CEDAR BLUFF RESERVOIR

2000 RESERVOIR SURVEY

RE.SO' -J

U.S. Department of the Interior

Bureau of Reclamation
REPORT DOCUMENTATION PAGE Form Approved

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L AGENCY USE ONLY (Leave Blank) 2. REPORT DATE 3. REPORT TYPE AND DATES COVERED

March 2001 Final

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4. TITLE AND SUBTITLE 5. FUNDING NTJMBERS

Cedar Bluff Reservoir PR

2000 Reservoir Survey

6. AUTHOR(S)

Ronald L. Ferrari

______________________

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) 8. PERFORMING ORGANIZATION

REPORT NUMBER

Bureau of Reclamation, Technical Service Center, Denver CO 80225-0007

9. SPONSORING/MONITORING AGENCY NAME(S) AND ADDRESS(ES) 10. SPONSORING/MONITORING

AGENCY REPORT NUMBER

Bureau of Reclamation, Denver Federal Center, P0 Box 25007,

Denver CO 80225-0007 DIBR

____________________________

11. SUPPLEMENTARY NOTES

Hard copy available at Bureau of Reclamation Technical Service Center, Denver, Colorado

12a. DISTRIBUTION/AVAILABILiTY STATEMENT 12b. DISTRIBUTION CODE

13. ABSTRACT (Maximum 200 worch)

The Bureau of Reclamation (Reclamation) surveyed Cedar Bluff Reservoir in September of 2000 to develop a topographic map

and compute a present storage-elevation relationship (area-capacity tables). The data were used to calculate reservoir capacity lost

due to sediment accumulation since dam closure in November of 1950. The underwater survey was conducted in September of

2000 near reservoir elevation 2143.7 feet (project datum). The underwater survey used sonic depth recording equipment

interfaced with a global positioning system (GPS) that gave continuous sounding positions throughout the underwater portions of

the reservoir covered by the survey vessel. The above-water topography was detennined by digitizing the developed contour lines

from the U.S. Geological Survey quadrangle (USGS quad) maps of the reservoir area. The new topographic map of Cedar Bluff

Reservoir was developed from the combined 2000 underwater measured topography and the digitized USGS contours and

assumed no change above elevation 2,140.0.

As of September 2000, at top of conservation water surface elevation (feet) 2,1440, the surface area was 6,869 acres with a total

capacity of 172,452 acre-feet. Since initial filling in November of 1950, about 13,044 acre-feet of sediment have accumulated in

Cedar Bluff Reservoir below elevation 2,144.0, resulting in a 7.0 percent loss in reservoir volume. Since 1950, the estimated

average annual rate of reservoir capacity lost to sediment accumulation is 261.9 acre-feet.

14. SUBJECTTERMS 15. NUMBER OF PAGES

reservoir area and capacity! sedimentation! reservoir surveys! sonar! sediment distribution! _____________________

contour area! reservoir area! sedimentation survey! global positioning system 16. PRICE CODE

17. SECURITY 18. SECURITY 19. SECURITY CLASSIFICATION 20. LHvIITATTON OF

CLASSIFICATION CLASSIFICATION OF ABSTRACT ABSTRACT

OF REPORT OF THIS PAGE

UL

UL UL UL

NSN 7540-01-280-5500 Standard Form 298 (Rev. 2-89)

Prescribed by ANSI Std. 239-18

298-102
CEDAR BLUFF RESERVOIR

2000 RESERVOIR SURVEY

by

Ronald L. Ferrari

Sedimentation and River Hydraulics Group

Water Resources Services

Technical Service Center

Denver, Colorado

April 2001
ACKNOWLEDGMENTS

The Bureau of Reclamation's (Reclamation) Sedimentation and River

Hydraulics Group of the Technical Service Center (TSC) prepared and

published this report. Jennifer Bountry, Kent Collins and Ronald Ferrari of

the TSC conducted the hydrographic survey. Ronald Ferrari completed the

data processing needed to generate the new topographic map and areacapacity tables. Sharon Nuanes of the TSC completed the fmal map

development. Kent Collins of TSC performed the technical peer review of

this documentation.

Mission Statements

The mission of the Department of the Interior is to protect and provide

access to our Nation's natural and cultural heritage and honor our trust

responsibilities to tribes.

The mission of the Bureau of Reclamation is to manage, develop, and

protect water and related resources in an environmentally and economically

sound manner in the interest of the American public.

The information contained in this report regarding commercial products or

firms may not be used for advertising or promotional purposes and is not

to be construed as an endorsement of any product or firm by Reclamation.

The information contained in this report was developed for the Bureau of

Reclamation; no warranty as to the accuracy, usefulness, or completeness

is expressed or implied.

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CONTENTS

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Page

Introduction i

Summary and Conclusions 2

Reservoir Operations 3

Hydrographic Survey Equipment and Method 3

GPS Technology and Equipment 3

Survey Method and Equipment 5

Cedar Bluff Reservoir Datum 6

Reservoir Area and Capacity 6

Topography Development 6

Development of 2000 Contour Areas 8

2000 Storage Capacity 8

Reservoir Sediment Analyses 9

References 10

TABLES

Table

1 Reservoir sediment data summary (page 1 of 2) 11

1 Reservoir sediment data summary (page 2 of 2) 12

2 Summary of 1999 survey results 13

FIGURES

Figure

1 Cedar Bluff Reservoir location map 14

2 Cedar Bluff Dam, plan and section 15

3 Cedar Bluff Reservoir topographic map, No. 372-D-41 1 17

4 Cedar Bluff Reservoir topographic map, No. 372-D-412 19

5 Cedar Bluff Reservoirtopographic map, No. 372-D-413 21

6 Cedar Bluff Reservoir topographic map, No. 372-D-414 23

7 Cedar Bluff Reservoir topographic map, No. 372-D--415 25

8 Cedar Bluff Reservoir topographic map, No. 3 72-D-4 16 27

9 2000 area and capacity curves 29

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INTRODUCTION

Cedar Bluff Reservoir and dam are located in Trego County on the Smoky Hill River about 18 miles

southwest of Ellis, Kansas (fig. 1). Cedar Bluff Reservoir as part of the Cedar Bluff Unit of the

Missouri River Basin development was designed to provide irrigation, municipal and industrial

water, flood control, and recreation benefits. The dam and reservoir are operated and maintained by

the Bureau of Reclamation.

Cedar Bluff Dam was completed in September of 1951 and is a homogeneous zoned earthfill

structUre whose dimensions are (fig. 2):

Hydraulic height' 102.0 feet2 Structural height 202.0 feet

Top width 30 feet Crest length 12,560 feet

Crest elevation 2,198.0 feet

The spiliway is located on the right abutment of the darn and consists of an inlet channel, an ungated

overflow crest, eight 5- by 10-foot sluice gates beneath the crest, a central 14.5- by 10-foot radial

gate beneath the crest, a chute, a stilling basin, and an outlet channel. The capacity of the spillway

is 91,000 cubic feet per second (cfs) at reservoir elevation 2,192.0.

A gated outlet works through the base of the dam near the left abutment consists of an approach

channel, an inlet structure, a 1 0-foot-diameter concrete conduit, a 4- by 5-foot emergency slide gate,

a gate chamber, a control house, regulating slide gate, and an outlet channel. There is a 18-inchoutside-diameter steel pipe that can send water to a fish hatchery. The outlet works has a capacity

of 900 cfs at reservoir elevation 2166.0.

There is a canal outlet works that consist of a concrete conduit from the river outlet works, a control

house, a 108-inch-diameter concrete pipe expansion chamber, and a 66-inch-diameter concrete

pressure pipe that discharge to the Cedar Bluff Canal.

The total drainage area above Cedar Bluff Dam is 5,530 square miles as listed by the USGS Water

Resources Data Book. Cedar Bluff Reservoir has an average width of 1.4 miles with a length of

around 7 miles.

'The definition of such terms as "hydraulic height, "structural height," etc. may be found in manuals such

as Reclamation's Design of Small Dams and Guide for Preparation of Standing Operating Procedures for Dams and

Reservoirs, or ASCE's Nomenclature for Hydraulics.

2Elevation levels are shown in feet. All elevations shown in this report are based on the original project

datum established by U.S. Bureau of Reclamation which is tied to the National Geodetic Vertical Datum of 1929.

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SUMMARY AN]) CONCLUSIONS

This Reclamation report presents the 2000 results of the survey of Cedar Bluff Reservoir. The

primary objectives of the survey were to gather data needed to:

• develop reservoir topography

• compute area-capacity relationships

• estimate storage depletion caused by sediment deposition since dam closure

A static GPS control survey was conducted to establish a temporary horizontal and vertical control

point for the reservoir survey. The horizontal control was established in Kansas state plane north

coordinates in the North American Datum of 1983 (NAD83). The GPS control was conducted with

the base set on the NGS datum point "X 301" located about 7.5 miles southeast of Wakeeney,

Kansas. All elevations in this report are referenced to the Reclamation project datum that is tied to

the NGVD29.

The underwater survey was conducted in September of 2000 near reservoir water surface elevation

2,143.7. The bathymetric survey was run using sonic depth recording equipment, interfaced with

a differential global positioning system (DGPS), capable of determining sounding locations within

the reservoir. The system continuously recorded depth and horizontal coordinates of the survey boat

as it was navigated along grid lines covering Cedar Bluff Reservoir. The positioning system

provided information to allow the boat operator to maintain a course along these grid lines. Water

surface elevations recorded by the reservoir gauge (tied to the Reclamation vertical datum) during

the time of collection were used to convert the sonic depth measurements to true reservoir bottom

elevations. The above-water topography was determined by digitizing the developed contour lines

from the U.S. Geological Survey quadrangle (USGS quad) maps of the reservoir area.

The new Cedar Bluff Reservoir topographic maps are a combination of the USGS quad contours and

underwater survey data. The 2000 reservoir surface areas at predetermined contour intervals were

generated by a computer graphics program using the collected reservoir data. The 2000 area and

capacity tables were produced by a computer program that uses measured contour surface areas and

a curve-fitting technique to compute area and capacity at prescribed elevation increments (Bureau

of Reclamation, 1985).

Tables 1 and 2 contain a summary of the Cedar Bluff Reservoir sedimentation and watershed

characteristics for the 2000 survey. The 2000 survey determined that the reservoir has a total storage

capacity of 172,452 acre-feet and a surface area of 6,869 acres at reservoir elevation 2,144.0. Since

closure in September of 1950, the reservoir had an estimated volume change of 13,044 acre-feet

below reservoir elevation 2,144.0. This volume represents a 7.0 percent loss in total capacity and

an average annual loss of 261.9 acre-feet per year.

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RESERVOIR OPERATIONS

Cedar Bluff Dam operates as part of the Cedar Bluff Project to provide flood control, irrigation

water, and recreational use. The September 2000 area-capacity tables show 717,592 acre-feet of

total storage below the maximum water surface elevation 2,192.0. The 2000 survey measured a

minimum elevation of 2,078.2. The following values are from the September 2000 area-capacity

tables:

• 353,250 acre-feet of surcharge between elevation 2,166.0 and 2,192.0.

• 191 ,890acre-feet of flood control storage between elevation 2,144.0 and 2,166.0.

• 143,878 acre-feet of conservation use between elevation 2,107.8 and 2,144.0.

• 24,172 acre-feet of inactive storage between elevation 2,090.0 and 2,107.8.

• 4,402 acre-feet of dead storage below elevation 2,090.0.

The Cedar Bluff Reservoir inflow and end-of-month stage records in table 1, operation period

November 1950 through September 2000, show the computed inflow and annual fluctuation since

dam closure. Inflow values for water years 1997 and 1998 were not available and water year 2000

reported a negative inflow. The estimated average inflow into the reservoir for this operation period

was 41,930 acre-feet per year. Since 1951, the extreme storage fluctuations of Cedar Bluff Reservoir

ranged from an elevation of 2,092.2 in 1992 to the maximum recorded elevation of 2,153.5 in 1957.

HYDROGRAPHIC SURVEY EQUIPMENT AND METHOD

The hydrographic survey equipment was mounted in the cabin of a 24-foot trihull aluminum vessel

equipped with twin in-board motors. The hydrographic system contained on the survey vessel

consisted of a GPS receiver with a built-in radio and an omnidirectional antenna, a depth sounder,

a helmsman display for navigation, a computer, and hydrographic system software for collecting

underwater data. Power to the equipment was supplied by an on-board generator.

The shore equipment included a second GPS receiver with an external radio and an omnidirectional

antenna. The GPS receiver and antenna were mounted on a survey tripod over a known datum point.

To obtain the maximum radio transmission range, known datum points with clear line-of-sight to

the survey boat were selected. The power for the shore unit was provided by a 12-volt battery.

GPS Technology and Equipment

The hydrographic positioning system used at Cedar Bluff Reservoir was Navigation Satellite Timing

and Ranging (NAVSTAR) GPS, an all-weather, radio-based, satellite navigation system that enables

users to accurately determine three-dimensional position. The NAVSTAR system's primary mission

is to provide passive global positioning and navigation for land-, air-, and sea-based strategic and

tactical forces and is operated and maintained by the Department of Defense (DOD). The GPS

receiver measures the distances between the satellites and itself and determines the receiver's

position from intersections of the multiple-range vectors. Distances are determined by accurately

measuring the time a signal pulse takes to travel from the satellite to the receiver.

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The NAVSTAR system consists of three segments:

The space segment is a network of 24 satellites maintained in a precise orbit about 10,900

nautical miles above the earth, each completing an orbit every 12 hours.

• The ground control segment tracks the satellites, detennining their precise orbits. Periodically,

the ground control segment transmits correction and other system data to all the satellites, and

the data are then retransmitted to the user segment.

• The user segment includes the GPS receivers which measure the broadcasts from the satellites

and calculate the position of the receivers.

The GPS receivers use the satellites as reference points for triangulating their position on earth. The

position is calculated from distance measurements to the satellites that are determined by how long

a radio signal takes to reach the receiver from the satellite. To calculate the receive?s position on

earth, the satellite distance and the satellite's position in space are needed. The satellites transmit

signals to the UPS receivers for distance measurements along with the data messages about their

exact orbital location and operational status. The satellites transmit two "L" band frequencies (called

Li and L2) for the distance measurement signal. At least four satellite observations are required to

mathematically solve for the four unknown receiver parameters (latitude, longitude, altitude, and

time); the time unknown is caused by the clock error between the expensive satellite atomic clocks

and the imperfect clocks in the GPS receivers.

The GPS receiver's absolute position is not as accurate as it appears in theory because of the function

of range measurement precision and the geometric position of the satellites. Precision is affected

by several factors-time, because of the clock differences, and atmospheric delays caused by the

effect of the ionosphere on the radio signal. Geometric dilution of precision (GDOP) describes the

geometrical uncertainty and is a function of the relative geometry of the satellites and the user.

Generally, the closer together in angle two satellites are from the receiver, the greater the GDOP.

GDOP is broken into components: position dilution of precision (x,y,z) (PDOP), and horizontal

dilution of precision (x,y) (F[I)OP). The components are based only on the geometry of the

satellites. The PDOP and HDOP were monitored at the survey vessel's UPS receiver during the

Cedar Bluff Reservoir Survey, and for the majority of the time they were less than 3, which is within

the acceptable limits of horizontal accuracy for Class 1 and 2 level surveys (Corps of Engineers,

1994).

An additional and larger error source in GPS collection is caused by false signal projection, called

selective availability (S/A). The DOD implements S/A to discourage the use of the satellite system

as a guidance tool by hostile forces. Positions determined by a single receiver when S/A is active

can have errors of up to 100 meters. In May of 2000 the use of S/A was discontinued, but the errors

of a single receiver are still around ±10 meters.

A method of collection to resolve or cancel the inherent errors of GPS is called differential GPS

(DGPS). DGPS is used during the reservoir survey to determine positions of the moving survey

vessel in real time. DGPS determines the position of one receiver in reference to another and is a

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method of increasing position accuracies by eliminating or minimizing the uncertainties

Differential positioning is not concerned with the absolute position of each unit but with the relative

difference between the positions of two units, which are simultaneously observing the same

satellites. The inherent errors are mostly canceled because the satellite transmission is essentially

the same at both receivers.

At a known geographical benchmark, one GPS receiver is programmed with the known coordinates

and stationed over the geographical benchmark. This receiver, known as the master or reference

unit, remains over the known benchmark, monitors the movement of the satellites, and calculates

its apparent geographical position by direct reception from the satellites. The inherent errors in the

satellite position are determined relative to the master receiver's programmed position, and the

necessary corrections or differences are transmitted to the mobile GPS receiver on the survey vessel.

For the Cedar Bluff Reservoir survey, position corrections were determined by the master receiver

and transmitted via an ultra-high frequency (UHF) radio link every second to the survey vessel

mobile receiver. The survey vessel's GPS receiver used the corrections along with the satellite

information it received to determine the vessel's differential location. Using DGPS can result in submeter positional accuracies for the survey vessel.

The Sedimentation and River Hydraulics Group conducts their bathymetric surveys using Real-time

Kinematic (RTK) GPS. The major benefit of RTK versus DGPS are precise heights can be

measured in real time for monitoring water surface elevation changes. The basic outputs from an

RTK receiver are precise 3D coordinates in latitude, longitude, and height with accuracies on the

order of 2 centimeters horizontally and 3 centimeters vertically. The output is on the GPS datum

of WGS-84 which the hydrographic collection software converted into the Kansas's NAD83 state

plane north coordinate system. The system employs two receivers, like with DGPS, that collect

additional satellite data that allows on-the-fly centimeter accuracy measurements.

Survey Method and Equipment

The Cedar Bluff Reservoir hydrographic survey collection was conducted September 10 through

September 13 of 2000 at water surface elevation 2,143.7 (Reclamation project datum). The

bathymetric survey was run using sonic depth recording equipment, interfaced with an RTK GPS,

capable of determining sounding locations within the reservoir. The survey system software

continuously recorded reservoir depths and horizontal coordinates as the survey boat moved across

close-spaced grid lines covering the reservoir area. Most of the transects (grid lines) were run

somewhat in a north or south direction of the reservoir at a 300-foot spacing. Data was also

collected along the shore as the boat traversed between transects. The survey vessel's guidance

system gave directions to the boat operator to assist in maintaining the course along these

predetermined lines. During each run, the depth and position data were recorded on the notebook

computer hard drive for subsequent processing.

The 2000 underwater data were collected by a depth sounder that was calibrated by lowering a

deflector plate below the boat by cables with known depths marked by beads. The depth sounder

was calibrated by adjusting the speed of sound, which can vary with density, salinity, temperature,

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turbidity, and other conditions. The collected data were digitally transmitted to the computer

collection system via a RS-232 port. The depth sounder also produces an analog hard-copy chart

of the measured depths. These graphed analog charts were printed for all survey lines as the data

were collected and recorded by the computer. The charts were analyzed during post-processing, and

when the analog charted depths indicated a difference from the recorded computer bottom depths,

the computer data files were modified. The water surface elevations at the dam, recorded by a

Reclamation gauge were used to convert the sonic depth measurements to true lake-bottom

elevations.

Cedar Bluff Reservoir Datums

Prior to the underwater survey in September 2000, a static GPS survey was conducted to establish

a temporary horizontal and vertical control point that overlooked Cedar Bluff Reservoir. The

horizontal control was established in Kansas state plane north coordinates in the North American

Datum of 1983 (NAD83). The GPS control was conducted with the base set on the NGS datum

point "X 301" located about 7.5 miles southeast of Wakeeney, Kansas. All vertical information in

this report was referenced to the reservoir water surface gauge measurements during the time of this

survey that is reference to the Reclamation project datum that is tied to the NGVD29.

RESERVOIR AREA AND CAPACITY

Topography Development

The topography of Cedar Bluff Reservoir was developed from the 2000 collected underwater data

and from the USGS quad maps. The upper contours of Cedar Bluff Reservoir were developed by

digitizing the contour lines of elevation 2,120.0,2,130.0,2,140.0,2,144.0,2,150.0, and 2,166.0 from

the USGS quad maps that covered the Cedar Bluff Reservoir area. The USGS quad maps were

developed from aerial photography dated 1973, but the underwater contours of Cedar Bluff

Reservoir were imported from a U.S. Bureau of Reclamation map dated 1951. ARC/INFO V7.0.2

geographic information system software was used to digitize the USGS quad contours. The digitized

contours were transformed to Kansas's NAD 1983 north state plane coordinates using the

ARC/INFO PROJECT command.

Following are the ARC/INFO resulting digitized areas from the USGS quads versus the original

reported areas:

(1) USGS dligitized 2,120 contour area was 3,177 acres, 99.1% of the original 3,207 acres

(2) USGS digitized 2,130 contour area was 4,422 acres, 98,3% of the original 4,495 acres

(3) USGS digitized 2,140 contour area was 6,137 acres, 98.6% of the original 6,225 acres

(4) USGS digitized 2,144 contour area was 6,744 acres, 98.1% of the original 6,869 acres

(5) USGS digitized 2,150 contour area was 7,527 acres, 96.3% of the original 7,814 acres

(6) USGS digitized 2,166 contour area was 10,459 acres, 96.9% of the original 10,790 acres

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It is assumed that the area differences are due to the quad scale and the different methods of

digitizing the contour areas. These areas are only provided as information, none of the digitized

measured surface areas from the USGS quads were used to develop the new area and capacity tables.

The elevation 2,130.0 contour digitized from USGS quad maps was used to perform a clip of the

Cedar Bluff Reservoir TIN such that interpolation was not allowed to occur outside of the 2,130.0

contour. This complete contour was selected since it was the closest elevation to enclose the

September 2000 underwater data that was collected at reservoir elevation 2,143.7. This clip was

performed using the hardclip option of the ARC/INFO CREATET[N command. Using ARCEDIT,

the underwater collected data and the digitized contours from the USGS quad maps were plotted.

The plot found that the majority of the underwater data completely lied within the elevation 2,130.0

clip. The upstream end of the 2,130 clip was adjusted to account for changes due to sediment

deposition. This was completed using the underwater survey data to interpolate where the upstream

end of the 2,130 contour line would occur due to the sediment delta formation.

The 2,130 contour was chosen due to thick tree growth around the reservoir which did not allow

survey boat access near the shoreline, shallow water areas in the main body, and many of the coves

and inlets of the reservoir. In some areas the growth was so thick the survey vessel ended the

collection in 10 to 20 feet of water (around bottom elevation 2,120 to 2,130). For developing the

2000 Cedar Bluff Reservoir contour map and calculating the surface areas there was a need for data

of the underwater reservoir areas not surveyed in September of 2000. Using ARCEDIT, the

digitized elevation 2,120 USGS quad contour and the September 2000 underwater collected data

layers were overlaid or plotted on-screen. Using ARCEDIT, elevation points were added in areas

not surveyed to complete the development of the reservoir contours for elevation 2,130 and below.

Locations of these points were determined by using the 2,120 contour as a pattern for locating the

individual data points in areas not accessible during the September 2000 survey.

Contours for the reservoir below elevation 2,130.0 were computed from the underwater data set

using the triangular irregular network (TIN) surface modeling package within ARC/INFO. A TIN

is a set of adjacent, non-overlapping triangles computed from irregularly spaced points with x,y

coordinates and z values. TIN was designed to deal with continuous data such as elevations. The

TIN software uses a method known as Delaunay's criteria for triangulation where triangles are

formed among all data points within the polygon clip. The method requires that a circle drawn

through the three nodes of a triangle will contain no other point, meaning that sample points are

connected to their nearest neighbors to form triangles using all collected data. This method

preserves all collected survey points. Elevation contours are then interpolated along the triangle

elements. The TIN method is discussed in greater detail in the ARC/INFO V7.0.2 Users

Documentation, (ESRI, 1992).

The linear interpolation option of the ARC/INFO TINCONTOUR command was used to interpolate

contours from the Cedar B luff Reservoir TIN. In addition, the contours were generalized by filtering

vertices along the contours. This generalization process improved the presentability of the resulting

contours by removing very small variations in the contour lines. This generalization had no bearing

on the computation of surface areas and volumes for Cedar Bluff Reservoir since the areas were

calculated from the developed TIN. The areas of the enclosed contour polygons developed from the

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survey data were completed for elevations 2,079.0 through elevation 2,130.0. The contour

topography at 5-foot intervals is presented on figures 3 through 8, drawing numbers 372-D-41 1

through 372-D-416.

Development of 2000 Contour Areas

The 2000 contour surface areas for Cedar Bluff Reservoir were computed at 1-foot increments, from

elevation 2,079.0 to 2,130.0, using the Cedar Bluff Reservoir TIN discussed above. The 2000

survey measured the minimum reservoir as elevation 2,078.2 feet. These calculations were

performed using the ARC/INFO VOLUME command. This command computes areas at user

specified elevations directly from the TIN and takes into consideration all regions of equal elevation.

As discussed in the survey method and equipment section there were large areas of the underwater

portion of the reservoir not surveyed due to the thick tree growth. This accounts for the fact that the

2000 areas were only computed for elevation 2,130.0 and below. Due to the lack of 2000 survey

data in the tree-covered areas, the final 2000 area computations assumed no change in the original

measured surface area from elevation 2,140.0 and above.

2000 Storage Capacity

The storage-elevation relationships based on the measured surface areas were developed using the

area-capacity computer program ACAP85 (Bureau of Reclamation, 1985). Computed surface areas

from the developed TIN, at 5-foot contour intervals, from reservoir elevation 2,080.0 to elevation

2,125.0 were used as the control parameters for computing the Cedar Bluff Reservoir capacity. The

surface area for elevation 2,130.0 was computed from the digitized USGS contour of elevation 2,130

which was adjusted in the upstream end to account for measured sediment inflow. Since this study

did not collect any above water data the original areas from elevation 2,140.00 and above were used

to complete the table. The program can compute an area and capacity at elevation increments 0.0 1-

to 1 .0-foot by linear interpolation between the given contour surface areas. The program begins by

testing the initial capacity equation over successive intervals to ensure that the equation fits within

an allowable error limit. The error limit was set at 0.00000 1 for Cedar Bluff Reservoir. The

capacity equation is then used over the full range of intervals fitting within this allowable error limit.

For the first interval at which the initial allowable error limit is exceeded, a new capacity equation

(integrated from basic area curve over that interval) is utilized until it exceeds the error limit. Thus,

the capacity curve is defined by a series of curves, each fitting a certain region of data. Final area

equations are derived by differentiating the capacity equations, which are of second order polynomial

form:

y a1 + a2x + a3x2

where: y = capacity

x elevation above a reference base

a1 = intercept

a2 and a3 = coefficients

Results of the 2000 Cedar Bluff Reservoir area and capacity computations are listed in table 1 and

columns 4 and 5 of table 2. On table 2, columns 2 and 3 list the original surface areas and

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recomputed capacities. A separate set of 2000 area and capacity tables has been published for the

0.01, 0.1 and 1-foot elevation increments (Bureau of Reclamation 2000). A description of the

computations and coefficients output from the ACAIP85 program is included with these tables. Both

the original and 2000 area-capacity curves are plotted on figure 9 As of September 2000, at

maximum reservoir water surface elevation 2,192.0, the surface area was 16,510 acres with a total

capacity of 717,592 acre-feet.

RESERVOIR SEDIMENT ANALYSES

Figure 9 is aplot of CedarBiuff Reservoir's original area data versus the 2000 measured areas. This

illustrates the difference between the original and the 2000 measured surface areas. Since Cedar

Bluff Dam closure in August November 1950, the measured total volume change at reservoir

elevation 2,144.0 was estimated to be 13,044 acre-feet. The estimated average annual rate of

capacity lost for this time period (49.8 years) was 261.9 acre-feet per year. The storage loss in terms

of percent of original storage capacity was 7.03 percent. Tables 1 and 2 contain the Cedar Bluff

Reservoir sediment accumulation and water storage data based on the 2000 resurvey.

The original 100 year sediment inflow estimate used during the design of Cedar Bluff Reservoir was

26,000 acre-feet for an average annual rate of capacity loss of 260 acre-feet. This is compared to the

2000 survey results of 261.9 acre-feet. It must be noted that the 2000 area and capacity table were

generated using measured surface areas from elevation 2,130 and below. The original surface areas

from elevation 2,140 and above were used to complete the new area and capacity table. This

assumed no surface area change from elevation 2,140 and above which in all probability is not the

case. The only means to measure this would be to conduct an aerial survey, but since the maximum

water surface elevation since 1957 was 2,153.5 and the majority of the years the reservoir has

operated at a much lower elevation than this, any change above elevation 2130 due to sediment

accumulation is probably minimal, A resurvey of Cedar Bluff Reservoir should be considered in the

future if major sediment inflow events are observed, or if the average annual rate of sediment

accumulation requires further clarification. If an aerial survey is conducted, it should be scheduled

when the lake level drops enough to expose the surface area of the majority of the trees that are now

located throughout the present underwater shoreline areas of the reservoir.

V

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REFERENCES

American Society of Civil Engineers, 1962. Nomenclature for Hydraulics, ASCE Headquarters,

New York.

Bureau of Reclamation, 1981. Project Data, Denver Office, Denver CO.

Bureau of Reclamation, 1985. Surface Water Branch, ACAP85 User's Manual, Technical

Service Center, Denver CO.

Bureau of Reclamation, 1987(a). Guide for Preparation of Standing Operating Proceduresfor

Bureau ofReclamation Dams and Reservoirs, U.S. Government Printing Office,

Denver, CO.

Bureau of Reclamation, 1987(b). Design of Small Dams, U.S. Government Printing Office,

Denver CO.

Bureau of Reclamation, September2000. Denver Office, CedarBluffReservoirArea and Capacity

Tables, Missouri River Project, Great Plains Region, Billings, MT.

Corps of Engineers, October 1994. Engineer and Design - Hydrographic Surveying, EM 1110-2-

1003 (dir

FR), Department of the Anny, Washington DC.

(www.usace. army.millinetlusace.docs/eng-manuals/em.htm).

Environmental Systems Research Institute, Inc. (ESRI), 1992. ARC Command References.

10
RESERVOIR SEDIMENT

DATA SUMMARY Cedar Bluff Reservoir

NAME OF RESERVOIR 1

DATA SHEET NO.

0 1. OWNER Bureau of Reclamation 2. STREAM Smoky Hill River 3. STATE Kansaa

A 4. SEC. 36 TWP. 14 S RANGE 22 W 5. NEAREST P.O. Ellia 6. COUNTY Trego

M 7. LAT 38° 47' 24" LONG 99° 43' 13" 8. TOP OF DAM ELEVATION 2198.0 9. SPILLWAY CREST EL 2166.0'

R 10. STORAGE 11. ELEVATION 12. ORIGINAL 13. ORIGINAL 14. GROSS STORAGE 15. DATE

E ALLOCATION TOP OF POOL SURFACE AREA, AC CAPACITY, AF ACRE- FEET STORAGE

S BEGAN

E

R a. SURCHARGE 2192.0 16,510 353,230 730,180

V b. FLOOD CONTROL 2166.0 10,790 191,860 376,950

O 11/50

c. POWER

R d. JOINT USE 16. DATE

a. CONSERVATION 2144.0 6,869 149,770 185,090 OPERATION

f. INACTIVE 2107.8 2,086 27,059 35,320 BEGAN

g. DEAD 2090.0 909 8,261 8,261 11/50

17. LENGTH OF RESERVOIR 7.9 MILES AVG. WIDTH OF RESERVOIR 1.4 MILES

B 18. TOTAL DRAINAGE AREA 5,530 SQUARE MILES 22. MEAN ANNUAL PRECIPITATION 23.12 INCHES

19. NET SEDIMENT CONTRIBUTING AREA 5,530 SQUARE MILES 23. MEAN ANNUAL RUNOFF 0.14' INCHES

I 20. LENGTH MILES AV. WIDTH MILES 24. MEAN ANNUAL RUNOFF 41,930 ACRE-FEET

N 21. MAX. ELEVATION MDL ELEVATION 25. ANNUAL TEMP. MEAN 53°F RANGE -23°F to 112°F2

S 26. DATE OF 27. 28. 29. TYPE OF 30. NO. OF 31. SURFACE 32. CAPACITY 33. C/I

U SURVEY PER. ACCL. SURVEY RANGES OR AREA, AC. ACRE-FEET RATIO AF/AF

R YRS. YRS. INTERVAL

11/50 Contour (D) 5-ft 6,869 185,496' 4.42

D 9/00 49.8 Contour (B) 5-ft 6,8696 172,452' 4.11

A 26. DATE OF 34. PERIOD 35. PERIOD WATER INFLOW, ACRE FEET WATER INFLOW TO DATE, AR

T SURVEY ANNUAL

A PRECIP. a. MEAN ANN. b. MAX. ANN. c. TOTAL a. MEAN ANN. b. TOTAL

9/00 41,930' 432,400 1,962,400 41,930 1,962,400

26. DATE OF 37. PERIOD CAPACITY LOSS, ACRE-FEET 38. TOTAL SEDIMENT DEPOSITS TO DATE, AR

SURVEY

a. TOTAL b. AV. ANN. c. /MI.2-YR. a. TOTAL b. AV. ANNUAL c. /MI.3-YR.

9/00 13,0448 261.9 0.047 13,044 261.9 0.047

26. DATE OF 39. AV. DRY 40. SED. DEP. TONS/MI.2-YR. 41. STORAGE LOSS, PCT. 42. SEDIMENT

SURVEY WI'. (#/FT3)

a. PERIOD b. TOTAL TO a. AV. b. TOTAL TO a. b.

9/00 0.141' 7.03'

26.

DATE

43. DEPTH DESIGNATION RANGE BY RESERVOIR ELEVATION

SURVEY

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN DEPTH DESIGNATION

9/00

26. 44. REACH DESIGNATION PERCENT OF TOTAL ORIGINAL LENGTH OF RESERVOIR

DATE

SURVEY

0-10 10-

20 J

I 20-

30

30-

40

40-

50

50-

60

60-

70

70-

80

80-

90

90-

100

100-

105

105-

110

110-

115

115-

120

120-

125

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN REACH DESIGNATION

Table 1. - Reservoir sediment data summary (page 1 of 2).

11
45. RANGE IN RESERVOIR OPERATION7

YEAR MAX. ELEV. MIN. ELEV. INFLOW, AX YEAR MAX. ELEV. MIN. ELEV. INFLOW, AF

1951 2,151.3 2,078.6 432,400

1952 2,143.5 2,134.2 29,600 1953 2,133.6 2,131.8 12,500

1954 2,132.1 2.128,9 12,400 1955 2 .136.7 2,127.4 59.700

1956 2,136.1 2,133.8 27,200 1957 2,153.5 2,133.0 224,400

1958 2,146.5 2,144.2 82,800 1959 2,144.6 2,143.1 11,900

1960 2,148.2 2,143.4 108,900 1961 2,146.9 2,143.9 106,100

1962 2,144.8 2,143.3 76,100 1963 2,143.8 2,142.0 41,600

1964 2,145.0 2,140.2 50,900 1965 2,142.4 2,139.8 50,700

1966 2,144.9 2,140.1 52,100 1967 2,142.4 2,138.4 41,300

1968 2,139.4 2,135.0 22,900 1969 2,137.0 2,134.4 46,900

1970 2,137.5 2,133.4 23,000 1971 2,133.0 2,128.4 15,700

1972 2,130.5 2,127.7 38,900 1973 2,136.1 2,129.9 62,400

1974 2,136.8 2,131.3 21,400 1975 2,134.4 2,130.8 35,800

1976 2,130.4 2,124.1 16,400 1977 2,124.3 2,118.4 15,200

1978 2,118.7 2,107.7 10,700 1979 2,108.4 2,106.5 9,153

1980 2,106.6 2,102.6 9,579 1981 2,101.2 2,100.7 6,849

1982 2,105.5 2,100.4 14,200 1983 2,104.0 2,101.3 3,508

1984 2,103.0 2,100.6 7,010 1985 2,100.8 2,098.9 5,178

1986 2,098.8 2,096.0 2,899 1987 2,106.7 2,095.9 24,488

1988 2,105.8 2,102.7 2,919 1989 2,102.2 2,099.2 1,595

1990 2,099.1 2,097.3 3,798 1991 2,098.9 2,093.9 1,774

1992 2,093.9 2,092.2 2,597 1993 2,119.8 2,219.3 60,721

1994 2,122.2 2,119.7 3,788 1995 2,128.4 2,120.4 24,409

1996 2,138.1 2,126.7 41,518 1997 2,141.0 2,140.0 _____________

1998 2,145.3 2,140.4 1999 2,144.5 2,143.5 6,474

2000 2,144.7 2.l4L _____________

46. ELEVATION - AREA - CAPACITY DATA FOR 2000 CAPACZTY'°

_______ __________ __________ _________

ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY

2078.2 0 0 2080 52.8 53 2085 465.8 1,349

2090 755.3 4,402 2095 1,115.5 9,079 2100 1,450.2 15,493

2105 1,739.7 23,468 2107.8 1,907.0 28,574 2110 2,039.3 32,916

2115 2,447.3 44,132 2120 3,018.0 57,795 2125 3,550.0 74,215

2130 4,273.1 93,773 2135 5,249 117,578 2140 6,225 146,264

2144 6,869.0 172,452 2145 7,017 179,395 2150 7,814 216,472

2155 8,677 257,700 2160 9,557 303,285 2165 10,590 353,652

2166 10,790 364, 342 2170 11,680 409,282 2175 12, 690 470,207

2180 13,770 536,357 2185 14,860 607,932 2190 16,000 685,082

2192 16,510 717,592 ____________ ____________

47. REMARKS AND REFERENCES

____________ ____________ ____________

Top of spiliway weir crest is elevation 2,166.0, top of weir is elevation 2, 144.0, and top of sluices elevation

2,134.8.

2 Bureau of Reclamation Proj ect Data Book, 1981.

Calculated using mean annu al runoff value of 41,930 PS, Item 24.

Computed annual inflows fr om 11/50 through 9/00. (Missing values for water years 1997 , 1998, and 200 0)

Original recomputed surfac e area and capacity at el. 2,144.0. For sediment computation purposes the original

area and capacity was recomputed by the Reclamation ACAP program using the o riginal 5-foot increment surface

areas.

Surface area & capacity at el. 2,144.0 computed by ACAP program.

Inflow values in acre-feet and maximum and minimum elevations in feet by water year from 11/50 through 9/00.

Missing inflow values for water years 1997, 1998, and 2000.

Computed sediment volume a t elevation 2,144.0.

Storage losses at elevation 2,144.0.

'° Capacities computed by Reclamation's ACAP computer program.

48. AGENCY MAKING SURVEY Bureau of Reclamation

49. AGENCY SUPPLYING DATA Bureau of Reclamation DATE March 2001

Table 1. - Reservoir sediment data summary (page 2 of 2).

12
1 2 3 __

4 5 6 7 8

2000 2000 Percent of

Elevations Original Original 2000 2000 Sediment Percent of 1aservoir

Survey Capacity Survey Survey Volume Sediment Depth

________

(feet) (acres) (acre-feet) (acres) (acre-feet) (acre-feet)

2,192.0 16510.0 730636 16510.0 717592 100.0

2,190.0 16000.0 698126 16000.0 685082 98.4

2,185.0 14860.0 620976 14860.0 607932 94.5

2,180.0 13770.0 549401 13770.0 536357 90.6

2,175.0 12690.0 483251 12690.0 470207 86.7

2,170.0 11680.0 422326 11680.0 409282 82.8

2,166.0 10790.0 377386 10790.0 364342 79.7

2,165.0 10590.0 366696 10590.0 353652 78.9

2,160.0 9557.0 316329 9557.0 303285 75.0

2,155.0 8677.0 270744 8677.0 257700 71.1

2,150.0 7814.0 229516 7814.0 216472 67.2

2,145.0 7017.0 192439 7017.0 179395 63.3

2,144.0 6869.0 185496 6869.0 172452 13044 100.0 62.5

2,140.0 6225.0 159308 6225.0 146264 13044 100.0 59.4

2,135.0 5353.0 130363 5249.0 117578 12785 98.0 55.5

2,130.0 4495.0 105743 4273.1 93773 11970 91.8 51.6

2,125.0 3828.0 84935 3550.0 74215 10720 82.2 47.7

2,120.0 3207.0 67348 3018.0 57795 9553 73.2 43.8

2,115.0 2668.0 52660 2447.3 44132 8528 65.4 39.8

2,110.0 2271.0 40313 2039.3 32916 7397 56.7 35.9

2,107.8 2112.0 35492 1907.0 28574 6918 53.0 34.2

2,105.0 1909.0 29863 1739.7 23468 6395 49.0 32.0

2,100.0 1607.0 21073 1450.2 15493 5580 42.8 28.1

2,095.0 1274.0 13870 1115.5 9079 4791 36.7 24.2

2,090.0 909.0 8413 755.3 4402 4011 30.7 20.3

2,085.0 605.0 4628 465.8 1349 3279 25.1 16.4

2,080.0 399.0 2118 52.8 53 2065 15.8 12.5

2,078.2 _______

324.0 1467 0.0 0 1467 11.2 11.1

2,075.0 191.0 643 0.0 0 643 4.9 8.6

2,070.0 0.0 0 90 0.7 4.7

2,064.0 ________

0.0 0 0 0.0 0.0

1 Elevation of reservoir water surface.

2 Original reservoir surface area.

3 Original reservoir capacity recomputed using ACAP.

4 Rasarvoir surface area from 2000 survey.

5

______

Reservoir_capacity computed using ACAP.

____ _______ _______ -

6 Measured sediment volume - column (3) - column (5).

_________

7 Measured sediment expressed in percentage of total sediment 13,044.

8

______

Depth of reservoir expressed in percentage of total depth of 128 feet.

______

Table 2. - Summary of 2000 survey results

fl
11

-

I

I

____ IRrGABLE AREA

0 3 4 5

.1 1 L__ .L______J

C*LE OF ILE

CEDAR BLUFF RESERVOIR

t

Wokeney

-I

-1w

R BLUFF

CEDAR BLUFF DAM

SMQKY HILL RI VER -

R24W______ -

R 2W ______ R22W -- CO. us co -

NESS CO. RUSH CO

+

HAYS L

T 14 5

T 155

R 19W ______ - ____

ELLIS

T 135

R2IW R2OW

g .

-J
Space intentionally left blank due to security concerns 

17

___________________

llfftrer, Co/oruo 2/

Figure 3. - Cedar Bluff Reservoir topographic map, No. 372-D-411
Cedar

Bluff

Dam

N

w

1-I

5,/..

Horizontai datum based on North

American Qatum of 1983 Kansas

Coordinate System, North Zone.

Vertical datum based on Bureau of

Reclamation Datum, North American

Datum of 1929.

19

Figure 4. - Cedar Bluff Reservoir topographic map, No. 372-D-412
N

w

11

;, z

s.,.

Horizontal datum based on North

American Datum of t9B3 Kansas

Coordinate System. North Zone.

Vertica' datum based on Bureau of

Reclamation Datum. North American

Datum of 1929.

21

Figure 5. - Cedar Bluff Reservoir topographic map, No. 372-D-413
-

J -

II

N I - w

E

'if!

£' ia

I.: I•

7

G -

I

2

I

- Cedar

I

Cedar

Bluff

State

Park Horizonta] datum based on North

American Datum of 1983 Kansas

Coordinate System, North Zone.

Vertical datum based on Bureau of

Reclamation Datum, North American

Datum of 1929.

0

(

&T NI1

- .7ftILL

F/aaW1sR/ w#Pww

-

BAfWIf5V/I

I I

zaqxr

______-

A3%YED

Trci#mqi v_

Penret, Cti/orqdo ,1tt 10, 1001 J77-0-111

23

Figure 6. - Cedar Bluff Reservoir topographic map, No. 372-D-414
N

S

rt

,a' !

aU.,, i

Horizontai datum based on North

American Datum of 1983 Kansas

Coordinate System, North Zone.

Vertical datum based on Bureau of

Reclamation Datum. North American

Datum of 1929.

25

Figure 7. - Cedar Bluff Reservoir topographic map, No. 372-D-415
- S

I 7 Ate

au, t:

o k y H ii

OOOQ+ ?OOeO+

- -

HoriZontaj datum based on North

American Datum of 1983 Kansas

Coordinate System. North Zone.

Vertical datum based on Bureau of

Reclamation Datum, North American

Datum of 1g29.

WT Ill/I - 7hIll iflS/

P/aUN/S2W/ MS/N flVW- £44

t?

ratxxr

Location

awff__.._ T[1kICAL V,il_._

CE222 4W

Dnr, Co/oru,o At J72-1J-l/6

Figure 8. - Cedar Bluff Reservoir topographic map, No. 372-D-416
Area-Capacity Curves for Cedar Bluff Reservoir

Area (acre)

16600.0 14940.0 13280.0 11620.0 9960.0 8300.0 6640.0 4980.0

2,200.0 - _____ ______

--

2,180.0

2,160.0

0

2,140.0

>

2,120.0

2,100.0

2,080.0

2,060.0

0

3320.0 1660.0 0.0

2,200.0

22

- ----- r

-

/

_

Cap

Area

__

_____ ______ __________ ______ 2000 Survey '

Original Survey

S

74000 148000 222000 296000 370000 444000 518000

Capacity (acre-feet)

2,180.0

2,160.0

2,140.0

2,120.0

2,100.0

2,080.0

-

- 2,060.0

592000 666000 740000