VOLUMETRIC SURVEY OF LAKE WEATHERFORD...Weatherford Dam is a somewhat “L” shaped rolled earth...
Transcript of VOLUMETRIC SURVEY OF LAKE WEATHERFORD...Weatherford Dam is a somewhat “L” shaped rolled earth...
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VOLUMETRIC SURVEYOF
LAKE WEATHERFORD
Prepared for:
City of Weatherford
Prepared by:
The Texas Water Development Board
March 10, 2003
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Texas Water Development Board
Craig D. Pedersen, Executive Administrator
Texas Water Development Board
William B. Madden, Chairman Noe Fernandez, Vice-Chairman Elaine M. Barrón, M.D Jack Hunt
Charles L. Geren Wales H. Madden Jr.
Authorization for use or reproduction of any original material contained in this publication, i.e.not obtained from other sources, is freely granted. The Board would appreciate acknowledgment.
This report was prepared by the Hydrographic Survey group:
Scot Sullivan, P.E.Duane ThomasWayne ElliottPriscilla Hays
For more information, please call (512) 936-0848
Published and Distributedby the
Texas Water Development BoardP.O. Box 13231
Austin, Texas 78711-3231
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TABLE OF CONTENTS
INTRODUCTION ............................................................................................................................1
HISTORY AND GENERAL INFORMATION OF THE RESERVOIR ...........................................1
HYDROGRAPHIC SURVEYING TECHNOLOGY ........................................................................3
GPS Information...................................................................................................................3Equipment and Methodology ................................................................................................5Previous Survey Procedures.................................................................................................6
PRE-SURVEY PROCEDURES .......................................................................................................7
SURVEY PROCEDURES................................................................................................................7
Equipment Calibration and Operation..................................................................................7Field Survey.........................................................................................................................8Data Processing....................................................................................................................9
RESULTS.......................................................................................................................................11
SUMMARY....................................................................................................................................12
APPENDICES
APPENDIX A - DEPTH SOUNDER ACCURACYAPPENDIX B - LAKE WEATHERFORD VOLUME TABLEAPPENDIX C - LAKE WEATHERFORD AREA TABLEAPPENDIX D - LAKE WEATHERFORD AREA-ELEVATION-CAPACITY GRAPHAPPENDIX E - CROSS-SECTION PLOTS
LIST OF FIGURES
FIGURE 1 - LOCATION MAPFIGURE 2 - LOCATION OF SURVEY DATAFIGURE 3 - SHADED RELIEFFIGURE 4 - DEPTH CONTOURSFIGURE 5 - 2-D CONTOUR MAP
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LAKE WEATHERFORDHYDROGRAPHIC SURVEY REPORT
INTRODUCTION
Staff of the Hydrographic Survey Unit of the Texas Water Development Board (TWDB)
conducted a hydrographic survey of Lake Weatherford during the periods of April 15 and 16, 1998.
The purpose of the survey was to determine the capacity of the lake at the conservation pool elevation.
From this information, future surveys will be able to determine the location and rates of sediment
deposition in the conservation pool over time. Survey results are presented in the following pages
in both graphical and tabular form. All elevations presented in this report will be reported in feet
above mean sea level based on the National Geodetic Vertical Datum of 1929 (NGVD '29) unless the
elevation is noted otherwise. The conservation pool elevation for Lake Weatherford is 896.0 feet.
An April 1973 sedimentation survey performed by the United States Department of Agriculture, Soil
Conservation Service estimated the original volume in 1957 at this elevation to be 21,233 acre-feet
with a surface area of 1,144 acres. The 1973 survey calculated a new volume of 19,866 acre-feet and
a surface area of 1,144 acres.
HISTORY AND GENERAL INFORMATION OF THE RESERVOIR
The City of Weatherford owns the water rights to Lake Weatherford and operates and
maintains the associated Weatherford Dam. The lake is located on the Clear Fork Trinity River in
Parker County, about seven miles east of Weatherford, TX. (See Figure 1). Records indicate the
drainage area is approximately 109 square miles. At the conservation pool elevation of 896.0 feet,
the lake has approximately 11.9 miles of shoreline and is 3.1 miles long. The widest point of the
reservoir is approximately 1.5 miles (located 0.33 miles upstream of the dam).
Water Rights Permit No. 1771 (Application No. 1880), dated July 21, 1955, was issued to the
City of Weatherford. This permit authorized the construction of a dam and reservoir to impound
19,470 acre-feet of water. It granted the owner the right to divert and use annually 4,500 acre-feet of
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water for municipal and 1,500 acre-feet of water for industrial purposes. The Texas Water
Commission issued Certificate of Adjudication No. 08-3356 on April 5, 1985. The certificate
basically reinforces the authorization for the City of Weatherford to impound 19,470 acre-feet of water
in an existing reservoir known as Lake Weatherford. The owner was authorized to divert and use not
to exceed 4,500 acre-feet of water per year for municipal purposes and to divert, not to exceed 60,000
acre-feet of water per annum of which 600 acre-feet of water may be consumptively used for
industrial purposes. Authorization was also granted to use 120 acre-feet of water per annum for
irrigation purposes and that the impounded water could be used for recreational purposes.
Records indicate construction started for Lake Weatherford and Weatherford Dam in June
1956. Deliberate impoundment began in May 1957 when the project was officially completed. The
design engineers for the facility were Freese and Nichols Engineering and Rady and Associates.
Weatherford Dam is a somewhat “L” shaped rolled earth fill embankment, 4,055 feet in length,
with a maximum height of 75 feet. The original crest of the dam was 914.0 feet. The service spillway
originally consisted of a semi-circular drop inlet located near the bend in the embankment with a crest
elevation of 896.0 feet. Discharge is through a 9-foot square reinforced concrete conduit. The 425
feet long conduit extends through the embankment with an invert elevation at the discharge end of
840.0 feet. The emergency spillway is located on the far right (west) end of the dam. The design is
a two-stage vegetated earth cut channel. The first level (located furthest from the embankment) is 500
feet in length with a crest elevation of 903.0 feet. The second channel section was originally also 500
feet in length with a crest elevation of 906.0 feet. A low-flow outlet consisting of an 18-inch valve-
controlled steel lined concrete pipe exists near the maximum section of the dam. The invert elevation
is 857.0 feet; however, the invert for the control valve is 860.0 feet. An intake structure in the
reservoir near the service spillway houses pumps which deliver water via a 24-inch concrete pipe
to a water treatment facility beyond the west end of the dam.
Modifications to repair flood damages to the service spillway inlet and to increase the overall
spillway capacity of the dam were completed in 1993. The dam crest was raised three feet to
elevation 917.0 feet. A new service spillway inlet consisting of a four-fingered radial labyrinth crest
was constructed and connected to the existing 9-foot square discharge conduit. The second stage
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emergency spillway channel at elevation 906 feet was widened to a total length of 1,400 feet.
HYDROGRAPHIC SURVEYING TECHNOLOGY
The following sections will describe the theory behind Global Positioning System (GPS)
technology and its accuracy. Equipment and methodology used to conduct the subject survey and
previous hydrographic surveys are also addressed.
GPS Information
The following is a brief and simple description of Global Positioning System (GPS)
technology. GPS is a relatively new technology that uses a network of satellites, maintained in precise
orbits around the earth, to determine locations on the surface of the earth. GPS receivers continuously
monitor the broadcasts from the satellites to determine the position of the receiver. With only one
satellite being monitored, the point in question could be located anywhere on a sphere surrounding the
satellite with a radius of the distance measured. The observation of two satellites decreases the
possible location to a finite number of points on a circle where the two spheres intersect. With a third
satellite observation, the unknown location is reduced to two points where all three spheres intersect.
One of these points is obviously in error because its location is in space, and it is ignored. Although
three satellite measurements can fairly accurately locate a point on the earth, the minimum number of
satellites required to determine a three dimensional position within the required accuracy is four. The
fourth measurement compensates for any time discrepancies between the clock on board the satellites
and the clock within the GPS receiver.
The United States Air Force and the defense establishment developed GPS technology in the
1960’s. After program funding in the early 1970's, the initial satellite was launched on February 22,
1978. A four-year delay in the launching program occurred after the Challenger space shuttle disaster.
In 1989, the launch schedule was resumed. Full operational capability was reached on April 27, 1995
when the NAVSTAR (NAVigation System with Time And Ranging) satellite constellation was
composed of 24 Block II satellites. Initial operational capability, a full constellation of 24 satellites,
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in a combination of Block I (prototype) and Block II satellites, was achieved December 8, 1993. The
NAVSTAR satellites provide data based on the World Geodetic System (WGS '84) spherical datum.
WGS '84 is essentially identical to the 1983 North American Datum (NAD '83).
The United States Department of Defense (DOD) is currently responsible for implementing
and maintaining the satellite constellation. In an attempt to discourage the use of these survey units
as a guidance tool by hostile forces, the DOD has implemented means of false signal projection called
Selective Availability (S/A). Positions determined by a single receiver when S/A is active result in
errors to the actual position of up to 100 meters. These errors can be reduced to centimeters by
performing a static survey with two GPS receivers, one of, which is set over a point with known
coordinates. The errors induced by S/A are time-constant. By monitoring the movements of the
satellites over time (one to three hours), the errors can be minimized during post processing of the
collected data and the unknown position computed accurately.
Differential GPS (DGPS) is an advance mode of satellite surveying in which positions of
moving objects can be determine in real-time or "on-the-fly." This technological breakthrough was
the backbone of the development of the TWDB’s Hydrographic Survey Program. In the early stages
of the program, one GPS receiver was set up over a benchmark with known coordinates established
by the hydrographic survey crew. This receiver remained stationary during the survey and monitored
the movements of the satellites overhead. Position corrections were determined and transmitted via
a radio link once per second to another GPS receiver located on the moving boat. The boat receiver
used these corrections, or differences, in combination with the satellite information it received to
determine its differential location. This type of operation can obtain a horizontal positional accuracy
of within one meter. In addition, the large positional errors experienced by a single receiver when
S/A is active are negated. Since a greater accuracy is needed in the vertical direction, the depth
sounder supplies vertical data during a survey. The lake surface during the survey serves as the
vertical datum for the readings from the depth sounder.
The need for setting up a stationary shore receiver for current surveys has been eliminated by
registration with a fee-based satellite reference position network (OmniSTAR). This service works
in a differential mode basically the same way as the shore station, except on a worldwide basis. For
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a given area in the world, a network of several monitoring sites (with known positions) collect GPS
signals from the NAVSTAR network. GPS corrections are computed at each of these sites to correct
the GPS signal received to the known coordinates of the site. The corrections from each of the sites
within the network are automatically sent via a leased line to a “Network Control Center” where the
data corrections are checked and repackaged for up-link to a “Geostationary” L-band satellite. The
“real-time” corrections for the entire given area in the world are then broadcast by the satellite to
users of the system in the area covered by the satellite. The OmniSTAR receiver translates the
information and supplies it to the on-board Trimble receiver for correction of the boat’s GPS
positions. The accuracy of this system in a real-time mode is normally one meter or less.
Equipment and Methodology
The equipment used in the performance of the hydrographic survey consisted of a 23-foot
aluminum tri-hull SeaArk craft with cabin, equipped with twin 90-Horsepower Johnson outboard
motors. Installed within the enclosed cabin are an Innerspace Helmsman Display (for navigation), an
Innerspace Technology Model 449 Depth Sounder and Model 443 Velocity Profiler, a Trimble
Navigation, Inc. 4000SE GPS receiver, an OmniSTAR receiver, and an on-board 486 computer. A
water-cooled generator through an in-line uninterruptible power supply provided electric power.
Reference to brand names does not imply endorsement by the TWDB.
The GPS equipment, survey vessel, and depth sounder combine together to provide an efficient
hydrographic survey system. As the boat travels across the lake surface, the depth sounder gathers
approximately ten readings of the lake bottom each second. The depth readings are stored on the
survey vessel's on-board computer along with the corrected positional data generated by the boat's
GPS receiver. The daily data files collected are downloaded from the computer and brought to the
office for editing after the survey is completed. During editing, bad data is removed or corrected,
multiple data points are averaged to get one data point per second, and average depths are converted
to elevation readings based on the daily-recorded lake elevation on the day the survey was performed.
Accurate estimates of the lake volume can be quickly determined by building a 3-D model of the
reservoir from the collected data. The level of accuracy is equivalent to or better than previous
methods used to determine lake volumes, some of which are discussed below.
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Previous Survey Procedures
Originally, reservoir surveys were conducted with a rope stretched across the reservoir along
pre-determined range lines. A small boat would manually pole the depth at selected intervals along
the rope. Over time, aircraft cable replaced the rope and electronic depth sounders replaced the pole.
The boat was hooked to the cable, and depths were again recorded at selected intervals. This method,
used mainly by the Soil Conservation Service, worked well for small reservoirs.
Larger bodies of water required more involved means to accomplish the survey, mainly due
to increased size. Cables could not be stretched across the body of water, so surveying instruments
were utilized to determine the path of the boat. Monumentation was set for the end points of each line
so the same lines could be used on subsequent surveys. Prior to a survey, each end point had to be
located (and sometimes reestablished) in the field and vegetation cleared so that line of sight could
be maintained. One surveyor monitored the path of the boat and issued commands via radio to insure
that it remained on line while a second surveyor determined depth measurement locations by turning
angles. Since it took a major effort to determine each of the points along the line, the depth readings
were spaced quite a distance apart. Another major cost was the land surveying required prior to the
reservoir survey to locate the range line monuments and clear vegetation.
Electronic positioning systems were the next improvement. If triangulation could determine
the boat location by electronic means, then the boat could take continuous depth soundings. A set of
microwave transmitters positioned around the lake at known coordinates would allow the boat to
receive data and calculate its position. Line of site was required, and the configuration of the
transmitters had to be such that the boat remained within the angles of 30 and 150 degrees with respect
to the shore stations. The maximum range of most of these systems was about 20 miles. Each shore
station had to be accurately located by survey, and the location monumented for future use. Any errors
in the land surveying resulted in significant errors that were difficult to detect. Large reservoirs
required multiple shore stations and a crew to move the shore stations to the next location as the
survey progressed. Land surveying remained a major cost with this method.
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More recently, aerial photography has been used prior to construction, to generate elevation
contours from which to calculate the volume of the reservoir. Fairly accurate results could be
obtained, although the vertical accuracy of the aerial topography was generally one-half of the contour
interval or + five feet for a ten-foot contour interval. This method could be quite costly and was only
applicable in areas that were not inundated.
PRE-SURVEY PROCEDURES
The reservoir's surface area was determined prior to the survey by digitizing with AutoCad
software the conservation pool elevation contour line. The boundary file was created from the 7.5-
minute USGS quadrangle maps, LAKE WEATHERFORD, TX (photo-revised 1979). The graphic
boundary file created was then transformed into the proper datum, from NAD '27 datum to NAD '83,
using Environmental Systems Research Institute’s (ESRI) Arc/Info project command with the
NADCOM parameters. The area of the lake boundary was checked to verify that the area was the
same in both datums.
The survey layout was designed by placing survey track lines at 500-foot intervals across the
lake. The survey design for this lake required approximately 41 survey lines to be placed along the
length of the lake. Survey setup files were created using Coastal Oceangraphics, Inc. Hypack software
for each group of track lines that represented a specific section of the lake. The setup files were
copied onto diskettes for use during the field survey.
SURVEY PROCEDURES
The following procedures were followed during the hydrographic survey of Lake Weatherford
performed by the TWDB. Information regarding equipment calibration and operation, the field survey,
and data processing is presented.
Equipment Calibration and Operation
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At the beginning of each surveying day, the depth sounder was calibrated with the Innerspace
Velocity Profiler. The Velocity Profiler calculates an average speed of sound through the water
column of interest for a designated draft value of the boat (draft is the vertical distance that the boat
penetrates the water surface). The draft of the boat was previously determined to average 1.2 ft. The
velocity profiler probe is placed in the water to moisten and acclimate the probe. The probe is then
raised to the water surface where the depth is zeroed. The probe is lowered on a cable to just below
the maximum depth set for the water column, and then raised to the surface. The unit displays an
average speed of sound for a given water depth and draft, which is entered into the depth sounder. The
depth value on the depth sounder was then checked manually with a measuring tape to ensure that the
depth sounder was properly calibrated and operating correctly. During the survey of Lake
Weatherford, the speed of sound in the water column was determined to vary between 4,845 and 4,855
feet per second. Based on the measured speed of sound for various depths, and the average speed of
sound calculated for the entire water column, the depth sounder is accurate to within +0.2 feet, plus
an estimated error of +0.3 feet due to the plane of the boat for a total accuracy of +0.5 feet for any
instantaneous reading. These errors tend to be minimized over the entire survey, since some are
positive and some are negative readings. Further information on these calculations is presented in
Appendix A.
During the survey, the onboard GPS receiver was set to a horizontal mask of 10° and a PDOP
(Position Dilution of Precision) limit of 7 to maximize the accuracy of horizontal positions. An
internal alarm sounds if the PDOP rises above seven to advise the field crew that the horizontal
position has degraded to an unacceptable level. The lake’s initialization file used by the Hypack data
collection program was setup to convert the collected DGPS positions on the fly to state plane
coordinates. Both sets of coordinates were then stored in the survey data file.
Field Survey
Data were collected at Lake Weatherford on April 15 & 16, 1998. Weather conditions during
data collection were favorable. Temperatures ranged in the upper 80’s with mild to gusty north
winds. Approximately 15,403 data points were collected over the 47 miles traveled along the 50 pre-
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planned survey lines and the random data-collection lines. These points were stored digitally on the
boat's computer in 53 data files. Data were not collected in areas of shallow water (depths less than
3.0 feet) or with significant obstructions unless these areas represented a large amount of water.
Basically, data were collected in 500 feet grids over the majority of the lake. Figure 2 shows the
actual location of all data collection points.
TWDB staff observed the land surrounding the lake to be generally flat to rolling hills.
Residential development (with boat slips and piers) was observed around the majority of the lake’s
shoreline. Almost all of the residents had bulkheads in place along the shoreline for erosion control.
Along the west shoreline of the lake, the crew observed the City of Weatherford’s water filtration
plant, one marina and an electricity generating power plant.
The main body of the lake was uniformed in width. No navigational hazards such as islands,
standing trees, brush, submerged trees, or stumps were noted within the lake. In the upper reaches of
the lake, where the Clear Fork Trinity River discharges into the lake below the Highway 730 bridge,
there was an extensive sediment plain built up. The crew was able to collect some data in this area,
but at a much slower pace. The crew was forced to turn around each time the boat encountered the
sediment deposits extending out from the bridge while collecting data on the pre-plotted cross section
track lines in this area. No data were collected upstream of the Highway 730 bridge.
All of the collected data were stored in individual data files for each pre-plotted range line
or random collection event. Each of these files is tagged with a unique file tag, representative of the
lake being surveyed. At the end of each day, the data files were copied to diskettes, for future
processing in the office.
Data Processing
The collected data were downloaded from diskettes onto the TWDB's computer network. Tape
backups were made for future reference as needed. To process the data, the EDIT routine in the
Hypack Program was run on each raw data file. Data points such as depth spikes or data with missing
depth or positional information were deleted from the file. The depth information collected every 0.1
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seconds was averaged to get one reading for each second of data collection. A correction for the lake
elevation at the time of data collection was also applied to each file during the EDIT routine. During
the survey, the water surface varied between 896.06 and 896.02 feet. After all changes had been made
to the raw data file, the edited file was saved with a different extension. The edited files were
combined into a single X,Y,Z data file, representative of the lake, to be used with the GIS software
to develop a model of the lake's bottom surface.
The resulting data file was imported into the UNIX operating system used to run
Environmental System Research Institute’s (ESRI) Arc/Info GIS software and converted to a MASS
points file. The MASS points and the boundary file were then used to create a Digital Terrain Model
(DTM) of the reservoir's bottom surface using Arc/Info's TIN software module. The module builds
an irregular triangulated network from the data points and the boundary file. This software uses a
method known as Delauney's criteria for triangulation. A triangle is formed between three non-
uniformly spaced points, including all points along the boundary. If there is another point within the
triangle, additional triangles are created until all points lie on the vertex of a triangle. All of the data
points are preserved for use in determining the solution of the model by using this method. The
generated network of three-dimensional triangular planes represents the actual bottom surface. Once
the triangulated irregular network (TIN) is formed, the software then calculates elevations along the
triangle surface plane by solving the equations for elevation along each leg of the triangle. Information
for the entire reservoir area can be determined from the triangulated irregular network created using
this method of interpolation.
If data points were collected outside the boundary file, the boundary was modified to include
the data points. The boundary file in areas of significant sedimentation was also downsized as
deemed necessary based on the data points and the observations of the field crew. The resulting
boundary shape was used to develop each of the map presentations of the lake in this report.
There were some areas where volume and area values could not be calculated by interpolation
because of a lack of information within the reservoir. "Flat triangles" were drawn at these locations.
Arc/Info does not use flat triangle areas in the volume or contouring features of the model.
Approximately 1,788 additional points were required for interpolation and contouring of the entire
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lake surface at elevation 896.0. Volumes and areas were calculated from the TIN for the entire
reservoir at one-tenth of a foot intervals. From elevation 892.0 to elevation 896.0, the surface areas
and volumes of the lake were mathematically estimated. This was done first by distributing uniformly
across each elevation increment; the surface areas digitized from USGS topographic maps. Volumes
were then calculated in a 0.1 foot step method by adding to the existing volume, 0.1 of the existing
area, and 0.5 of the difference between the existing area the area for the value being calculated. The
computed area of lake at elevation 896.0 was 1,158 surface acres. The computed area was 52 surface
acres less than originally calculated. The computed reservoir volume table is presented in Appendix
B and the area table in Appendix C. An elevation-area-volume graph is presented in Appendix D.
Other presentations developed from the model include a shaded relief map and a shaded depth
range map. To develop these maps, the TIN was converted to a lattice using the TINLATTICE
command and then to a polygon coverage using the LATTICEPOLY command. Using the
POLYSHADE command, colors were assigned to the range of elevations represented by the polygons
that varied from navy to yellow. The lower elevation was assigned the color of navy, and the 896.0
lake elevation was assigned the color of yellow. Different color shades were assigned to the
intermediate depths. Figure 3 presents the resulting depth shaded representation of the lake. Figure
4 presents a similar version of the same map, using bands of color for selected depth intervals. The
color increases in intensity from the shallow contour bands to the deep-water bands.
Linear filtration algorithms were then applied to the DTM smooth cartographic contours
versus using the sharp-engineered contours. The resulting contour map of the bottom surface at two-
foot intervals is presented in Figure 5.
RESULTS
Results from the 1998 TWDB survey indicate Lake Weatherford encompasses 1,158 surface
acres and contains a volume of 18,714 acre-feet at the conservation pool elevation of 896.0 feet. The
shoreline at this elevation was calculated to be 11.9 miles. The deepest point of the lake, elevation
855.4 or 40.6 feet of depth was located approximately 1,075 feet north from the center of the dam.
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12
The dead storage volume, or the amount of water below the lowest outlet in the dam, was calculated
to be 69 acre-feet based on an invert elevation of 860.0 feet. The conservation storage capacity, or
the amount of water between the spillway and the lowest outlet, is therefore calculated to be 18,650
acre-feet.
SUMMARY
Lake Weatherford was formed in 1957. The initial storage was estimated at the conservation
pool elevation of 896.0 feet to be 21,233 acre-feet with a surface area of 1,144 acres.
An April 1973 sedimentation survey on Lake Weatherford performed by the United States
Department of Agriculture, Soil Conservation Service calculated a volume of 19,866 acre-feet and
a surface area of 1,144 acres at the conservation pool elevation of 896.0 feet. The estimated reduction
in storage since 1957 was calculated to be 1,368 acre-feet or 85 acre-feet per year. The net drainage
area of the lake was determined to be 63.06 square miles. The average annual deposition rate of
sediment in the conservation pool of the reservoir can therefore be estimated at 1.35 acre-feet per
square mile of net drainage area.
On April 15 and 16, 1998, a hydrographic survey of Lake Weatherford was performed by the
Texas Water Development Board's Hydrographic Survey Program. The 1998 survey used
technological advances such as differential global positioning system and geographical information
system technology to build a model of the reservoir's bathemetry. These advances allowed a survey
to be performed quickly and to collect significantly more data of the bathemetry of Lake Weatherford
than previous survey methods. Results indicate that the lake's capacity at the conservation pool
elevation of 896.0 feet was 18,714 acre-feet and the area was 1,158 acres. The estimated reduction
in storage capacity since 1973 was calculated as 1,152 acre-feet or 46.08 acre-feet per year. The
average annual deposition rate of sediment in the conservation pool of the reservoir can therefore be
estimated at 0.731 acre-feet per square mile of net drainage area. Compared to the 1973 survey, the
sedimentation rate calculated is about 46 percent below the rate determined between 1957 and 1973.
Much of this reduction in sediment can be credited to the soil conservation measures and floodwater
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13
retention structures constructed over the years in the drainage area above Lake Weatherford.
It is difficult to compare the original design information and the TWDB performed survey
because little is know about the original design method, the amount of data collected, and the method
used to process the collected data. However, the TWDB considers the 1998 survey to be a significant
improvement over previous survey procedures and recommends that the same methodology be used
in five to ten years or after major flood events to monitor changes to the lake's storage capacity.
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A-1
CALCULATION OF DEPTH SOUNDER ACCURACY
This methodology was extracted from the Innerspace Technology, Inc. Operation Manual for the
Model 443 Velocity Profiler.
For the following examples, t = (D - d)/V
where: tD = travel time of the sound pulse, in seconds (at depth = D)D = depth, in feetd = draft = 1.2 feetV = speed of sound, in feet per second
To calculate the error of a measurement based on differences in the actual versus averagespeed of sound, the same equation is used, in this format:
D = [t(V)]+d
For the water column from 2 to 30 feet: V = 4832 fps
t30 = (30-1.2)/4832 = 0.00596 sec.
For the water column from 2 to 45 feet: V = 4808 fps
t45 =(45-1.2)/4808 =0.00911 sec.
For a measurement at 20 feet (within the 2 to 30 foot column with V = 4832 fps):
D20 = [((20-1.2)/4832)(4808)]+1.2 = 19.9' (-0.1')
For a measurement at 30 feet (within the 2 to 30 foot column with V = 4832 fps):
D30 = [((30-1.2)/4832)(4808)]+1.2 = 29.9' (-0.1')
For a measurement at 50 feet (within the 2 to 60 foot column with V = 4799 fps):
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A-2
D50 = [((50-1.2)/4799)(4808)]+1.2 = 50.1' (+0.1')
For the water column from 2 to 60 feet: V = 4799 fps Assumed V80 = 4785 fps
t60 =(60-1.2)/4799 =0.01225 sec.
For a measurement at 10 feet (within the 2 to 30 foot column with V = 4832 fps):
D10 = [((10-1.2)/4832)(4799)]+1.2 = 9.9' (-0.1')
For a measurement at 30 feet (within the 2 to 30 foot column with V = 4832 fps):
D30 = [((30-1.2)/4832)(4799)]+1.2 = 29.8' (-0.2')
For a measurement at 45 feet (within the 2 to 45 foot column with V = 4808 fps):
D45 = [((45-1.2)/4808)(4799)]+1.2 = 44.9' (-0.1')
For a measurement at 80 feet (outside the 2 to 60 foot column, assumed V = 4785 fps):
D80 = [((80-1.2)/4785)(4799)]+1.2 = 80.2' (+0.2')
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IItIIITttItIIIIIIII
ELEV. TEE' ' ,O
856 I857 7358 ? l859 4?860 69861 105862 1r2863 208
865 151
467 567868 707869 871870 1065871 12a2872 15258aJ 1798474 ?105475 2112476 28.11877 3216878 3661479 1151880 1708881 5325882 '98788r 6641884 7412885 8171886 4970aa7 9794888 10653889 11535890 12444891 i338?892 14350893 15376894 16115895 17556896 18714
VOLLJI'IE IN ACRE.FEET
. 1 . 2
1 28 9
7? 761 0 9 T 1 3157 163215 221241 2aA360 369158 169t80 t94723 ?78890 908
1085 11061305 13291551 15771828 18572137 ?1702178 251t,2850 28893259 33023708 37154?06 42594768 1A27t389 51546055 61216756 6A277446 75614252 83109052 91339AA2 9966
147rc 1082711625 117151253? 1263A13477 1357314451 1455215481 1558616551 1666117671 1nA5
ELEVATION INCRE ENT IS ONE. 5 . 6 . 7
TENTH FOOT. 8 . 9
5 61 7 1 937 3963 6697 101
142 147196 202?60 267315 343426 136511 55167A 69!816 851
1021 10141237 12591474 15001711 177A2041 20732372 21A72735 27733132 !1713569 36151051 11024592 46t0,197 52615851 59196113 66137261 n3A8019 80968808 88899610 9714
10480 1056611157 111161226A 1235?13192 132A714152 1425015167 15?7116224 1633617332 1711414479 18595
IEXAS IATER OEVELOPI,IEIIT SOARDRESERVOIR VOLUME TABLE
, l
?1 026
1 1 8168?27296376180607
9?71 1 2 7135216041AA7220325502929331638034313488855196193689976t784099215
1 0 0 5 1109151 1 8 0 t127231166914653156921677417944
3t l2A5 2az
1 2 2
233303387192621
137616311917?2362ra6?969339038t21367
t58562626972n 1 284889294
101371100111896124161r765117551579A1688518015
31 33o5586
1792403 1 1396541655746965
11701400165819482269
1009t431390144235 0 1 056516332
Tfaa85689380
1 1 0 9 1119861 2 9 1 0] ]86114858159051699618150
t889
1321 8 5247319
516
802944
1192
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,0725717&427117786586489163
1030811179120n13004119581496016012171071421n
5
35
931471 9 12533?7
6638 1 9
1211
1713?0102]34269730913521400015t5t 1345741647?7190
87289546
10394112641216911098140t5150641612A1721914462
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IIIIIItItItIIttIItt
TEXAS IIATER DEVELOPIIENT EOARD
R!SERVOIR AREA IASLE
Lake seathe.fofd Ap.i | 1998 Survey
. 1 , 2
' ELEVATION I } ICRE' IENT IS ONE TENTH FOOT
Jr. 24 1998
. a , 9
8 81 6 1 724 2129 3039 105 0 5 159 6066 6982 83
142 105127 129
173 178200 203??t 22A251 2r4283 ?A7316 319t48 351374 383416 120157 461t09 5155n 582632 637671 678746 709737 741772 7n807 810836 659861 866890 891918 920
976 9801019 10241063 1A671 1 0 6 1 1 1 11 1 t 0 1 1 5 4
ELEV. FEET .O
856 3857 9858 178t9 25860 31861 41a62 52863 6l861 71865 85866 108867 131868 150869 181870 205871 230872 2578ZJ 290874 321875 351876 347877 424878 16t879 5?1880 5E9881 612882 68188! 712884 744885 m886 015887 412888 869889 896890 92t8t1 952492 9U893 1028494 10718 9 5 1 1 1 5a96 11t8
t 0
25
435362
a71 1 1133152t8420823226l291
390424470,27595
6857157$78?8 1 6
471898
95t949
103210761 1 1 9
t l1 9?6
7388
114
1862 1 0
264297
359391415
600
688Tlan2786818848871901929E'7993
103710601121
. l
51 22A26
455563
9o1161371571A9213
2673003!0
3981!7481t41
651692721755794421850
944932960
t 0 4 110841124
t1 32 12731
5 5
921 1 9138160t 9 121'240
486
6 1 165E695724758795E24853479906915964
1002104510891 1 5 2
. 5
2 127l5
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951 ? 1140165t93214243
30732736940,
617
698724752n8427855882909938966
1006105010931137
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123
1 9 52202462763 1 0311
109
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1010105410971 1 4 1
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249
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7698046t58618479 1 5913973
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LAKE WEATHERFORDApril 1998 Survey
PreDared bv: TWDB June 1998
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FIGURE 1LAKEWEATI]ERFORD
Location MapSPRINGTOWN
I)
ry!
1" = 18,300'
PREPARED BY: TEXAS WATBR DEI?LOPMENT BOARD JLILY 1998
![Page 28: VOLUMETRIC SURVEY OF LAKE WEATHERFORD...Weatherford Dam is a somewhat “L” shaped rolled earth fill embankment, 4,055 feet in length, with a maximum height of 75 feet. The original](https://reader033.fdocuments.in/reader033/viewer/2022051922/600f24d34b57f43b3f220f4c/html5/thumbnails/28.jpg)
FIGURE 2
LAKE WEATIIERFORDLocation of Survey Data
BXPI.A.NATION
' ' ' ' Dab Po in ts
IAI
J'tA
i= 1700'
PRBPARED BY: TEXAS WATER DE\ELOPMENT BOARD JULY 1998
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FIGURE 3
LAKE WEATIIERFORDShaded Relief
I/ t
I
A)N
$1" = 1700'BLBVATION IN FEET
I 8s5.4 - 860
I 860 - 884
I 864 - 86s
I 868 - 872
I a72 - a76876 - 880
I 880 - 884
I 8s4. 88a
I 888 - oe2892 - 896
PREPARED BY: TEXAS WATER DE\EIOPMEIIT BOARD JULY 1998
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B)(PI,ANATION0- 10
10-20
20-3q
30 - 40.5"
III
FIGURE 4
LAKE WEATIIERFORDDepth Ranges
A)
5l(
i'1" = 1700'
PREPARED BY: TEXAS WATERDEITLOPMENT BOARD JIILY 1998