BULLY CREEK RESERVOIR

2000 RESERVOIR SURVEY

g.....FORTHp02.

RRsoUIC

U.S. Department of the Interior

Bureau of Reclamation
REPORT DOCUMENTATION PAGE Form Approved

0MB No. 0704-0188

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

March 2001 Final

_____________________________

4. TITLE AND SUBTITLE 5. FUNDING NUMBERS

Bully Creek 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 D1BR

____________________________

11. SUPPLEMENTARY NOTES

Hard copy available at Bureau ofReclamation Technical Service Center, Denver, Colorado

12a. DISTRIBUTION/AVAILAB1L1TY STATEMENT 12b. DISTRIBUTION CODE

13. ABSTRACT (Maximum 200 words)

The Bureau of Reclamation (Reclamation) surveyed Bully Creek Reservoir in May 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 February of 1963. The underwater survey was conducted near reservoir elevation

2,515 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 determined by aerial data collected near reservoir elevation 2,495. The new topographic

map of Bully Creek Reservoir was developed from the combined 2000 aerial and underwater measured topography.

As of May 2000, at spillway crest water surface elevation (feet) 2,516.0, the surface area was 911 acres with a total capacity of

24,380 acre-feet. Since initial filling in February of 1963, an estimated 7,210 acre-feet of sediment have accumulated in Bully

Creek Reservoir below elevation 2,516.0, resulting in a 22.8 percent loss in reservoir volume. Since 1963, the estimated average

annual rate of reservoir capacity lost to sediment accumulation is 193.6 acre-feet. The sediment values are computed by

comparing the original reservoir capacity with the new computed capacity. A portion of this difference, which is reported as

sediment accumulation, may be due to different methods of the original and 2000 surveys and, or a slight shift in the vertical

datum.

14. SUBJECT TERMS 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. SECURfTY 19. SECURiTY CLASSIFICATION 20. LIM1TATION OF

CLASSIFICATION CLASSIFICATION OF ABSTRACT ABSTRACT

OF REPORT OF THIS PAGE

UL

Ut UL Ut

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

Prescribed by ANSI Std. 239-18

298-102
BULLY CREEK RESERVOIR

2000 RESERVOIR SURVEY

by

Ronald L. Ferrari

Sedimentation and River Hydraulics Group

Water Resources Services

Technical Service Center

Denver, Colorado

July 2001
ACKNOWLEDGMENTS

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

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

published this report. 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 area-capacity

tables. Sharon Nuanes of the TSC completed the final map development.

Kent Collins of the 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 enviromnentally 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.

11
CONTENTS

.............................................................

.........................................

...............................................

.................................................

..................................................

.......................................................

.....................................................

...........................................

.......................................................

......................................................

......................................................................

............................................

...................................

...................................

................................................

............................................

............................................

..........................

..........................

..................................................

Page

Introduction 1

Summary and Conclusions 1

Reservoir Operations 2

Hydrographic Survey Equipment and Method 3

GPS Technology and Equipment 3

Survey Method and Equipment 5

Bully Creek Reservoir Datum 6

Reservoir Area and Capacity 6

Topography Development 6

Development of 2000 Contour Areas 7

2000 Storage Capacity 7

Reservoir Sediment Analyses 8

References 10

TABLES

Table

1 Surface area comparisons by survey 7

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

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

3 Summary of 2000 survey results 13

FIGURES

Figure

1 Bully Creek Reservoir location map 14

2 Bully Creek Dam, plan and sections 15

3 Bully Creek Reservoir topographic map, No. 126-D-548 17

4 Bully Creek Reservoir topographic map, No. 126-D -549 19

5 2000 area and capacity curves 21

111

INTRODUCTION

Bully Creek Reservoir and dam are located in Malheur County on Bully Creek about 9 miles

northwest of Vale in east-central Oregon (fig. 1). Bully Creek Reservoir is one of three storage

features of the Vale Project with the other two being Beulah and Warm Springs Reservoirs. Bully

Creek Reservoir's water supply is from Bully Creek along with diverted Maiheur River water.

Bully Creek Dam was constructed from 1962 through 1963 with first storage on February 1 of 1963.

The dam is a zoned earthfill embankment structure whose dimensions are (fig. 2):

Hydraulic height1 99 feet2

Top width 30 feet

Crest elevation 2,529.0 feet

Structural height 110 feet

Crest length 3,070 feet

The drainage area above Bully Creek Dam is 547 square miles and all is considered sediment

contributing. Additional water is diverted from the Malheur River. Bully Creek Reservoir has an

average width of 0.47 miles with a length of around 3.4 miles.

The spillway is located on the right abutment and includes a uncontrolled 70-foot wide overflow

crest with an elevation of 2,516.0 and ten 48- by 48-inch sluice gates. The gates allow controlled

spillway releases to be made when the reservoir is above the crest elevation of these outlets which

is 2,494.0. The spillway provides a maximum discharge of 10,200 cubic feet per second (cfs) at

maximum reservoir elevation 2,523.0 with flow through all gates and over the spillway crest.

The outlet work is a concrete conduit located in the left abutment leading to a gate chamber where

the inlet splits into a canal outlet and the Bully Creek dam outlet. At reservoir elevation 2,516.0, the

maximum discharge capacity of the canal outlet works is 270 cfs and for the Bully Creek outlet

works it is 415 cfs. These outlets are generally limited to 60 cfs and 110 cfs respectively to avoid

downstream damage.

SUMMARY AND CONCLUSIONS

This Reclamation report presents the 2000 results of the survey of Bully Creek 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

1The 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 2.41 feet lower than North American Vertical Datum of

1988.

1
A static global positioning system (GPS) control survey was conducted to establish horizontal and

vertical control points around the reservoir for the underwater and aerial surveys that were conducted

in 2000. The horizontal control was established in Oregon south state plane coordinates in the North

American Datum of 1983 (NAD83), international feet. The vertical control forthe established points

was in the North American Vertical Datum of 1988 (NAVD88) and the Reclamation project

constmction datum. The survey found that for the established control points the average elevations

in NAVD88 were around 2.41 feet higher than the Reclamation project construction datum. All

elevations in this report are referenced to the Reclamation project datum.

The underwater survey was conducted in May of 2000 around reservoir water surface elevation

2,515 and the aerial survey was flown in fall of 2000 around reservoir water surface elevation 2,495.

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 Bully Creek Reservoir. The positioning system provided

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

elevations recorded by 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 new Bully Creek Reservoir topographic maps are a combination of the aerial and underwater

survey data with the developed aerial contours being used for elevation 2495.0 and above. 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 thatuses measured contour surface areas and a curve-fitting technique to compute

area and capacity at prescribed elevation increments (Bureau of Reclamation, 1985).

Tables 2 and 3 contain a summary of the Bully Creek Reservoir sedimentation and watershed

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

capacity of 24,380 acre-feet and a surface area of 911 acres at reservoir elevation 2,516.0. Since

closure on February 1963, the reservoir had an estimated volume change of 7,210 acre-feet below

reservoir elevation 2,516.0. This volume represents a 22.8 percent loss in total capacity and an

average annual loss of 193.6 acre-feet per year.

RESERVOIR OPERATIONS

Bully Creek Dam operates in conjunction with several other reservoirs of the Vale Project to provide

irrigation water. The May 2000 area-capacity tables show 31,236 acre-feet of total storage below

elevation 2,523.0. The 2000 survey measured a minimum elevation of 2,440.4. The following

values are from the May 2000 area-capacity tables:

• 6,856 acre-feet of surcharge storage between elevation 2,516.0 and 2,523.0.

• 23,676 acre-feet ofjoint use storage between elevation 2,456.58 and 2,516.0.

• 704 acre-feet of dead storage below elevation 2,456.58.

2
The Bully Creek Reservoir inflow and end-of-month stage records in table 2, operation period

February 1963 through May 2000, show the inflow and annual fluctuation since dam closure. The

estimated average inflow into the reservoir for this operation period was 182,855 acre-feet per year.

Since initial filling, the extreme storage fluctuations of Bully Creek Reservoir ranged from elevation

2,417.2 in 1964 and a maximum recorded elevation of 2,518.9 in 1978.

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 UPS receiver with an external radio and an omnidirectional

antenna. The UPS 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 Bully Creek Reservoirwas 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.

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, determining 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

3
a radio signal takes to reach the receiver from the satellite. To calculate the receiver's position on

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

signals to the GPS 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) (HDOP). The components are based only on the geometry of the

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

Bully Creek 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 asingle 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

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.

4
For the Bully Creek 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 compared to positional accuracies of ±100 meters

with a single receiver.

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

Kinematic (RTK) GPS. The major benefit of RTK versus DGPS is that 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

ofWGS-84 which the hydrographic collection software converted into Oregon's NAD83 state plane

south zone coordinate system, international feet. The system employs two receivers, like with

DGPS, that collect additional satellite datathat allows on-the-fly centimeter accuracy measurements.

Survey Method and Equipment

The Bully Creek Reservoir hydrographic survey collection was conducted from May 16 through

May 18, 2000 at around water surface elevation 2,515 (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

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

somewhat in a perpendicular direction to the center line of the reservoir at 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,

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

collection system via a RS-232 port. The depth sounder also produced 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.

5
Bully Creek Reservoir Datums

Prior to the aerial survey, a contract static global positioning system (GPS) control survey was

conducted to establish horizontal and vertical control points around the reservoir. The horizontal

control was established in Oregon state plane (south zone) coordinates in NAD83, international feet.

The vertical controls for the established points were in NAVD88. The survey found that for the

established points the average elevations in NAVD88 were around 2.41 feet higher than the

Reclamation's project datum. The project datum elevation of the spillway overflow crest is 2,516.0

and all calculations and elevations in this report are based on the Reclamation project datum.

RESERVOIR AREA AND CAPACITY

Topography Development

Using ARC/INFO the topography of Bully Creek Reservoir was developed from the combined 2000

aerial and underwater survey data. ARC/INFO is a software package for development and analysis

of geographic information system (GIS) layers and development of interactive GIS applications

(ESRI, 1992). GIS technology provides a means of organizing and interpreting large data sets.

The 5-foot reservoir contours for elevation 2,495.0 through 2,530.0 were provided by the aerial

contractor as a data exchange format (DXF) file. The underwater contours of the reservoir were

developed by using the elevation 2,515.0 contour as a boundary around the edge of the underwater

data set. This polygon enclosed the data set, was assigned an elevation of 2,515.0, and was used to

perform a clip such that interpolation was not allowed to occur outside of this boundary. This clip

was performed using the hardclip option of the ARC/INFO CREATETIN command.

Contours for the reservoir below elevation 2,515.0 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 Bully Creek Reservoir TIN. In addition, the contours were generalized by

eliminating certain 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 Bully Creek

Reservoir since the areas were calculated from the developed TIN. The areas of the enclosed contour

6
polygons developed from the aerial survey data were completed for elevations 2495.0 through

elevation 2,530.0.

The map features such as the dam, roads and the contours, from elevation 2,495.0 and above, were

imported from the aerial data. The contours from elevations 2,490.0 and below were developed and

imported from the underwater data. The contour topography at 5-foot intervals are presented on

figures 3 and 4 (drawing number 126-D-548 and 126-D549).

Development of 2000 Contour Areas

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

elevation 2,441.0 to 2,510.0, using the Bully Creek Reservoir TIN discussed above. The 2000

survey measured the minimum reservoir elevation at 2,440.4 feet. These calculations were

performed using the ARC/INFO VOLUME command. This command computes areas at userspecified elevations directly from the TIN and takes into consideration all regions of equal elevation.

The enclosed surface areas for the 5-foot reservoir contour increments of elevation 2,495.0 through

2,530.0 were measured from the provided DXF aerial contour files developed by the aerial

contractor. The following table provides a comparison of the measured surface areas for the original

and the 2000 underwater and aerial surveys. The table shows a very good comparison between the

2000 aerial and underwater surveys. The table shows the significant measured difference between

the original and 2000 survey results.

Table 1

Surface Area Comparisons by Survey

Elevation

(feet)

Original Survey

(acre-feet)

2000 Underwater

(acre-feet)

2000 Aerial Survey

(acre-feet)

2495 637 467.6 466.8

2500 733 551.2 557.7

2505 817 649.8 635,2

2510 887 742.3 767.0

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). Surface areas at 5-foot

contour intervals from reservoir elevation 2,440.0 to elevation 2,490.0 from the underwater survey

results and from elevation 2495.0 to elevation 2530.0 from the aerial survey results were used as the

control parameters for computing the Bully Creek Reservoir capacity. The program can compute

an area and capacity at elevation increments 0.01- to 1.0-foot by linear interpolation between the

7
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 0.000001 for Bully Creek 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 Bully Creek Reservoir area and capacity computations are listed in table 2 and

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

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 ACAP85 program is included with these tables. Both

the original and 2000 area-capacity curves are plotted on figure 5. As of May 2000, at elevation

2,523.0, the surface area was 1,032 acres with a total capacity of 3 1,236 acre-feet.

RESERVOIR SEDIMENT ANALYSES

The area curve plot on figure 5 and table 3 provides a comparison of the measured surface areas for

the original and 2000 survey results. They show a significant change since dam closure in 1963.

The table 1 comparison of the 2000 underwater and aerial survey results, which were computed

independently of each other, illustrates that the same vertical datum was used for both surveys. It

is assumed that the original survey is also tied to the same vertical datum since the 2000 control

survey tied the vertical datum to the spiliway overflow crest elevation of 2,516.0 as specified on the

Reclamation Drawing Number 1 26-D-405.

The 2000 aerial mapping features such as the roads, dam, and contour lines where plotted and laid

over the original and USGS quad of the reservoir area. The mapping features on all maps appeared

to line up with the only significant change being the contour lines of the 2000 aerial data not

extending as far upstream as the contours on the quail of the reservoir. This would indicate a large

sediment delta forming in the upper portion of the reservoir. The hydrographic survey crew was in

the area when the reservoir was nearly full so didn't observe this, but others in the area during low

reservoir content observed the sediment buildup in the upper portion of the reservoir.

8
The original 100 year sediment inflow estimate, used during the design of Bully Creek Reservoir,

was 8,000 acre-feet, or a 25.3 percent decrease in original capacity. This computes to an average

annual rate of capacity loss of 80.0 acre-feet compared to the 2000 survey computed results of 193.6

acre-feet per year. The 2000 survey computed a very high sediment inflow, but it is computed by

comparing the 2000 measured results with the original survey results. A portion of this difference

can be attributed to the different methods of measurement and resulting accuracies between the two

surveys. A resurvey of Bully Reservoir should be considered in the future if major sediment inflow

events are observed and if the average annual rate of sediment accumulation needs to be further

clarified.

Figure 5 is a plot of Bully Creek Reservoir's original area data versus the 2000 measured areas. This

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

closure in February 1963, the measured total volume change at reservoir elevation 2,516 was

estimated to be 7,210 acre-feet. The estimated average annual rate of capacity lost for this time

period (37.2 years) was 193.6 acre-feet per year. The storage loss in terms of percent of original

storage capacity was 22.8 percent. Tables 2 and 3 contain the Bully Creek Reservoir sediment

accumulation and water storage data based on the 2000 resurvey.

9
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 Procedures for

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

Denver, CO.

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

Denver CO.

Bureau of Reclamation, May 2000. Denver Office, Bully Creek Reservoir Area and Capacity

Tables, Vale Project, Pacific Northwest Region, Boise, ID.

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

1003(FR), Department of the Army, Washington DC

(www.usace.anny.mil/inetlusace. docs/eng-manuals/em.htm).

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

10
RESERVOIR SEDIMENT

DATA SIJMIVIARY Bully Creek Reservoir

NAME OF RESERVOIR 1

DATA SHEET NO.

D 1. OWNER Bureau of Reclamation 2. STREAM Bully Creek 3. STATE Oregon

A 4. SEC. 12 TWP. 18 5 RANGE 43 C 5. NEAREST P.O. Vale 6. COUNTY Malheur

M 7. LAT 44° 00' 55" LONG 117° 23' 45" 8. TOP OF DAM ELEVATION 2529.0 9. SPILLWAY CREST EL 2494.0'

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

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

s BEGAN

E

R a. SURCHARGE 2523.0 7,300 38,950

V b. FLOOD CONTROL

- 2/63 o

I

c. POWER

____________________

R d. JOINT USE 2516.0 983 30,000 31,650 16. DATE

e. CONSERVATION OPERATION

f. INACTIVE

_________________

BEGN

g. DEAD 2456.58 137 1,650 1,650 2/63

17. LENGTH OF RESERVOIR 3.4 MILES AVG. WIDTH OF RESERVOIR 0.47 MILES

B 18. TOTAL DRAINAGE AREA 547 SQUARE MILES 22. MEAN ANNUAL PRECIPITATION 9.1 2 INCHES

19. NET SEDIMENT CONTRIBUTING AREA 547 SQUARE MILES 23. MEAN ANNUAL RUNOFF 9.27 INCHES

i 20. LENGTH MILES AV. WIDTH MILES 24. MEAN ANNUAL RUNOFF 270, 490 ACRE-FEET

N 21. MP.X. ELEVATION MIN. ELEVATION 25. ANNUAL TEMP. MEAN 52°F RANGE -27°F to 106°F2

5 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

V 2/63 Contour (D) 5-ft 983 31,59D .12

D 5/00 37.2 37.2 Contour (D) 5-ft 9116 24,3806 .09

A

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

T

A

SURVEY ANNUAL

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

5/00 182,855 270,490 6,811,350 182,855 6,811,350

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

SURVEY

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

5/00 721O 193.6 0.354 7210 193.6 0.354

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

SURVEY WT. (#/FT3)

________________

a. PERIOD

_______________

b. TOTAL TO

_____________

a. AV.

____________________

b. TOTAL TO

_______

a.

_______

b.

5/00 O.613 22.8

26.

DATE

43. DEPTH DESIGNATION RANGE BY RESERVOIR ELEVATION

OF

SURVEY

2460-

2425

2470-

2460

2480-

2470

2-490-

2480

2500-

2490

2510-

2500

2516-

2510

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN DEPTH DESIGNATION

5/00 11.7 7.2 8.8 17.1 24.3 22.9 8.0

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

DATE

SURVEY

0-10 10-

20

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

11
45. RANGE IN RESERVOIR OPERATION7

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

1963 2,491.2 2,452.2 32,720

1964 2,505.7 2,417.2 111,050 1965 2,515.3 2,476.0 253,410

1966 2,509.1 2,464.0 166,370 1967 2,513.5 2,463.1 169,500

1968 2,510.2 2,478.3 168,040 1969 2,516.0 2,477.4 184,780

1970 2,515.5 2,483.4 228,580 1971 2,515.9 2,498.8 220,460

1972 2,513.4 2,481.4 163,060 1973 2,506.1 2,479.2 113,060

1974 2,516.0 2,488.1 205,950 1975 2,516.0 2,489.4 213,610

1976 2,512.5 2,498.1 188,960 1977 2,499.4 2,486.5 105,000

1978 2,518.9 2,461.0 183,050 1979 2,516.2 2,487.5 183,720

1980 2,514.4 2,504.2 221,990 1981 2,515.4 2,487.8 225,980

1982 2,516.8 2,486.5 256,000 1983 2,516.8 2,500.1 270,490

1984 2,516.3 2,494.1 243,930 1985 2,516.2 2,484.2 212,580

1986 2,516.0 2,480.8 195,110 1987 2,510.1 2,458.1 152,430

1988 2,497.1 2,458.5 52,960 1989 2,516.8 2,458.7 164,590

1990 2,500.1 2,458.7 105,630 1991 2,489.3 2,458.4 52,930

1992 2,496.6 2,458.8 61,230 1993 2,517.5 2,458.9 180,990

1994 2,507.0 2,458.8 154,430 1995 2,517.0 2,458.8 211,420

1996 2,516.4 2,493.3 237,570 1997 2,515.6 2,492.1 237,960

1998 2,517.2 2,491.1 251,390 1999 2,516.5 2,497.7 260,840

2000 2.16.3 2.496.4 7Q.33Q

46. ELEVATION - AREA - CAPACITY DATA POR 2000 CPI&°

ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY

2440.4 0 0 2445 15.0 38 2450 51.6 204

2455 89.3 556 2460 117.2 1,073 2465 141.0 1,718

2470 191.0 2,548 2475 244.1 3,636 2480 279.8 4,946

2485 319.9 6,445 2490 375.4 8,183 2495 466.8 10,289

2500 557.7 12,850 2505 635.2 15,832 2510 767.0 19,338

2515 889.9 23, 480 2516 911 24, 380 2520 995.7 28,194

2523 1,032 31,236 2525 1, 056.9 33,325 2530 1,116.9 38,759

47. REMARKS AND REFERENCES

Top of sluice gates, elevation 2,516.0.

2 Bureau of Reclamation Project Data Book, 1981.

Calcula ted using mean annual runoff value of 270,490 A F, item 24, 2/63-5/00.

Computed annual inflows from 2/63 through 5/00.

Original surface area and capacity at el. 2,516.0. Fo r sediment computation purposes the original capacity was

recomputed by the Reclamation ACAP program using the original surface areas.

6 Surface area & capacity at el. 2,516.0 computed by ACAP program.

Inflow values in acre-feet and maximum and minimum elevations in feet by water year from 2/63 through 5/00. Some

months of missing records. Elevation data for 1963 t hrough 1970 from USGS water records .

Computed sediment volume at elevation 2516.0.

Storage losses at elevation 2516.0.

10 Capacities computed by Reclamation's ACAP computer program. At elevation 2,456.58 )dead capacity elevation) the

calcul ated surface areas was 98 acres with a capacity of 704 acre-feet.

48. AGENCY MAKING SURVEY Bureau of Reclamation

49. AGENCY SUPPLYING DATA Bureau of Reclamation DATE March 2001

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

12
1 _ f2 3 4 5 6 7 8 -

2000 2000 Percent of

Elevations Origina1 Original 2000 2000 Sediment Percent of Reservoir

fee1J

2 530 0

Survey

acre

- -

Capacity

crefeet)

Survey__

cresJ

1117

___ Survey

acrefeet)

38759

Volume

acrefe4

Sediment

I 4

Depth

2,525.0 1057 33325

2,523.0 _____

1032 31236 100.0

2,520.0 1033.0 35623 995.7 28194 96.9

2,516.0 983.0 31590 911.0 24380 7210 100.0 92.9

2,515.0 971.0 30613 889.9 23480 1133 98.9 91.8

2,510.0 887.0 25968 767.0 19338 6630 92.0 86.7

2,505.0 817.0 21708 635.2 15832 5876 81.5 81.6

2,500.0 733.0 1 557.7 69

2,495.0 637.0 14408 466.8 10289 4119 57.1 71.4

2,490.0 560.0 11415 375.4 8183 3232 44.8 66.3

_____

2,485.0 440.0 8915 319.9 6445 2470 34.3 61.2

2,480.0 350.0 6940 279.8 4946 1994 27.7 56.1

2,475.0 310.0 5290 244.1 3636 1654 22.9 51.0

2,470.0 243.0 3908 191.0 2548 1360 18.9 45.9

_____

2,465.0 200.0 2800 141.0 1718 1082 15.0 40.8

2,460.0 152.0 1920 117.2 1073 847 11.7 35.7

2,456.6 137.0 1439 98.0 704 735 10.2 32.2

2,455.0 130.0 1215 89.3 556 659 9.1 30.6

2,450.0 100.0 640 51.6 204 436 6.0 25.5

2,445.0 41.0 288 15.0 38 250 3.5 20.4

2,440.0 20.0 135 0.0 0 135 1.9 15.3

2,435.0 14.0 50 50 0.7 10.2

2,430.0 3.0 8 8 0.1 5.1

2,425.0 0.0 0 0 0.0 0.0

1 Elevation of reservoir water surface.

2 gimaireservoirsceareaJ

3 Original reservoir capacity recomputed using ACAP.

4 Reservoir surface area from 2000 survey.

________ _____

Reservoir capacity computed using ACAP, from 2000 measured surface areas.

6 Measured sediment_volume.'_column(3)-columnT[

7 Measured sediment expressed in percentage of total sediment 7,210 at el. 2,516.0.

8

_ -

Depth of reservoir expressed in percentage of total depth of 95 feet.

Table 3. - Summary of 2000 survey results

13
H

ii

cJ

R.40E. R 4E A.42E. R.43E.

N

T

R33E R. 34£. P.35 £. R.3$ E. N. 31£, P. 3e E. P.39 £.

I WILLOW CREEK

IRESERVOIR

4---

-/

-i_i----

/

s.

- - - ____ ____ ____ __4 P45E.. 

T. /

• Jomieson

t ,. ..•'I

BULLY CREEK

.. '._ DAM AND H 

____ • - -

-. -. ______ ____ ____ ____

RESERVOIR :1 - 

0

Bul

CfI

0 

-/ _____ BULLY CREEK ./

/VALE

/ BEULAN

FEEDER CANAL

RESERI'VIR DAM Luttla ,

-

0 BeuIoh -

- . : Volley - ____ _

: - HARPER DIVERSION DAM __LJ

WARM $PRINGS.T

0

_DAM AND RESERVOIR L.. - ____ __________

RIvsrsld.

I!

. 

ii

____

1Hi

IRRIGABLE AREA
Space intentionally left blank due to security concerns 

Horizontal datum based on Oregon's

State Plane Coorthnate Systeni,

South Zone (NAOB3)

Vertical datum based on Bureau of

Reclamation Project Datum with

published elevation 2,516.0 feet

for sil1way overflow crest.

Pro)ect datum around 2.41 feet

less then North American Vertical

Datum of 19B8.

17

Figure 3. - Bully Creek Reservoir topographic map. No. 126-D-548.
9
Area-Capacity Curves for Bully Creek Reservoir

Area (acre)

M

1120 960 800 640 480 320 160 0

2,515.0 -__________ -- 2,515.0

2,490.0 -. II -- 2,490.0

2, 485. 0 ---------- - - ______- 2 485 0

V

___________ ____- 'S - , .

2 480 0

- --- --

, .

_

--- 2 480 0

LU 2,475.0

_

-- /

/

_

- - - -

i-_-- ----------

__

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

- ,-

______________

555

----

Area

, .

2,475.0

2,470.0 -___________ -______________ -______ ___________- 2,470.0

2 465 0

/ --

- -------

Capacity

- -- - - - -

______

------

____

-----

__________

_____________

____

_____

, . - 2 465 0

/ . - - -- - -- -- -- -- --1 --

, .

2,460.0

-/--------------- - _______________ _________-

------------ 2,460.0

2 455 0 , .

_ _ 2,455. 0

2 ,450. 0 -______ - 2 ,450. 0

2 ,445. 0 - - ------ _____ ______________ -

-

2 ,445. 0

1

2 , 440. 0 2000 Survey --

_---- 2 ,440. 0

2 ,435. 0 2435 0

1

OrginaI Survey .

0 5000 10000 15000 20000 25000 30000 35000

Capacity (acre-feet)

Figure 5. - 2000 area and capacity curves