.240.000.130.070.030.090.61

3.20

35.95

BS-2

*0.41*0.22*0.00*0.78*0.56*0.040.000.000.000.350.040.130.030.330.070.57

*3.53

*28.37

GAGE NUMBER

BS-3

0.000.920.010.770.680.030.000.060.000.350.100.150.050.050.000.15

3.32

*28.58

BS-4

0.000.180.000.710.380.100.000.000.000.310.100.130.030.100.080.12

2.74

25.81

BS-5

0.000 = 070.000.570.420.000.110.000.000.020.020.150.010.020.060.50

1.95

29.30

MTOT Monthly totalsCTOT Calendar year totalsWTOT = Water year totals

* = Estimated

-120-

10.0 SUPPLEMENTAL DATA Continued10.4 Dally and Monthly Rainfall Values for Five Recording Rainfall Gages,



DATE

OCT 1416171819232426272829

MTOT

NOV14151617222325

MTOT

DEC56891011121415

MTOT

CTOT' = = = = = = = = = ;

JAN568911192031

MTOT

BS-1

0.000.260.001.410.010.000.300.000.050.040.00

2.07

0.000.081.340.100.090.000.950.26

2.82============

0.380.010.370.250.000.000.000.000.35

=============1.36

=============34.15

==============

BS-2

0.000.040.011.480.000.000.320.000.030.050.00

1.93

0.020.091.400.060.080.000.880.23

2.76 *- asss = s =

0.170.000.250.250.000.000.010.000.38

-.« -.

1.06=============

27.93=============

GAGE NUMBER

BS-3

0.000.020.051.670.000.000.420.000.020.020.01

2.21

0.010.141.620.020.080.020.900.26

3.05============

0.100.010.250.240.010.000.000.030.13

=============0.77

=============29.37

=============

BS-4

0.090.020.001.500.000.330.000.010.070.070.00

2.09

0.000.101.450.040.110.020.750.19

2.66============

0.200.010.290.20

*0.00*0.01*0.01*0.00*0.21

SSSBSSSSSSSSSSS

*0.93=============

*26.00=============

BS-5

0.000.300.011.420.010.000.560.000.060.040.00

2.40

0.000.181.35

*0.05*0.11*0.02*0.75*0.19

*2.65============

*0.20*0.00*0.29*0.20*0.000.010.010.000.21

sssssaassrsssass

*0.92============

*28.98============

======= =====

0.000.090.200.010.010.380.000.01

0.70

0.000.080.200.010.001.610.010.00

1.91

0.010.100.140.010.001.510.010.00

1.78

MUT = Monthly totalsCTOT = Calendar year totals

* = Estimated

*0.00*0.10*0.22*0.01*0.00*1.67*0.02*0.00

*2.02

0.000.100.220.010.001.670.020.03

2.05: = = = = = = = :

-121-

10.0 SUPPLEMENTAL DATA Continued10.4 Dally and Monthly Rainfall Values for Five Recording Rainfall Gages,


DAILY AN

DATE

FEB1245791021262728

MTOT

MAR1234711121325262829

MTOT

APR349151617182223252628

MTOT

MAY1234913141516232425293031

MTOT

D MONTHLY RAI

BS-1

0.120.000.400.540.000.050.000.000.010.020.00

1.14

1.030.000.510.220.050.070.35O.Oi0.030.000.012.04

4.32

0.070.000.000.000.000.000.120.010.620.180.000.00

1.00

0.930.000.600.030.180,000.050.001.030.001.730.000.600.410.00

5.56

NFALL SUMMARY

BS-2

0.060.000.380.520.020.030.000.000.000.000.00

1.01

0.960.000.440.150.050.090.310.000.000.000.001.63

3.63

0.000.080.000.030.020.000.040.000.650.200.020.05

1.09

1.210.030.450.020.070.000.070.011.090.002.490.830,720,150.00

7.14

GAGE NUMBER

BS-3

0.130.000.390.380.000.030.040.080.000.020.00

1.07

0.490.001.210.120.02

*0.09*0 . 3 1*Q.OO*0.00*0.00*0.00*1.63

*3.87

*0.00*0.080.010.200.030.000.030.000.420.030.000.00

*0.80

0.120.020.450.020.080.140.180.061.330.012.580.440.761.610.00

7.80

PERIOD: 1981

BS-4

0.040.010.370.510.000.030.000.000.000.000.02

*0.98

0.430.001.620.160.180.060.220.010.140.010.011.36

4.20

0.000.080.000.160.030.070.000.000.620.100.000.00

1.06

0.090.000.640.010.200.000.230.031.060.002.820.410.820.300.00

6.61

WATER YEAR

BS-5

0.050.010.370.510.000.030.000.000.010.010.00

0.99

0.640.700.000.160.020.060.310.010.000.000.021.98

3.90

0.000.090.000.090.010.080.110.000.600.170.000.00

1.15

0.400.000.640.030.190.000.190.151.110.002.490.440.740.340.01

6.73

MTOT CTOT

Monthly totals Calendar year totals Estimated

-122-

10.0 SUPPLEMENTAL DATA--Continued10.4 Daily and Monthly Rainfall Values for Five Recording Rainfall Gages,


DAILY AN

DATE

JUNE1234571112131415161724252627282930

MTOT

JULY1

56713252627

MTOT

AUG417181924252628293031

MTOT

SEPT12341415

MTOT

WTOT=============

D MONTHLY RAI

BS-1

1.430.160.250.890.440.125.870.971.710.250.001.760.001.000.140.000.430.020.060.50

16.00

0.060.880.000.010.000.000.220.02

1.19

*0.00*0.41*0.06*0.00*0.00*0.11*0.00*0.50*0.02*0.36*0.73

*2.19

*0.18*0.03*0.24*0.00*0.91*0.40

*1.76

MO.ll=============

NFALL SUMMARY

BS-2

1.560.150.281.210.200.095.120.591.490.210.001.820.000.200.010.000.030.360.060.75

14.13

0.041.110.010.000.000.000.250.27

1.68

0.000.410.060.000.000.110.000.500.020.360.73

2.19

0.180.030.240.000.910.40

1.76

40.29=============

GAGE NUMBER

BS-3

1.710.050.100.410.660.003.170.341.630.440.022.160.010.630.000.000.000.000.000.03

11.36

0.481.350.020.000.000.460.000.32

2.63

0.000.000.360.010.020.240.020.000.030.610.41

1.70

1.260.170.220.010.610.04

2.31

*39.35=============

PERIOD: 1981

BS-4

0.070.050.110.460.360.004.760.512.340.230.021.650.000.370.000.000.000.000.000.13

11.06

0.001.670.000.000.000.640.000.16

2.47

0.000.000.150.000.010.330.000.000.030.460.66

============ 1.64

0.410.310.610.010.340.04

1.72

*37.44=============

WATER YEAR

BS-5

1.130.140.160.490.320.008.330.462.960.260.021.300.000.000.000.030.000.000.000.45

16.05

0.001.160.000.030.020.180.010.16

1.56----- _..

0.100.010.000.000.130.480.010.010.150.351.71

============ 2.95

============

0.050.060.060.010.410.31

0.90-=========== M2.25

= = = = = = = :-. = = . ,-, a

MTOT CTOT WTCT

Monthly totals Calendar year totals Water year totals Estimated

-123-

10.0 SUPPLEMENTAL DATA

10.5 Incremental Values of Rainfall and Runoff for Selected Storms,

Date and time

1980 and 1981 Water years

STORM OF MARCH 27, 1980

Accumulated Discharge Gage number weighted (cubic

precipitation feet per (inches) second)

Accumulated runoff

(inches)

1980 water year

Station 08159165, Big Sandy Creek near McDade, Texas

3-BS 4-BS

0.0.01.07.10.36.57.80

1.051.281.471.62

7630566792232424242424242426

March 2700000215030006150745080008150830084509000915103011151200130013301415154516301730183019152030213022302400March 28000001300300043007001100

0.0.01.05.07.42.71.92

1.221.461.691.841.962.722.922.983.383.553.553.553.553.553.553.553.553.563.56

3.563.563.563.563.563.56

0.0.01.09.13.28.38.63.82

1.041.171.321.491.752.092.262.302.812.842.842.842.842.842.842.842.872.87

2.872.872.872.872.872.87

3.26

2626262626

3.26

2.2 2.2 2.2 2.22.72.62.72.73.33.84.3

15.031.057.0

105.0152.0229.0370.0483.0557.0681.0812.0968.0989.0952.0827.0

827.0672.0496.0343.0178.0102.0

0.0001.0002.0004.0006.0007.0007.0008.0008.0008.0009.0010.0016.0025.0045.0077.0115.0218.0385.0554.0785.1023.1349.1785.2181.2657.3030

.3030

.3557

.3855

.4130

.4362

.4525

-124-


1Q'$ Incremental Values of Rainfall and Runoff for Selected Storms, 1980 and 1981 Water years Continued

STORM OF MARCH 27, 1980 Continued

Date and Gage numbertime

Accumulatedweighted

precipitation(inches)

Discharge(cubicfeet persecond)

Accumulatedrunoff

(inches)

1980 water year

Station 08159165, Big Sandy Creek near McDade, Texas Continued

3-BS 4-BS

March 28 Continued1500 3.56 2.87 3.26 64.0 0.46281900 3.56 2.87 3.26 44.0 .47072400 3.56 2.87 3.26 31.0 .4763March 290000 3.56 2.87 3.26 31.0 .47630800 3.56 2.87 3.26 21.0 .48551600 3.56 2.87 3.26 17.0 .49092400 3.56 2.87 3.26 13.0 .4930

-125-



Date and time

198U and 1981 Water

STORM OF

Gage number

years Continued

MARCH 27, 1980 Continued

Accumulated weighted

precipitation (inches)

Discharge (cubic feet per second)

Accumulated runoff

(inches)

1980 water year

Station 08159170, Big Sandy Creek near Elgin, Texas

3-BS 4-BS 5-BS

0.0.00.09.15.15.22.38.63.88

1.101.341.641.69

March 2700000130023003300615070007450800081508300845091510001045111511451230131513451430170019002100220023002400March 28000001300200030005000700

0.0.0.03.06.07.19.42.71.92

1.221.461.841.851.992.722.842.953.133.513.553.553.553.553.563.563.56

3.563.563.563.563.563.56

0.0.0.05.12.13.17.28.38.63.82

1.041.321.411.651.752.042.262.262.472.842.842.842.842.842.872.87

2.872.872.872.872.872.87

0.0.01.23.30.30.32.49.90

1.191.351.621.851.871.952.092.212.312.312.482.602.602.602.602.612.612.61

2.612.612.612.612.612.61

851937525985030303030405

3.05

,05 ,05 ,05 ,05 ,05

3.05

1.21.21.31.31.4 1.4 1.8 2.1 2.32.93.03.57.3

11.013.015.021.051.084.0

135.0278.0415.0652.0828.01010.01160.0

1160.01320.01340.01330.01140.0843.0

0.0000.0001.0001.0001.0002.0002.0003.0003.0003.0003.0003.0004.0005.0007.0008.0011.0014.0022.0035.0088.0240.0442.0679.0880.1126.1372

.1372

.1799

.2043

.2527

.3081

.3490

-126-


10.5 Incremental Values of Rainfall and Runoff for Selected Storms,1980 and 1981 Water years Continued

STORM OF MARCH 27, 1980 Continued

Date and Gaqe number time




Accumulated runoff

(inches)

1980 water year

Station 08159170, Big Sandy Creek near Elgin, Texas Continued

3-BS 4-BS 5-BS

March090011001400170020302400March0000040012002400

28 Continued3.56 2.873.56 2.873.56 2.873.56 2.873.56 2.873.56 2.87

293.56 2.873.56 2.873.56 2.873.56 2.87

2.612.612.612.612.612.61

2.612.612.612.61

050505050505

050505

3.05

556.0278.0117.072.048.036.0

36.028.020.014.0

0.3761.3929.4015.4071.4112.4136

.4136

.4186

.4234

.4255

-127-



Date and time

1980 and 1981 Water years Continued

STORM OF MAY 13-14, 1980

Accumulated Discharge Gaqe number weighted (cubic

precipitation feet per (inches) second)

Accumulated runoff

(inches)

1980 water year

Station 08159165, Biq Sandy Creek near McDade, Texas

4-BS

May 130000030008001415143014451500154516151700180019002000210022002400May 14000001300230040006000800100012001400170020302400May 1500000800

0.0.01.02.05.27.76.98

1.131.341.511.78

89134050

2.51

5151515151

2.515152525258

2.58

2.582.58

0.0.01.02.05.27.76.98

1.131.34

5178

1.89134050

2.51

51515151515151525252

,582.58

2.582.58

70.060.027.013.012.015.018.026.059.0

155.0262.0400.0592.0685.0722.0874.0

874.0969.0984.0937.0823.0706.0578.0421.0266.0149.094.062.0

62.037.0

0.0042.0138.0199.0216.0217.0219.0222.0229.0243.0298.0403.0563.0800.1074.1508.1989

.1989

.2605

.3098

.3754

.4413

.4979

.5442

.5779

.6045

.6239

.6371

.6464

.6464

.6580

-128-



Date and time

1980 and 1981 Water

STORM OF

Gage number

years Continued

MAY 13-14, 1980 Continued




Accumulated runoff

(inches)

1980 water year


4-BS 5-BS

May 1300000300130013151330141514301445150016001700173017451800190020002100220023002400May 14000002000400060006300700090011001300150017001830

0.0.01.04.04.04.05.27.76.98

1.271.511.631.711.781.892.132.402.502.512.51

515151

2.512.512.512.51

51525252

0.0.0.04.41

1.121.331.391.421.441.711.952.17,51,72,8111

3.173.173.173.17

3.1718181818181818191919

0.0.01.04.17.43.51.67

1.001.151.431.67

8200

2.1222486874

2.752.75

2.752.752.752.752.752.752.752.752.762.762.76

2.58 3.30 2.84

44.054.036.035.036.035.041.040.040.0

139.0201.0235.0251.0267.0347.0448.0553.0686.0904.0

1140.0

1140.01460.01610.01690.01720.01690.01520.01250.01010.0819.0604.0421.0

0.0016.0101.0146.0148.0153.0157.0159.0162.0168.0202.0238.0260.0275.0315.0400.0508.0643.0809.1029.1306

.1306

.2154

.2936

.3449

.3658

.4171

.4909

.5516

.6007

.6405

.6661

.6815

-129-


10.5 Incremental Values of Rainfall and Runoff for Selected Storms, 1980 and 1981 Water years Continued

STORM OF MAY 13-14, 1980 Continued

Date and time

Gage numberAccumulated weighted



Accumulated runoff

(inches)

1980 water year

Station 08159170, Biq Sandy Creek near Elgin, Texas

4-BS 5-BS

May 14 Continued2000 2.58 3.322200 2.58 3.322400 2.58 3.32May 150000 2.58 3.320300 2.58 3.321100 2.58 3.32

858585

8585

2.85

298.0195.0139.0

139.093.051.0

0.6941.7036.7095

.7095

.7245

.7375

-130-



STORM OF MAY 13-14, 1980 Continued

Date and Gage number time

Accumul ated weighted


Di scharge (cubic feet per second)

Accumulated runoff

(inches)

1980 water year


2-BS

0.0.01.03.09.59

1.4460718493021640

May 130000041514001415143014451500153015451600163017001745183019152000203021002130221523002400May 140000010004001200

0.0.01.03.09.59

1.441.601.711.841.932.022.162.402.572.812.843.063.223.303.323.323.32

3.323.323.323.33

2.5781840622303232

3.32

3.323.323.323.33

0.0.0.5

1.02.04.07.89.9

27.054.045.032.023.026.031.028.023.021.020.027.023.014.0

14.0 5.0 3.0 1.0

0.0.0.0073.0080.0095.0124.0210.0318.0516.1108.1766.2350.2855.3425.4105.4616.4952.5259.5625.6217.6805.7112

.7112

.7507

.7990

.8282

-131-



STORM OF






Accumulated runoff

(inches)

1980 water year

Station 08159185, Dogwood Creek at Hwy. 95 near McDade, Texas

1-BS 2-BS

May 13000004151400141514301445150015301600163017001800184519001915193020002100214522152400May 1400000200040006000730080008301000103011001130

0.0.0.02.02.16.69

1.181.281.491.551.702.022.232.292.302.322.342.632.782.80

0.0.01.03.09.59

1.441.601.711.932.022.162.462.652.752.812.812.843.223.323.32

3.20 3.32

3.203.203.203.203.203.333.603.603.734.00

3.323.323.323.333.333.333.333.333.333.33

0.0.00.01.04.29.91

1.311.411.621.691.84

153643454749819496

3.24

24242424243352526180

4.13 3.33 3.89

1.0 1.0 1.0I.02.03.04.0

10.015.039.094.0

118.0128.0130.0119.0127.0109.0107.0107.0107.097.0

97.075.043.026.020.018.016.010.010.010.0II.0

0.0007.0028.0044.0044.0046.0048.0053.0068.0091.0151.0369.0687.0884.0984.1076.1222.1474.1763.1969.2339.2750

.2750

.3362

.3627

.3767

.3829

.3856

.3906

.3936

.3952

.3967

.3984

-132-



STORM OF






Accumulated runoff

(inches)

1980 water year

Station 08159185, Dogwood Creek at Hwy. 95 near McDade, Texas Continued

1-BS 2-BS

May 14 Continued1200 4.40 3.33 4.08 11.0 0.40101300 4.40 3.33 4.08 12.0 .40371330 4.81 3.33 4.37 12.0 .41021630 4.81 3.34 4.37 13.0 .41721700 4.99 3.54 4.55 13.0 .42522030 5.13 3.75 4.72 14.0 .43492130 5.13 3.75 4.72 19.0 .44082230 5.13 3.75 4.72 21.0 .44892400 5.13 3.75 4.72 18.0 .4572 May 150000 5.13 3.75 4.72 18.0 .45720300 5.13 3.75 4.72 14.0 .47430600 5.13 3.75 4.72 10.0 .48811200 5.13 3.75 4.72 5.0 .49741800 5.13 3.75 4.72 2.0 .50112400 5.13 3.75 4.72 1.0 .5020

-133-



Date and time

1980 and 1981 Water years Continued

STORM OF JUNE 11-14,

Accumulated Gage number weighted


1981


Accumulated runoff

(inches)

1981 water year


3-BS 4-BS

June 11000001300315033003450400041504300455050005300600063006450700080009001045120013001400153017001830200022002400June 1200000230060008001200

0.0.01.10.10.18.46.83

1.241.722.132.332.532.582.612.632.692.812.832.832.973.063.123.143.143.173.173.17

3.173.173.173.323.42

0.0.0.01.17.73

1.301.712.453.384.014.204.334.404.434.464.524.564.584.584.584.584.604.614.614.764.764.76

4.764.764.815.085.17

0.0.01.06.13.42.82

1.211.762.432.943.133.303.363.393.423.483.563.583.583.663.713.763.773.773.853.853.85

3.853.853.884.084.17

0.9.9

2.68.8

43.0117.0246.0420.0659.0974.02420.03790.04370.04410.04370.03860.03680.03060.02440.02100.01820.01420.01060.0780.0599.0495.0407.0

407.0299.0180.0185.0143.0

.0000

.0001

.0002.0003.0007.0019.0043.0085.0151.0298.0782.1541.2197.2639.3732.5278.7304.9142

1.02411.10821.19931.28461.34821.39511.43701.47671.5032

1.50321.54931.56911.59131.6199

-134-



STORM OF


JUNE 11-14, 1981 Continued




Accumulated runoff

(inches)

1981 water year


3-BS 4-BS

June18002400June00000300080009151000113013451430150015301600163017001800183019001945210022302400June00000400080011001300160017002400

12 Continued3.513.51

133.513.513.523.613.643.793.883.964.134.364.504.554.554.654.744.995.055.105.135.14

145.145.205.205.235.235.255.575.58

5.275.27

5.275.275.275.345.415.715.805.986.606.867.147.197.267.337.337.397.607.607.607.61

7.617.657.667.677.807.827.837.84

4.274.27

4.274.274.274.354.404.624.714.835.195,5,5,5,5.

4364697280

5.856.026.156.176.196.20

6.206.25

2628

6.346.366.546.55

102.077.0

77.062.040.037.037.052.0

123.0248.0345.0509.0746.0

1160.01580.01950.01970.01940.01860.01660.01460.01320.0

1320.01190.0710.0366.0241.0159.0142.0106.0

1.64441.6560

1.65601.66821.67321.67471.67641.68031.68771.69391.70081.71101.72591.74911.79661.85511.89461.94312.01762.10902.19672.2892

2892532663216688

2.69292.70562.72842.7475

-135-


10*5 Incremental Valties _of__Rainfall and Runoff for Selected Storms, 1980 and 1981"Water year's Continued

STORM OF JUNE 11-14, 1981 Continued

Date and time

Gage numberAccumulated Discharge weighted (cubic

precipitation feet per (.i.nches)

Accumulated runoff

1981 water year


3-BS 4-BS

June 1500000400090015002400

5.585.585.585.605.60

7.847.847.847.857.86

6.556.556.556.576.57

106.073.047.027.016.0

2.74752.76492.77522.78332.7862

-136-



STORM OF






Accumulated runoff

(inches)

1981 water year


3-BS 4-BS 5-BS

0.0.00.03.08.21.36.51.93

1.60197647072554

June 1100000130023002450300031503300345040004150430044505000515060007000745083009000945103011001200134515301730190021002400June 12000003000630

0.0.01.06.08.10.10.10.18.46.83

1.241.722.132.272.532.632.672.742.812.822.832.832.833.043.123.143.143.173.17

3.173.173.19

0.0.0.0.01.01.01.17.73

1.301.712.453.384.014.124.334.464.514.544.564.584.584.584.584.584.604.614.664.764.76

4.764.764.82

0.0.0.05.17.65

1.221.582.273.624.785.316.036.867.207.647.837.867.897.917.937.947.947.948.068.308.328.328.338.33

8.338.338.39

4.684.72

7680828282829303050612

5.12

5.125.125.16

1.21.21.21.21.21.21.22.02.22.14.89.9

54.0180.0574.0886.0

1200.02470.03650.05060.05640.05760.05590.04860.03820.03010.02360.01680.01060.0

1060.0767.0524.0

0.0000.0001.0001.0001.0001.0001.0001.0001.0001.0001.0002.0002.0006.0027.0149.0338.0556.0931.1485.2407.3263.4313.6179.8245.9985

1.12641.22671.32871.3867

1.38671.46651.4983

-137-



Date and time

STORM

Gage number

OF JUNE 11-14, 1981 Continued




Accumulated runoff

(inches)

1981 water year

Station 08159170, Bio Sandy Creek near Elgin, Texas Continued

3-BS 4-BS 5-BS

June0800120018002400June000004000830090009301000103011001130123014001430144515001530160017001800190020002100220023302400June000001000400

12 Continued3.323.423.513.51

133.513.513.523.573.623.643.693.743.793.863.883.964.034.134.364.504.554.654.995.095.105.125.145.14

145.145.185.20

5.085.175.275.27

5.275.275.275.325.375.415.515.645.715.795.815.986.256.606.867.147.267.337.397.607.607.607.617.61

7.617.657.65

8.518.668.798.79

8.798.848.858.888.959.049.329.579.829.909.95

10.2710.4911.0511.3711.5711.6111.6211.7011.7411.7411.7411.7511.75

11.7511.8111.84

5.345.455.555.55

5556

5.575.625.67

728598

6.096.166.196.376.556.877.13

3442486577787880

7.80

7.807.847.86

428.0348.0218.0120.0

120.089.066.064.062.060.059.058.059.074.097.0

111.0121.0133.0163.0197.0281.0392.0567.0935.0

1560.02050.02390.02400.0

2400.02290.01760.0

1.52691.56921.60091.6126

1.61261.62471.62871.62951.63021.63101.63171.63241.63351.63571.63811.63911.63981.64101.64301.64661.65341.66291.67671.69941.73731.79951.85761.8867

1.88672.01252.1622

-138-



STORM OF






Accumulated runoff

(inches)

1981 water year

Station 08159170, Big Sandy Creek near Elgin, Texas Continued

3-BS 4-BS 5-BS

June 14 Continued080013001630173020002400June 1500000400090016002400

5.205.235.275.585.585.58

5.585.585.585.605.60

7.667.807.827.837.847.84

7.847.847.847.857.86

11.8411.9812.0112.0112.0112.01

12.0112.0112.0112.0312.03

7.867.967.998.118.118.11

8.118.118.118.138.13

1340.0952.0616.0500.0280.0143.0

143.0107.077.045.027.0

2.30862.40692.44052.46182.48392.4943

2.49432.50952.52072.52892.5315

-139-

10.0 SUPPLEMENTAL DATA10.6 Summary of Aquifer Tests at the City of Bastrop Well Field

(Formerly Camp Swift Military Reservation Well Field) I/

Dateoftest

Nov. 8-9,1941

Nov. 10-11,1941

Nov. 14-17,1941

Do.

Do.

Mar. 31,1942

Apr. 23,1942

June 10-12,1942

Do.

Do.

Do.

Do.

Do.

June 10-13,1942

Do.

Do.

Pumped wellWellnumber

2

2-T

2-T

2-T

2-T

4

3

2

2

2

2

2

2

2

2

2

On Off

X

X

X

X

X

X

X

X

X

X

X

X

X

X ~

X

X

Observationwells

(well number)

1-T

__

__

__

3

3

3

4

4

5

5

3, 4

3, 5

4, 5

Time sinceTransmis- Storage pumpingsivity coeffi- (hours)(feet cient Started Stopped

squaredper day)

2,900 0.0050 4- 8

__ «_ __ __

7,800 0.3- 4

4,900 « 4-16

3,700 16-58

__ __ _«. __

__ __ __ ...

7,100 .0004 1- 3

3,700 .0005 3-54

6,300 .0003 1- 6

3,700 .0004 6-54

7,800 .0003 2- 5

3,900 .0003 5-54

5,200

5,200

5,200

Specificcapacityafterpumping

1.5 hours(gallons

per minuteper foot)

20

_

--

a/ 17

a/ 14

__

--

--

--

--

--

See footnotes at end of table.-140-

10.0 SUPPLEMENTAL DATA Continued10.6 Summary of Aquifer Tests at the City of Bastrop Well Field

(Formerly Camp Swift Military Reservation Well Field) I/ Continued

Dateof

test

June 14-15,1942

Do.

Do.

June 23,1942

Do.

Do.

July 25-27,1942

Do.

Do.

Do.

Do.

Do.

Do.

July 27-29,1942

Do.

Do.

Do.

Do.

Pumped wellWell On Offnumber

1 X

5 X

5 X

1 X

2 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

5 X

Observa- Time sincetion Transmis- Storage pumpingwells sivity coeffi- (hours)

(well num- (feet cient Started Stoppedber) squared

per day)

2,300 0.1 -12

11,200 .5-4

7,500 4 -11

.. -- -- -- --

--

4 8,700 .0005

4 6,200 .0006

4 3,600 .0010

2-T 8,000 .0004

2-T 6,200 .0004

2-T 11,600 .0005

4,2-T 7,400

12,000 .05- 2.5

8,200 2.5 -10

5,800 10 -41

3,900 .0006 41 -48

4 8,000 .0007 2.5 -16

Specificcapacity

afterpumping

1.5 hours(gallons

per minuteper foot)

--

19

9.5

21

--

--

--

--

See footnotes at end of table.-141-

10.0 SUPPLEMENTAL DATA Continued10.6 Summary of Aquifer Tests at the City of Bastrop Well Field

(Formerly Camp Swift Military Reservation Well Field) l/--Continued

Dateof

test

July 27-29,1942

Do.

Do.

Do.

Do.

July 31,1942-

Aug. 1,1942

Aug. 1,1942

PumpedWell Onnumber

5

5

5

5

5

1

2-T -

wellOff

- X

- X

- X

- X

- X

- X

- X

Observationwells

(well number)

4

2-T

2-T

2-T

4, 2-T

_-

__

Transmis- Storagesivity coeffi-(feet cient

squaredper day)

3,200 0.0012

7,800 .0005

5,200 .0005

3,200 .0005

7,600

3,300

4,900

Time sincepumping(hoursj^

Started Stopped

16 -48

2-6

6 -12

12 -48

.5 -19

.08- 1.5

Specificcapacity

afterpumping

1.5 hours(gal Ions

per minuteper foot)

*

--

--

--

_-.

__

If From Guyton (1942).a/ From tests by Layne-Texas Company.

-142-


10.7 Source and Significance of Selected Constituents and Properties Commonly Reported in Water Analyses I/

(mg/L - milligrams per liter)

Constituent or property Source or cause Significance

Silica Silicon ranks second only to oxygen in abundance in the Earth's crust. Contact of natural waters with silica-bearing rocks and soils usually results in a concentration range of about 1 to 30 mg/L; but concentrations as large as 100 mg/L are common in waters in some areas.

Iron Iron is an abundant and widespread constituent of (Fe) many rocks and soils. Iron concentrations in nat

ural waters are dependent upon several chemical equilibria processes including oxidation and reduc tion; precipitation and solution of hydroxides, carbonates, and sulfides; complex formation espe cially with organic material; and the metabolism of plants and animals. Dissolved iron concentra tions in oxygenated surface waters seldom are as as much 1 mg/L. Some ground waters, unoxygenated surface waters such as deep waters of stratified lakes and reservoirs, and acidic waters resulting from discharge of industrial wastes or drainage from mines may contain considerably more iron. Corrosion of iron casings, pumps, and pipes may add iron to water pumped from wells.

Calcium Calcium is widely distributed in the common miner- (Ca) als of rocks and soils and is the principal cation

in many natural freshwaters, especially those that contact deposits or soils originating from lime stone, dolomite, gypsum, and gypsiferous shale. Calcium concentrations in freshwaters usually range from zero to several hundred milligrams per liter. Larger concentrations are not uncommon in waters in arid regions, especially in areas where some of the more soluble rock types are present.

Magnesium Magnesium ranks eight among the elements in order (Mg) of abundance in the Earth's crust and is a common

constituent in natural water. Ferromagnesian min erals in igneous rocks and magnesium carbonate in carbonate rocks are two of the more important sources of magnesium in natural waters. Magnesium concentrations in freshwaters usually range from zero to several hundred milligrams per liter; but larger concentrations are not uncommon in waters associated with limestone or dolomite.

Sodium Sodium is an abundant and widespread constituent (Na) of many soils and rocks and is the principal cation

in many natural waters associated with argillaceous sediments, marine shales, and evaporites and in sea water. Sodium salts are very soluble and once in solution tend to stay in solution. Sodium concen trations in natural waters vary from less than 1 mg/L in stream runoff from areas of high rainfall to more than 100,000 mg/L in ground and surface waters associated with halite deposits In arid areas. In addition to natural sources of sodium, sewage, industrial effluents, oilfield brines, and deicing salts may contribute sodium to surface and ground waters.

Although silica in some domestic and industrial water supplies may inhibit corrosion of iron pipes by forming protective coatings, it generally is objectionable in industrial supplies, particu larly in boiler feedwater, because it may form hard scale in boilers and pipes or deposit in the tubes of heaters and on steam-turbine blades.

Iron is an objectionable constituent in water sup plies for domestic use because it may adversely affect the taste of water and beverages and stain laundered clothes and plumbing fixtures. Accord ing to the National Secondary Drinking Water Reg ulations proposed by the U.S. Environmental Pro tection Agency (1977b), the secondary maximum contamination level of iron for public water sys tems is 300 ug/L. Iron also is undesirable in some industrial water supplies, particularly in waters used in high-pressure boilers and those used for food processing, production of paper an chemicals, and bleaching or dyeing of textiles.

Calcium contributes to the total hardness of water. Small concentrations of calcium carbon ate combat corrosion of metallic pipes by forming protective coatings. Calcium in domestic water supplies is objectionable because it tends to cause incrustations on cooking utensils and water heaters and increases soap or detergent consump tion in waters used for washing, bathing, and laundering. Calcium also is undesirable in some industrial water supplies, particularly in waters used by electroplating, textile, pulp and paper, and brewing industries and in waters used in high- pressure boilers.

Magnesium contributes to the total hardness of water. Large concentrations of magnesium are objectionable in domestic water supplies because they can exert a cathartic and diuretic action upon unacclimated users and increase soap or detergent consumption in waters used for washing, bathing, and laundering. Magnesium also is unde sirable in some industrial supplies, particularly in waters used by textile, pulp and paper, and brewing industries and 1n water used in high- pressure boilers.

Sodium 1n drinking water may impart a salty taste and may be harmful to persons suffering from car diac, renal, and circulatory diseases and to women with toxemias of pregancy. Sodium is objec tionable in boiler feedwaters because it may cause foaming. Large sodium concentrations are toxic to most plants; a large ratio of sodium to total cations in irrigation waters may decrease the permeability of the soil, increase the pH of the soil solution, and impair drainage.

-143-


10.7 Source and Significance of Selected Constituents and Properties Commonly Reported In Water Analyses I/ Continued


Potassium Although potassium is only slightly less common (K) than sodium in Igneous rocks and is more abundant

in sedimentary rocks, the concentration of potas sium in most natural waters is much smaller than the concentration of sodium. Potassium is liber ated from silicate minerals with greater difficulty than sodium and is more easily adsorbed by clay minerals and reincorporated into solid weathering products. Potassium concentrations more than 20 mg/L are unusual in natural freshwaters, but much larger concentrations are not uncommon in brines or in water from hot springs.

Alkalinity Alkalinity is a measure of the capacity of a water to neutralize a strong acid, usually to pH of 4.5, and is expressed in terms of an equivalent concen tration of calcium carbonate (CaCOs). Alkalinity natural waters usually is caused by the presence of bicarbonate and carbonate ions and to a lesser extent by hydroxide and minor acid radicals such as borates, phosphates, and silicates. Carbonates and bicarbonates are common to most natural waters because of the abundance of carbon dioxide and car bonate minerals in nature. Direct contribution to alkalinity in natural waters by hydroxide is rare and usually can be attributed to contamination. The alkalinity of natural waters varies widely but rarely exceeds 400 to 500 mg/L as CaC03.

Sulfate Sulfur is a minor constituent of the Earth's crust ($04) but is widely distributed as metallic sulfides in

igneous and sedimentary rocks. Weathering of metallic sulfides such as pyrite by oxygenated water yields sulfate ions to the water. Sulfate is dissolved also from soils and evaporite sedi ments containing gypsum or anhydrite. The sulfate concentration in natural freshwaters may range from zero to several thousand milligrams per liter. Drainage from mines may add sulfate to waters by virtue of pyrite oxidation.

Chloride Chloride is relatively scarce in the Earth's crust (Cl) but is the predominant anion in sea water, most

petroleum-associated brines, and in many natural freshwaters, particularly those associated with marine shales and evaporites. Chloride salts are very soluble and once in solution tend to stay in solution. Chloride concentrations in natural waters vary from less than 1 mg/L in stream run off from humid areas of high rainfall to more than 100,000 mg/L in ground and surface waters associated with evaporites in arid areas. The discharge of human, animal, or industrial wastes and irrigation return flows may add significant quantities of chloride to surface and ground waters.

Large concentrations of potassium in drinking water may impart a salty taste and act as a cathartic, but the range of potassium concentra tions in most domestic supplies seldom cause these problems. Potassium is objectionable in boiler feedwaters because it may cause foaming. In irrigation water, potassium and sodium act similarly upon the soil, although potassium gen erally is considered less harmful than sodium.

High alkaline waters may have a distinctive unpleasant taste. Alkalinity is detrimental in several industrial processes, especially those involving the production of food and carbonated or acid-fruit beverages. The alkalinity of irri gation waters in excess of alkaline earth concen trations may increase the pH of the soil solution, leach organic material, decrease permeability of the soil, and impair plant growth.

Sulfate in drinking water may impart a bitter taste and act as a laxative on unacclimated users. According to the National Secondary Drinking Water Regulations proposed by the Environmental Protection Agency (1977b) the secondary maximum contaminant level of sulfate for public water systems is 250 mg/L. Sulfate also is undesirable in some industrial supplies, particularly in waters used for the production of concrete, ice, sugar, and carbonated beverages and in waters used in high-pressure boilers.

Chloride may impart a salty taste to drinking water and may accelerate the corrosion of metals used in water-supply systems. According to the National Secondary Drinking Water Regulations proposed by the Environmental Protection Agency (1977b) the secondary maximum contaminant level of chloride for public water systems is 250 mg/L. Chloride also is objectionable in some industrial supplies, particularly those used for brewing and food processing, paper and steel production, and textile processing. Chloride in irrigation waters generally is not toxic to most crops but may be injurious to citrus and stone fruits.

-144-


10.7 Source and Significance of Selected Constituents and Properties Commonly Reported in Water Analyses I/ Continued


Fluoride Fluoride is a minor constituent of the earth's (F) crust. The calcium fluoride mineral fluorite is a

widespread constituent of resistate sediments and igneous rocks, but its solubility in water is neg ligible. Fluoride commonly is associated with volcanic gases, and volcanic emaniations may be important sources of fluoride in some areas. The fluoride concentration in fresh surface waters usually is less than 1 mg/L; but larger concen trations are not uncommon in saline water from oil wells, ground water from a wide variety of geologic terranes, and water from areas affected by volcanism.

Nitrogen A considerable part of the total nitrogen of the (N) earth is present as nitrogen gas in the atmosphere.

Small amounts of nitrogen are present in rocks, but the element is concentrated to a greater ex tent in soils or biological material. Nitrogen is a cyclic element and may occur in water in several forms. The forms of greatest interest in water in order of increasing oxidation state, in clude organic nitrogen, ammonia nitrogen (NH/j-N), nitrite nitrogen (NC^-N) and nitrate nitrogen (N03-N). These forms of nitrogen in water may be derived naturally from the leaching of rocks, soils, and decaying vegetation; from rainfall; or from biochemical conversion of one form to another. Other important sources of nitrogen in water in clude effluent from waste-water treatment plants, septic tanks, and cesspools and drainage from barnyards, feed lots, and fertilized fields. Ni trate is the most stable form of nitrogen in an oxidizing environment and is usually the dominant form of nitrogen in natural waters and in polluted waters that have under gone self-purification or aerobic treatment processes. Significant quanti ties of reduced nitrogen often are present In some ground waters, deep unoxygenated waters of strati fied lakes and reservoirs, and waters containing partially stabilized sewage or animal wastes.

Phosphorus Phosphorus Is a major component of the mineral (p) apatite, which 1s widespread in igneous rock and

marine sediments. Phosphorus also is a component of household detergents, fertilizers, human and animal metabolic wastes, and other biological material. Although small concentrations of phos phorus may occur naturally 1n water as a result of leaching from rocks, soils, and decaying vegeta tion, larger concentrations are likely to occur as a result of pollution.

Fluoride in drinking water reduces the incidence of tooth decay when the water is consumed during the period of enamel calcification. Excessive quantities in drinking water consumed by children during the period of enamel calcification may cause a characteristic discoloration (mottling) of the teeth. According to the National Interim Primary Drinking Water Regulations established by the Environmental Protection Agency (1977a) the maximum contaminant level of fluoride in drinking water varies from 1.4 to 2.4 mg/L, depending upon the annual average of the maximum daily air tem perature for the area in which the water system is located. Excessive fluoride is also objection able in water supplies for some industries, par ticularly those involved in the production of food, beverages, and pharmaceutical items.

Concentrations in water of any of thee forms of nitrogen significantly greater than the local average may suggest pollution. Nitrate and ni trite are objectionable in drinking water because of the potential risk to bottle-fed infants for methemoglobinemia, a sometimes fatal illness related to the impairment of the oxygen-carrying ability of the blood. According to the National Interim Primary Drinking Water Regulations (U.S. Environmental Protection Agency, 1977a), the maximum contaminant level of nitrate (as N) in drinking water is 10 mg/L. Although a maximum contaminant level for nitrite is not specified in the drinking water regulations, Appendix A to the regulations (U.S. Environmental Protection Agency, 1977a) indicates that waters with nitrite concen trations (as N) greater than 1 mg/L should not be used for infant feeding. Excessive nitrate and nitrite concentrations are also objectionable in water supplies for some industries, particularly in waters used for the dyeing of wool and silk fabrics and for brewing.

Phosphorus stimulates the growth of algae and other nuisance aquatic plant growth, which may impart undesirable tastes and odor to the water, become aesthetically unpleasant, alter the chem istry of the water supply, and affect water treatment processes.

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10.7 Source and Significance of Selected Constituents and Properties Commonly Reported 1n Water Analyses I/-- Continued


Dissolved solids

Specific conductance (micromhos at 25°C)

Hardness as

Theoretically, dissolved solids are anhydrous res idues of the dissolved substance in water. In reality, the term "dissolved solids" is defined by the method used in the determination. In most waters, the dissolved solids consist predominantly of silica, calcium, magnesium, sodium, potassium, carbonate, bicarbonate, chloride, and sulfate with minor or trace amounts of other inorganic and organic constituents. In regions of high rainfall and relatively insoluble rocks, waters may contain dissolved-solids concentrations of less than 25 mg/L; but saturated sodium chloride brines in other areas may contain more than 300,000 mg/L.

Specific conductance is a measure of the ability of a water to carry an electrical current and depends on the concentrations of ionized constit uents dissolved in the water. Many natural waters in contact only with granite, well-leached soil, or other sparingly soluble material have a conduc tance of less than 50 micromhos. The specific conductance of some brines exceed several hundred thousand micromhos.

Hardness of water 1s attributable to all poly valent metals but principally to calcium and mag nesium ions expressed as CaCOj (calcium carbonate). Water hardness results naturally from the solution of calcium and magnesium, both of which are widely distributed in common minerals of rocks and soils. Hardness of waters in contact with limestone often exceeds 200 mg/L. In waters from gypsiferous formations, 1,000 mg/L is not uncommon.

Dissolved-solids values are used widely in eval uating water quality and in comparing waters. The following classification based on the concen trations of dissolved solids commonly 1s used by the Geological Survey.

ClassificationFreshSlightly salineModerately salineVery salineBrine

Dissolved-solids concentration (mg/L)

< 1,0001,000 - 3,000 3,000 - 10,000

10,000 - 35,000 >35,000

The National Secondary Drinking Water Regulations (U.S. Environmental Protection Agency, 1977b) set a dissolved-solids concentration of 500 mg/L as the secondary maximum contaminant level for pub lic water systems. This level was set primarily on the basis of taste thresholds and potential physiological effects, particularly the laxative effect on unacclimated users. Although drinking waters containing more than 500 mg/L are undesir able, such waters have been used 1n many areas where less mineralized supplies are not available without any obvious ill effects. Dissolved solids in industrial water supplies can cause foaming in boilers; Interfere with clearness, color, or taste of many finished products; and accelerate corrosion. Uses of water for irriga tion also are limited by excessive dissolved- solids concentrations. Dissolved solids in irri gation 'water may adversely affect plants directly by the development of high osmotic conditions in the soil solution and the presence of phytoxins in the water or indirectly by their effect on soils.

The specific conductance is an indication of the degree of mineralization of a water and may be used to estimate the concentration of dissolved solids in the water.

Hardness values are used 1n evaluating water quality and in comparing waters. The following classification is commonly used by the Geologi cal Survey.

Hardness (tng/L as0 - 60

61 - 120121 - 180

>180

Classification SoftModerately hard Hard Very Hard

Excessive hardness of water for domestic use 1s objectionable because 1t causes incrustations on cooking utensils and water heaters and increased soap or detergent consumption. Excessive hard ness is undesirable also 1n many Industrial sup plies. (See discussions concerning calcium and magnesium.)'

-146-


IQJ Source and Significance of Selected Constituents and Properties Commonly Reported 1n Water Analyses I/-- Continued


The pH of a solution is a measure of its hydrogen ion activity. By definition, the pH of pure water at a temperature of 25°C is 7.00. Natural waters contain dissolved gases and minerals, and the pH may deviate significantly from that of pure water. Rainwater not affected significantly by atmos pheric pollution generally has a pH of 5.6 due to the solution of carbon dioxide from the atmosphere. The pH range of most natural surface and ground waters is about 6.0 to 8.5. Many natural waters are slightly basic (pH >7.0) because of the preva lence of carbonates and bicarbonates, which tend to increase the pH.

The pH of a domestic or industrial water supply is significant because it may affect taste, cor rosion potential, and water-treatment processes. Acidic waters may have a sour taste and cause corrosion of metals and concrete. The Environ mental Protection Agency National Secondary Drink ing Water Regulations (1977b) set a pH range of 6.5 to 8.5 as the secondary maximum contaminant level for public water systems.

I/ Most of the material in this table has been summarized from several references. For a more thorough discussion of the source and significance of these and other water-quality properties and constituents, the reader is referred to the following additional references: American Public Health Association and others (1975); Hem (1970); McKee and Wolf (1963); National Academy of Science, National Academy of Engineering (1974); National Technical Advisory Committee to the Secretary of the Interior (1968); and U.S. Environmental Protection Agency (1976, 1977a,b),

-147-


10.8 Chemical Analysis of the Overburden and Lignitefrom 0 to 255 Feet at Well C-13 I/

OVERBURDEN

[yg/g, micrograms per grams; meq/L, mil li equivalents per liter; %, percent; %/wt., percent per weight; Ib, pound]

Depth IntervalChemical parameters1:1 water extract 2/

PH (units)Salinity pg/gCalciumMagnesiumSodiumPotassiumCarbonateBicarbonateChlorideSulfate

Cation exchangecapacity, meq/lOOg

Total exchangeablebasis, meq/lOOg

Total sulfur, %/wt.Sulfate sulfur, %/wt.Pyritic sulfur, %/wt.Organic sulfur, %/wt.

0 to15

6.3230113.9

395.90

492460

14.0

4.5

<.01<.01<.01<.01

15 to30

6.03,600

27610936232.30

20417

1,300

19.9

9.0

.06

.08

.42

.10

30 to45

6.23,000

21283.5

29226.90

59350960

20.4

8.6

.34

.02

.26

.06

45 to60

7.52,100

15963.118527.40

17124.8

580

25.5

15.7

.26

.05

.17

.04

(feet)60 to

75

7.31,900

15459.0

22424.60

171256620

19.4

9.1

.20

.02

.14

.04

75 to90

6.82,000

21579.09124.60

93176800

29.4

9.5

.71

.04

.39

.28

90 to105

6.41,840

20274.27426.70

8886

780

19.7

8.5

.65

.10

.46

.09

Neutralization poten tial , tons of CaC0 3 /l,000 tons soil

1.5 2.5 2.0 1.5

See footnotes at end of section.

-148-


10.8 Chemical Analysis of the Overburden and Lignitefrom 0 to 255 Feet at Well C-13 I/ Continued

OVERBURDEN Continued

Depth intervalChemical parameters1:1 water extract 2/

PH (units)Salinity, ug/gCalciumMagnesiumSodiumPotassiumCarbonateBicarbonateChlorideSulfate

Cation exchangecapacity, meq/lOOg

Total exchangeablebasis, meq/lOOg

Total sulfur, %/wt.S04 - S

Pyritic sulfur, %/wt.

105 to 120 to 135 to 180 to120

6.1,500

18663.2726.0

12230650

20.

9.

...

91

8

3

2

4

420233

135

7.9,190 113149.44821.50

2394

442

23.4

11.1

.59

.08

.39

150

6.6,60018845.28440.00

17632

640

33.5

11.7

.74

.16

.36

193

7.24303710.33611.70

1462

100

11.6

17.5

.31

.01

.19

(feet)195 to

210

7.1,32024038.5636.0

50832

356

25.

17.

...

4

0

8

0

5

421313

210 to225.7

7.35605114.34513.40

13712164

18.9

9.1

.43

.14

.23

234. 5to 239

7510501339130

20510100

21

9

.7

.8

.8

.4

.8

.32

.09

.11

239 to255

6.7380338.0

3511.20

1321080

23.5

8.4

.23

.02

.17

Neutralization poten tial , tons of CaC03/l,000 tons soil

1.0 3.0 2.0 8.5 13.5 1.0 2.0 2.5


-149-




Trace elements 2/

Cadmium, yg/gCopperChromi urnLeadManganeseMolybdenumZincArsenicSeleniumBoron

Physical parameters

Texture% sand% silt% clay

Water holding capacity,

1/3 bar15 bar

0 to15

0.198

.51135

<2279.2

.874.6

651817

%/wt.

19.411.9

15 to 30

0.277

.21163

<2627.4

.889.3

403426

28.416.3

Depth30 to

45

0.188

.14122

3469.3

.8415

374320

26.014.8

interval45 to

60

0.310

7.43

559<2526.21.79.8

255718

28.716.5

(feet)60 to

75

0.111

9.42

413<2577.7

.8211

226210

24.614.8

75 to 90

0.398

.0937<2477.61.0

24

364618

28.517.6

90 to 105

0.288

.1649

2509.51.1

13

315217

26.015.0

Available moisture 7.5 12.1 11.2 12.2 9.8 11.0 11.0


-150-

10.0 SUPPLEMENTAL DATA--Continued



Depth interval (feet)Trace elements £/

Cadmium, yg/gCopperChromiumLeadManganeseMolybdnumZincArsenicSeleniumBoron

Physical parameters

Texture% sand% silt% clay

105 to 120

0.247

.1350

3388.01.1

17

364915

120 to 135

0.254

.60760

<2324.9

.4530

453916

135 to 150

0.195

.0827<2367.8

.8934

602614

180 to 193

0.912

4.44

4152

473.71.8

18

285022

195 to 210

1.011

1.67

5242

313.11.8

29

463618

210 to 225.7

0.695

.49463

2459.3

.8723

265816

234.5 to 239

0.518

9.16

562

7814

1.122

195526

239 to 255

0.4137.16

39<2

5711

.8617

254926

Water holding capacity, %/wt.1/3 bar15 bar

25.114.7

25.115.8

29.417.4

29.817.7

27.118.3

26.815.0

34.422.1

27.516.4

Available moisture 10.4 9.3 12.0 12.1 8.9 11.8 12.2 11.1


-151-


10.8 Chemical Analysis of the Overburden and Lignitefrom 0

Trace elements 2J

Arsenic, yg/gBoronCadmi urnChromi urnCopperLeadManganeseMolybdenumMercurySeleniumZincUraniumPH

Sulphur forms

Sulfate-S, %/wt.Pyritic-S, %/wt.Organic-S, %/wt.

to 255 Feet at Well C-13 I/ Continued

91.5 to93.1

5.5170

.565.13

11<2

.351.3

141.45.9

.01

.16.98

135.2 to136.2

1043

.216

2.15

26<2

.07.83

311.36.4

.02.60.26

LIGNITE

Depth i184.5 to190.7

6.4140

.322

.1613<2

.141.17

.36.0

.02

.601.26

nterval (feet)223.3 to225.7

2.7164

.333

.1321<2

.431.37

.16.0

.02.35

1.50

225.7 to230.5

3.6189

.412

.1991<2

.311.2

11<.055.9

.01.63

1.46

234.5 to239

2.5194

.4<1<1

.1533<2

.261.38

.16.0

.01

.311.70

Total sulfur, %/wt. 1.15 .88 l.i 1.87 2.10 2.02


-152-


10.8 Chemical Analysis of the Overburden and Lignite from 0 to 255 Feet at Well C-13 _!/ Continued

LIGNITE

Proximate As received Dry basis

Identification: Camp Swift, Tex. Depth interval (feet): 91.5 to 93.1

Moisture, %/wt. 35.04

Ash, %/wt. 15.78 24.28

Sulfur, %/wt. .76 1.17

Gross heat of combustion, BTU/lb 6,849 10,540



Ash, %/wt. v 54.92 70.13

Sulfur, %/wt. .656 .838



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10.8 Chemical Analysis of the Overburden and Lignite from 0 to 255 Feet at Well C-13 _!/ Continued

LIGNITE




Ash, %/wt. 16.56 28.56

Sulfur, %/wt. .98 1.71

Gross Heat of Combustion, BTU/Lb. 5.709 9,986

Identification: Camp Swift, Tex. Depth interval (feet): 223.3-225.7


Ash, %/wt. 11.73 18.23

Sulfur, %/wt. 1.48 2.30



-154-


10.8 Chemical Analysis of the Overburden and Lignite from 0 to 255 Feet at Well C-13 j./ Continued

LIGNITE




Ash, %/wt. 11.37 17.21

Sulfur, %/wt. 1.62 2.44

Gross Heat of Combustion, BTU/Lb. 7,807 11,820

Identification: Camp Swift, Tex. Depth interval (feet): 234.5-239


Ash, %/wt. 10.71 16.95

Sulfur, %/wt. 1.30 2.06


I/ Analyses by Southwestern Laboratories, Dallas, Texas. Y/ All results are figured on a dry basis, acid soluble.

-155-

11.0 GLOSSARY

The glossary is composed of four separate sections:

11.1 Geological- and Ground- Water-Related Terms

11.2 Surface-Water and Related Terms

11.3 Water-Quali ty-Related Terms

11.4 Sediment-Related Terms

Definitions used in these glos saries are derived from the following publications:

Glossary of geology, second edi tion (American Geological Insti tute, 1980);Handbook of applied hydrology (Chow, ed., 1964); A dictionary of mining, mineral, and related terms (Thrush, 1968); General introduction and hydrologic definitions (Langbein and Iseri, 1960); and Water data for Texas (U.S. Geo logical Survey, 1982).

-156-

11.0 GLOSSARY Continued

11.1 Geological- and Ground-Water-Related Terms

Alluvium or alluvial deposits. Sediments deposited by streams; in cludes flood-plain deposits.

Aquifer. A formation, group of formations, or part of a formation that will yield water in sufficient quantity to be of value as a source of supply.

Artesian aquifer (confined aqui fer) .--An aquifer which is overlain Tc~onfined) by confining layer so that the water is under hydrostatic pres sure. The water level in an artesian well will rise above the top of the aquifer to the level of the potentiometric surface; however, the well may or may not flow.

Avulsion.--A sudden separation of land by a flood or by an abrupt change in the course of a stream, as by a stream breaking through a mean der or by a sudden change in current whereby the stream deserts its old channel for a new one.

Bifurcation. (a) The separation or branching of a stream into two parts.(b) A stream branch produced by bi furcation.

Cone of depression. Depression of the water table or potentiometric surface surrounding a discharge well which is more or less the shape of an inverted cone.

Confining bed or formation. One which, because of its position and its minimal impermeability relative to that of the aquifer, confines the water in the aquifer under artesian pressure.

Crevasse splay (flood-plain splay). A small alluvial fan or other outspread deposit formed where a stream breaks through a levee (arti ficial or natural) and deposits its material (commonly coarse-grained) on

the flood plain.Delta.--The low, nearly flat,

alluvial tract of land at or near the mouth of a river, commonly forming a triangular or fan-shaped plain of con siderable area, crossed by many dis tributaries of the main river, per haps extending beyond the general trend of the coast, and resulting from the accumulation of sediment supplied by the river in such quanti ties that it is not removed by tides, waves, and currents.

Dendritic drainage pattern. A drainage pattern in which the streams branch randomly in all directions and at almost any angle, resembling in plan the branching habit of certain trees; it is produced where a conse quent stream receives several tribu taries which in turn have smaller tributaries. It is indicative of in- sequent streams flowing across hori zontal and homogeneous strata or com plex crystalline rocks with uniform resistance to erosion.

Dip of rocks. The angle of slope at which a bed is inclined from the horizontal; direction also is ex pressed (such as 1.0°, southeast; or 90 feet per mile, southeast).

Drawdown.--The lowering of the water table or potentiometric surface caused by pumping or artesian flow. It is the difference, in feet, betwe en the static level and the pumping level.

Electric log. A geophysical log showing the electrical properties of the rocks and their fluid contents penetrated in a well. The electrical properties are natural potentials and resistivities to induced electrical currents, some of which are modified by the presence of the drilling mud in and near the borehole.

-157-


11.1 Geological- and Ground-Water-Related Terms--Continued

Fault. A fracture or fracture zone in a rock or body of rock along which there has been displacement of the two sides relative to one another parallel to the surface of the frac ture.

Fluvial . (a) Of or pertaining to a river or rivers, (b) Existing, growing, or living in or about a stream or river, (c) Produced by the action of a stream or river.

Formation. A body of rock that is sufficiently homogeneous or dis tinctive to be regarded as a mappable unit.

Graben. A elongate, relatively depressed crustal unit or block that is bounded by faults on its long sides. It is a structural form that mayor may not be geomorpho logical ly expressed as a rift valley. Etymol: German, "ditch". CF: horst. Syn: Trough [fault].

Ground water. Water in the ground that is in the zone of satura tion from which wells, springs, and seeps are supplied.

Head, or hydrostatic pressure. The height of the water table or potentiometric surface above the base of the aquifer.

Hydraulic conductivity. --The rate of flow of water, in gallons per day, through a cross sectional area of 1.0 square foot under a unit hydraulic gradient.

Hydraulic gradient. The slope of the water table or potentiometric surface, usually given in feet per mile.

Infiltration.--The flow of a fluid into a substance through pores or small openings. It connotes flow into a substance in contradistinction to the word percolation, which con notes flow through a porous sub stance.

Lit ho logy.--The description of rocks, usually from observation of hand specimen or outcrop.

Outcrop. That part of a rock layer which appears at the land sur face.

Percolation. The movement, un der hydrostatic pressure, of water through the interstices of a rock or soil, except the movement through large openings such as caves.

Permeable.--Pervious or having a texture that permits water to move through it perceptibly under the head di fferences ordinarily found in sub surface water. A permeable rock has connecting interstices of capillary or super-capillary size.

Porosity.--The ratio of the ag gregate volume of interstices (open ings) in a rock or soil to its total volume, usually stated as a percent age.

Recharge of ground water. The process by whichwaterfsabsorbed and is added to the zone of satura tion. Also used to designate the quantity of water that is added to the zone of saturation.

Resistivity (electrical log). The resistance of the rocks and their fluid content penetrated in a well to induced electrical currents. Perme able rocks containing freshwater have high resistivities.

Slip. (a) The relative displace ment of formerly adjacent points on opposite sides of a fault, measured in the fault surface. Partial syn: Shift. Syn: Total displacement, (b) A small fracture along which there has been some displacement.

Specific capacity.--The rate of yield of a wel'i per unit of drawdown, usually expressed as gallons per min ute per foot of drawdown. If the yield is 250 gallons per minute and

-158-


11.1 Geological- and Ground-Water-Related Terms Continued

the drawdown is 10 feet, the specific capacity is 25 gallons per minute per foot.

Specific yield.--The quantity of water that an aquifer will yield by gravity if it is first saturated and then allowed to drain; the ratio ex pressed in percentage of the volume of water drained to volume of the aquifer that is drained.

Storage. The volume of water in an aquifer, usually reported in acre- feet.

Storage coefficient. The volume of water an aquifer releases from or takes into storage per unit of sur face area of the aquifer per unit change in the component of head nor mal to that surface.

Strike. The direction or trend taken by a structural surface, for example a bedding or fault plane, as it intersects the horizontal.

Throw. The amount of vertical displacement caused by a fault.

Transmissivity. The volume of water that will move in 1 day through a vertical strip of the aquifer 1.0- foot wide and having the height of the aquifer when the hydraulic gra dient is unity. It is the product of the hydraulic conductivity and the saturated thickness of the aqui fer expressed in feet squared per day.

Water level. Usually expressed as the altitude of the water table or potentiometric surface above sea lev el. Under artesian conditions the water level may be below or above the land surface.

Water table. The upper surface of a zone of saturation except where the surface is formed by a confining bed.

Water-table aquifer (unconfined aquifer). An aquiferin whichthe water is unconfined; the upper sur face of the zone of saturation is under atmospheric pressure only and the water is free to rise or fall in response to the changes in the volume of water in storage. A well penetra ting an aquifer under water-table conditions becomes filled with water to the level of the water table.

Yield of a well. The rate of discharge, usually expressed in gal lons per minute. In this report, yields are classified as small, less than 50 gallons per minute; moderate, 50 to 500 gallons per minute; and large, more than 500 gallons per min ute.

Zone of saturation. The zone in which the functional permeable rocks are saturated with water under hydro static pressure. Water in the zone of saturation will flow into a well, and is called ground water.

-159-


11.2 Surface-Water and Related Terms

Acre-foot. The quantity of wa- cover 1 acre to a and is equivalent to

or about 326,000

ter required to depth of 1 foot 43,560 cubic feet gallons.

Cubic foot per mile feet each

second per square,--The average number of cubicof water flowing per second fromsquare mile of area drained, as

suming that the runoff is distributed uniformly in time and area.

Cubic foot per second. The rate of discharge representing a volume of 1 cubic foot passing a given point during 1 second. This rate is equiv alent to approximately 7.48 gallons per second or 448.8 gallons per min ute.

Discharge. The volume of water (or more broadly, volume of fluid plus suspended sediment), that passes a given point within a given time.

Mean discharge. The arithmetic mean of individual daily mean dis charges during a specific period.

Instantaneous discharge. Th e discharge at a particular instant of time.

Drainage area. The area of a stream at a specified location, mea sured in a horizontal plane, enclosed by a topographic divide from which direct surface runoff from precipita tion normally drains by gravity into the stream upstream from the speci fied location. Figures of drainage area given herein include all closed basins, or noncontributing areas, within the area unless otherwise noted.

Drainage basin. A part of the surface of the Earth that is occupied by a drainage system, which consists of a surface stream or a body of im pounded surface water together with all tributary surface streams and bodies of impounded surface water.

Evaporation.--The process by which water is changed from the li quid or the solid state into the va por state. In hydrology, evaporation is vaporization that takes place at a temperature less than the boiling point.

Evapotranspiration. Water with drawn from a land area by evaporation from water surfaces and moist soil and plant transpiration.

Gage height.--The water-surface elevation referred to some arbitrary gage datum. Gage height is often used interchangeably with the more general term "stage," although gage height is more appropriate when used with a reading on a gage.

Gaging station.--A particular site on a stream, canal, lake, or re servoir where systematic observations of hydro!ogic data are obtained.

Hydrograph. A graph showing stage, flow, velocity, or other pro perty of water with respect to time.

Mass curve.--A graph of the cum- mulative values of a hydro!ogic quan tity (such as precipitation or run off), generally as ordinate, plotted against time or date as abscissa.

Runoff. That part of the preci pitation that appears in surface streams. It is the same as streamflow unaffected by artificial diver sions, storage, or other works of man in or on the stream channels.

Runoff in inches.--The depth to which the drainage area would be cov ered if all the runoff for a given time period were uniformly distribu ted on it.

Streamf1ow.--The discharge that occurs in a natural channel. Al though the .term "discharge" can be applied to the flow of a canal, the word "streamflow" uniquely describes the discharge in a surface stream

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11.2 Surface-Water and Related Terms Continued

course. The term "streamflow" is more general than "runoff" as streamflow may be applied to discharge whe ther or not it is affected by diver sion or regulation.

Transpiration. The quantity of water absorbed and transpired and used directly in the building of

plant tissue, in a specified time It does not include soil evaporation, The process by which water vapor es capes from the living plant, princi pally the leaves, and enters the at mosphere.

Watershed. Drainage basin.

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11.3 Water-Quality-Related Terms

Bacteria. Microscopic unicellu lar organisms, typically spherical, rod! ike, or spiral and threadlike in shape, commonly clumped into colonies. Some bacteria cause disease, others perform an essential role in nature in the recycling of materials; for example by decomposing organic matter into a form available for reuse by pi ants.

Total coliform bacteria. A par ticular group of bacteria that are used as indicators of possible sewage pollution. They are characterized as aerobic or facultative anaerobic, gram negative, nonspore-forming, rod- shaped bacteria which ferment lactose with gas formation within 48 hours at 35° Celsius. In the laboratory these bacteria are defined as the organisms that produce colonies with a golden- green metallic sheen within 24 hours when incubated at 35° +_ 0.2° Celsius on M-FC medium (nutrient medium for bacterial growth). Their concentra tions are expressed as number of colonies per 100 milliliters of sam ple.

Fecal streptococcal bacteria. Bacteria found in intestines of warm blooded animals. Their presence in water is considered to verify fecal pollution. They are characterized as gram-positive, cocci bacteria which are capable of growth in brain-heart infusion broth. In the laboratory they are defined as all the organisms which produce red or pink colonies within 48 hours at 35° +_ 1.0° Celsius on M-enterrococcus medium (nutrient medium for bacterial growth). Their concentrations are expressed as num ber of colonies per 100 milliliters of sample.

Biochemical oxygen demand (BOD). --A measure of the quantity of dis solved oxygen, in milligrams per

liter, necessary for the decomposi tion of organic matter by microorgan isms, such as bacteria.

Dissolved.--That material in a representative water sample which passes through a 0.45 micrometer membrane filter. This is a conve nient operational definition used by Federal agencies that collect water data. Determinations of "dissolved" constituents are made on subsamples of the filtrate.

Hardness. A physical-chemical characteristic of water that is com monly recognized by the increased quantity of soap required to produce lather. It is attributable to the presence of alkaline earths (princi pally calcium and magnesium) and is expressed as equivalent calcium car bonate (CaC03).

Micrograms per gram (yg/g). A unit expressing the concentration of a chemical element as the mass (micrograms) of the element per unit mass of sediment.

Microgranis per liter (UG/L, yg/L). A unit expressing the concen tration of chemical constituents in solution as mass (micrograrns) of sol ute per unit volume (liter) of water. One thousand micrograms per liter is equivalent to 1 milligram per liter.

Milligrams, per liter (MG/L, mg/L). A unit for expressing the concentration of chemical constitu ents in solution. Milligrams per liter represent the mass of solute per unit volume (liter) of water. Concentration of suspended sediment also is expressed in milligrams per liter, and is based on the mass of sediment per liter of water-sediment mixture.

Specific conductance. A measure of the ability of a water to conduct an electrical current. It is expres-

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11.3 Water-Quality-Related Terms Continued

sed in micromhos per centimeter at 25° Celsius. Specific conductance is related to the type and concentra tion of ions in solution and can be used for approximating the dissolved- solids concentration in the water. Commonly, the concentration of dis solved solids (in milligrams per liter) is about 65 percent of the specific conductance (in micromhos). This relation is not constant from stream to stream, and it may vary in the same source with changes in the composition of the water.

Suspended, total.--The total concentration of a given constituent in the part of a representative water- suspended sediment sample that is re

tained on a 0.45 micrometer membrane filter. This term is used only when the analytical procedure assures mea surement of at least 95 percent of the constituent determined. A know ledge of the expected form of the constituent in the sample, as well as the analytical methodology used, is required to determine when the re sults should be reported as "suspen ded, total." Determinations of "suspended, total" constituents are made either by analyzing portions of the material collected on the filter or, more commonly, by difference, based on determinations of (1) dis solved and (2) total concentrations of the constituent.

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*U.8.aOVERNMENT PRINTING OFFICE: 198S-S73-733


11.4 Sediment-Related Terms

Sediment. Solid material that originates mostly from disintegrated rocks and is transported by, suspen ded in, or deposited from water; it includes chemical and biochemical precipitates and decomposed organic material, such as hunus. The quan tity, characteristics, and cause of the occurrence of sediment in streams are affected by environmental fac tors. Some major factors are degree of slope, length of slope, soil char acteristics, land use, and quantity and intensity of precipitation.

Particle-size classification. American Geophysical Union Subcommit- tee on Sediment Terminology. The classification is as follows:

Classification Size (millimeters)

Clay Silt Sand Gravel

Suspended

0.00024 - 0.004 - 0.062 - 2.0

0.0040.0622.0

64.0

ment that tained in components of

sedimant. The sedi- at any given time is main- suspension by the upward

turbulent currents or

that exists in suspension as a col loid.

Suspended-sediment concentra tion. me velocity-weightedconcen- tration of suspended sediment in the sampled zone (from the water surface to a point about 0.3 foot above the bed) expressed as milligrams of dry sediment per liter of water-sediment ni xt ure.

Suspended-sediment discharge (tons/day). The rate at which dry weight of sediment passes a section of a stream, or is the quantity of sediment, as measured by dry weight or volume, that passes a section dur ing a given time. It is computed by multiplying discharge (in cubic feet per second) times concentration (in milligrams per liter) times 0.0027.

Suspended-sediment load.-- The quantity of suspended sediment pass ing a section in a specified period.

Total sediment discharge (tons/ day). The sum of the suspended-sediment discharge and the bed-load dis charge. It is the total quantity of sediment, as measured by dry weight or volume that passes a section dur ing a given time.

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water-resources appraisal of the camp swift lignite area, central texas

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