BEULAH RESERVOIR

2000 RESERVOIR SURVEY

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. FUNDINGNUMBERS

Beulah Reservoir PR

2000 Reservoir Survey

6. AUTHOR(S)

Ronald L. Ferrari

_______________________

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

REPORT NUMBER

Bureau of Reclamation, Technical Service Center, Denver CO 8 0225-0007

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 (Ivkzximwn 200 words)

The Bureau ofReclamation (Reclamation) surveyed Beulah Reservoir in 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 December of 1935. The underwater survey was conducted in May of 2000 near

reservoir elevation 3338 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 in the fall of 2000 near

reservoir elevation 3,305. The new topographic map of Beulah Reservoir was developed from the combined aerial and

underwater measured topography.

As of May 2000, at top of spillway crest gate water surface elevation (feet) 3,340, the surface area was 1,913.1 acres with a total

capacity of 59,212 acre-feet. Since initial filling in December of 1935, about 713 acre-feet of sediment have accumulated in

Beulah Reservoir below elevation 3,340.0, resulting in a 1.19 percent loss in reservoir volume. Since 1935, the estimated average

annual rate of reservoir capacity lost to sediment accumulation is 11.05 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. LIMITATION 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
BEULAH RESERVOIR

2000 RESERVOIR SURVEY

by

Ronald L. Ferrari

Sedimentation and River Hydraulics Group

Water Resources Services

Technical Service Center

Denver, Colorado

March 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 Coffins 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.

Cassie Klumpp 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.

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

Beulah Reservoir Datum 6

Reservoir Area and Capacity 5

Topography Development 6

Development of 2000 Contour Areas 8

2000 Storage Capacity 9

Reservoir Sediment Analyses 9

References 11

TABLES

Table

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

1 Reservoir sediment data summary (page 2 of 2) 13

2 Summary of 2000 survey results 14

FIGURES

Figure

1 Beulah Reservoir location map 15

2 Beulah Dam, plan and section 16

3 Beulah Reservoir topographic map, No. l26-D-546 17

4 Beulah Reservoir topographic map, No. 126-D-547 19

5 2000 area and capacity curves 23

111

INTRODUCTION

Beulah Reservoir and dam (Agency Valley Dam) are located in Malheur County on the north fork

of the Malheur River about 15 miles north of Juntura in southeastern Oregon (fig. 1). Beulah

Reservoir is one of three storage features of the Vale Project with the other two being Bully Creek

and Warm Springs Reservoirs. The dam and reservoirs are operated and maintained by the Vale

Irrigation District.

Agency Valley Dam was completed in 1935 and is a rolled, zoned earth and rockfill embankment

structure whose dimensions are (fig. 2):

Hydraulic height' 89 feet2

Top width 35 feet

Crest elevation 3,348.0 feet

Structural height 110 feet

Crest length 1,867 feet

The spiliway is located in the right abutment of the dam and consists of an inlet channel, three 18-

by 17-foot radial gates, a chute, a stilling basin, and a discharge channel. The spillway crest is at

elevation 3,323.0. The top of the spiliway gate is at elevation 3,340.0. The spiliway provides a

discharge of 10,300 cubic feet per second (cfs) at reservoir elevation 3,343.3.

The outlet works is located through the right abutment of the dam and discharges into the spillway

stilling basin. The discharge capacity of the outlet works is 600 cfs at reservoir elevation 3,340.0.

All of the 440 square mile drainage area upstream from Agency Valley Dam is considered to

contribute sediment to the reservoir. Beulah Reservoir has an average width of 1.2 miles with a

length of around 2.5 miles.

SUMMARY AND CONCLUSIONS

This Reclamation report presents the 2000 results of the survey of Beulah 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 global positioning system (UPS) control survey was conducted to establish horizontal and

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

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 11.1 feet lower than North American Vertical Datum of

1988.

:1-
in 2000. The horizontal control was established in Oregon's south state plane coordinates in the

North American Datum of 1983 (NAD83) and International Feet. The vertical control for the

established points was in the North American Vertical Datum of 1988 (NAVD88) and the

Reclamation project construction datum. The survey found that for the established points the

average elevations in NAVD88 were around 11.1 feet higher than the Reclamation project

construction datum. All elevations in this report are reference to the Reclamation project datum.

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

3,338 and the aerial survey was flown in the fall of 2000 around reservoir water surface elevation

3,305. 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 Beulah 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 developed aerial contours are also tied to the Reclamation vertical datum.

The new Beulah Reservoir topographic maps are a combination of the aerial and underwater survey

datawith the developed aerial contours being used for elevation 3305 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 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 summaiy of the Beulah Reservoir sedimentation and watershed

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

capacity of 59,212 acre-feet and a surface area of 1,913.1 acres at reservoir elevation 3,340.0. Since

closure in December of 1935, the reservoir had an estimated volume change of 713 acre-feet below

reservoir elevation 3,340.0. This volume represents a 1.19 percent loss in total capacity and an

average annual loss of 11.05 acre-feet per year.

RESERVOIR OPERATIONS

Agency Valley Dam operates in conjunction with several other reservoirs of the Vale Project to

provide flood control and irrigation water for the Vale and Beulah Irrigation Districts. The May

2000 area-capacity tables show 65,665 acre-feetof total storage below the maximum water surface

elevation 3,343.3. The 2000 survey measured a minimum elevation of 3,266.2. The following

values are from the May 2000 area-capacity tables:

• 6,453 acre-feet of joint use between elevation 3,340.0 and 3,343.3.

• 59,212 acre-feet of active conservation storage between elevation 3,266.2 and 3,340.0.

• 0 acre-feet of dead storage below elevation 3,266.2.

2
The Beulah Reservoir inflow and end-of-month stage records in table 1, operation period 1935

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

average inflow into the reservoir for this operation period was 105,892 acre-feet per year. Since

1961 (J)eriod of data readily available), the extreme storage fluctuations ofBeulah Reservoir ranged

from an elevation of 3,263 in 1990 to the maximUm recorded elevation of 3,340.8 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 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 Beulah 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 NAVSTARsystem'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

Beulah 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 ofup 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 collect is to resolve or cancel the inherent errors of GPS is called differential GPS

(DGPS). DGPS are 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.

For the Beulah 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

4
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 sub-meter

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 in 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. The system employs two receivers, like with DGPS, that collects

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

Survey Method and Equipment

The Beulah Reservoir hydrographic survey collection was conducted on May 19 and May20 of 2000

near water surface elevation 3,338.2 (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 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.

Beulah 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 in International

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

5
for the established points the average elevations in NAVD88 were around 11.1 feet higher than the

Reclamation project datum. The project datum elevation of the spiliway overflow crest is 3,323.0.

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

contract survey determined the following coordinates for the NGS point marked WC 568 that is

located on the left abutment alignment of Agency Valley Dam.

North 826,151.000

East 5,540,339.767

NAVD88 Elevation 3,401.74

Project Elevation 3,390.63

RESERVOIR AREA AND CAPACITY

Topography Development

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

aerial and underwater 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 3,305.0 through 3,365.0 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 3,330.0 contour as a boundary around the edge of the underwater

data set. This polygon that enclosed the data set was assigned an elevation of 3,330.0 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 3,330.0 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 Beulah Reservoir TIN. In addition, the contours were generalized by weeding out

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 Beulah Reservoir since the areas were

6
calculated from the developed TIN. The areas of the enclosed contour polygons developed from the

aerial survey data were completed for elevations 3,305.0 through elevation 3,365.0.

The mapping features such as the dam, roads and the contours, from elevation 3305.0 and above,

were imported from the aerial data. The contours from elevations 3300.0 and below were developed

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

figures 3 and 4 (drawing numbers 126-D-546 and 126-D-547).

Development of 2000 Contour Areas

The 2000 contour surface areas for Beulah Reservoir were computed at 5-foot increments from

elevation 3,270.0 to 3,365.0. The underwater TIN areas, as discussed above, were used for elevation

3,270.0 through 3,300.0. The 2000 underwater survey measured the minimum reservoir elevation

at 3,266.2. These calculations were performed using the area option of 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. The aerial survey data mapped the surface

areas for the 5-foot reservoir contour increments of elevation 3,305.0 through 3,365.0. These

coverages were imported into ARC/iNFO for the purpose of computing the closed contour areas and

for final map development.

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 minimum reservoir elevation 3,266.2 to elevation 3,365.0 were used as the

control parameters for computing the Beulah Reservoir capacity. The program can compute an area

and capacity at elevation increments 0.01- 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

0.000001 for Beulah 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 Beulah 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

7
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

3,340.0, the surface area was 1,913.1 acres with a total capacity of 59,212 acre-feet.

RESERVOIR SEDIMENT ANALYSES

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

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

Dam closure in December 1935, the measured total volume change at reservoir elevation 3,340 was

estimated to be 713 acre-feet. The estimated average annual rate of capacity lost for this time period

(64.5 years) was 11.05 acre-feet per year. The storage loss in terms of percent of original storage

capacity was 1.19 percent. Tables 1 and 2 contain the Beulah Reservoir sediment accumulation and

water storage data based on the 2000 resurvey.

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

4,380 acre-feet, or a 7.3 percent decrease in original capacity. This computes to an average annual

rate of capacity loss of 43.8 acre-feet compared to the 2000 survey results of 11.05 acre-feet. The

2000 survey computed a very low 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 measurements. A resurvey ofBeulah 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.

8
REFERENCES

American Society of Civil Engineers, 1962. Nomenclaturefor 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 Small Dams, U.S. Government Printing Office,

Denver CO.

Bureau of Reclamation, May 2000. Denver Office, Beulali 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. army.millinetlusace.docs/eng-manuals/em.htm).

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

9

RESERVOIR SEDIMENT

DATA SUMIVIARY Eeulah Reservoir

NAME OF RESERVOIR 1

DATA SHEET NO.

D 1. OWNER Bureau of Reclamation 2. STREAM MaLheur River J

3. STATE Oregon

A 4. SEC. 15 TWP. 19 S RANGE 37 E 5. NEAREST P.O. Juntura 6. COUNTY Maiheur

M 7. LAT 43° 54' 41" LONG 118° 09' 25" 8. TOP OF DAM ELEVATION 3348.0 _[9. SPILLWAY CREST EL 3223.O

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

a. SURCHARGE 3343.3 6,100 66,000

V b. FLOOD CONTROL

0 12/35

i

c. POWER

R d. JOINT USE 3340.0 1,912 59,900 59,900 16. DATE

ONS VAT ON NORMAL

OPERATION

f. INACTIVE BEGAN

g. DEAD 3263.21 0 0 12/35

17. LENGTH OF RESERVOIR 2.46 MILES AVG. WIDTH OF RESERVOIR 1.2 MILES

B 18. TOTAL DRAINAGE AREA 440 SQUARE MILES 22. MEAN ANNUAL PRECIPITATION 9.1 2 INCHES

19. NET SEDIMENT CONTRIBUTING AREA 440 SQUARE MILES 23. MEAN ANNUAL RUNOFF 4•53INCHES

i 20. LENGTH MILES AV. WIDTH MILES 24. MEAN ANNUAL RUNOFF 105, 892k ACRE-FEET

N 21. MAX. ELEVATION HIN. ELEVATION 25. ANNUAL TEMP. MEAN 52°F RANGE -27°F to 106°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

12/35 Contour (D) 5-ft 1912 59,925 .57

D 5/00 64.5 64.5 Contour (D) 5-ft 1913.16 59,2126 .56

A

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

T

A

SURVEY ANNUAL

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

5/00 105, 892 231, 010 6,830,030 105,892 6,830,030

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.-YR.

5/00 7138 11.05 0.025 713 11.05 0.025

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

SURVEY WT. (#/FT) ______________________________

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

5/00 .0184 1.19

26.

DATE

43. DEPTH DESIGNATION RANGE BY RESERVOIR ELEVATION

OF

SURVEY

3260-

3285

3285-

3290

3290-

3300

3300-

3305

3305-

3310

3310-

3315

3315-

3320

3320-

3325

3325-

3330

3330-

3335

3335-

3340

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN DEPTH DESIGNATION

5/00 19.2 22.9 25.6 -13.6 -5.6 10.1 14.2 12.6 3.4 6.9 4.3

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 1. - Reservoir sediment data summary (page 1 of 2).
45. RANGE IN RESERVOIR OPERATION' _____________ _____________

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

1936 49,300 1937 53,700

1938 138,830 1939 53,500

1940 90,570 1941 138,330

1942 105,600 1943 164,800

1944 55,090 1945 85,890

1946 109,590 1947 ______________

65,630

1948

_____________

87,330 1949 90,600

1950 91,580 1951 ______________

88,870

1952

______________

159,850 1953 133,420

1954 79,760 1955

_______________

55,490

1956 124,330 1957 115,420

1958

______________

180,860 1959 ______________

64,270

1960

______________

85,200 1961 3,329.4 3,263.2 58,490

1962 3,331.5 3,263.2 78,130 1963 3,339.0 3,283.5 94,480

1964 3,333.0 3,300.3 73,800 1965 3,340.2 3,299.2 174,920

1966 3,331.4 3,289.4 61,400 1967 3,338.6 3,330.0 99,990

1968 3,332.3 3,263.2 66,290 1969 3,338.8 3,263.2 121,020

1970 3,340.2 3,292.1 138,930 1971 3,340.1 3,300.2 169,790

1972 3,339.0 3,307.7 114,210 1973 3,331.0 3,272.9 62,510

1974 3,340.0 3,311.8 189,450 1975 3,340.1 3,300.4 145,500

1976 3,333.0 3,298.1 82,650 1977 3,322.7 3,275.1 39,210

1978 3,340.8 3,285.0 106,680 1979 3,338.1 3,286.6 86,050

1980 3,340.0 3,289.1 115,460 1981 3,340.0 3,293.1 76,790

1982 3,340.3 3,309.6 220,670 1983 3,340.3 3,311.2 231,010

1984 3,340.2 3,311.1 200,180 1985 3,340.0 3,311.4 105,010

1986 3,340.1 3,311.0 130,190 1987 3,334.6 3,273.6 56,960

1988 3,319.5 3,263.2 53,570 1989 3,340.0 3,273.0 108,520

1990 3,326.6 3,263.0 45,840 1991 3,318.3 3,272.9 52,960

1992 3,319.1 3,272.8 43,470 1993 3,340.4 3,272.8 157,820

1994 3,331.3 3,273.1 40,550 1995 3,340.4 3,273.1 118,240

1996 3,340.3 3,313.0 122,990 1997 3,340.2 3,312.5 147,930

1998 3,340.0 3,315.5 134,300 1999 3,340.6 3,309.0 143,740

2000 3,339.9 3,314.2 92,520 ___________ ___________

46. ELEVATION - AREA - CAPACITY DATA FOR 2000 PCXTY

_______

°

____ ____________

___________ ___________ ___________

ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY

3266.2

3280

3295

3310

3325

3340

0

156.8

501.9

965.2

1,414.0

1,913.1

0

867

5,648

16,604

34,421

59,212

3270

3285

3300

3315

3330

3343.3

23.3

249.6

635.9

1,113.8

1,578.2

1,998

47

1,883

8,492

21,802

41,902

65,665

3275

3290

3305

3320

3335

74.0

377.2

821.9

1,260.0

1,716.3

290

3,450

12,137

27,736

50,138

47. REMARKS AND REFERENCES

lop of radial gates, elevotion 3340.0.

2 Bureau of Reclamation Prolect Data Book, 1981.

Calculated using mean annual runoff value of 231,010 AF, item 24, 12/36-5/00.

Computed annual inflows from 12/36 through 5/00.

Original surface area end capacity at el. 3,340.0. For sediment computation purposes the

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

Surface area & capacity at ci. 3,340.0 computed by ACAP program.

Inflow values in acre-feet and maximum and minimum elevations in feet by water year from

months of missing records. Elevation data for 1961 through 1970 from USGS water records.

Computed sediment volume at elevation 3340.0.

Storage losses at elevation 3340.0.

10 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

riginal capacity was

12/36 through 5/00. Some

Table 1. - Reservoir sediment data summary (page 2 of 2).
1 2 3 4 5 6 7 8

____________ ____________

2000 2000 Percent of

Elevations Original Original 2000 2000 Sediment Percent of Reservoir

__________

Survey Capacity Survey Survey Volume Sediment Depth

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

3,343.3 _____________

1998 65665

3,340.0 1912.0

_____________

59925 1913.1 59212 713 100.0

_____________

100.0

3,335.0 1730.0 50820 1716.3 50138 682 95.7 93.8

3,330.0 1584.0 42535 1578.2 41902 633 88.8 87.5

3,325.0 1418.0 35030 1414.0 34421 609 85.4 81.3

3,320.0 1292.0 28255 1260.0 27736 519 72.8 75.0

3,315.0 1122.0 22220 1113.8 21802 418 58.6 68.8

3,310.0 986.0 16950 965.2 16604 346 48.5 62.5

3,305.0 785.0 12523 821.9

-

12137 386 54.1 56.3

3,300.0 634.0 8975 635.9 8492 483 67.7 50.0

3,295.0 520.0 6090 501.9 5648 442 62.0 43.8

3,290.0 416.0 3750 377.2 3450 300 42.1 37.5

3,285.0 276.0 2020 249.6 1883 137 19.2 31.3

3,280.0 162.0 925 156.8 867 58 8.1 25.0

3,275.0 83.0 313 74.0 290 23 3.2 18.8

3,270.0 14.0 70 23.3 47 23 3.2 12.5

3,266.2 9.0 27 0.0 0 27 3.8 7.7

3,265.0 7.0 18 18 2.5 6.3

3,260.0 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 Reservoir surface area from 2000 survey.

___________ ___________

5

____________-

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

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

___________

7 Measured sedimsnt expressed in percentag. of total sediment 713 at elevation 3,340.0.

8 Depth of reservoir expressed in percentage of total depth of 80 feet.

Table 2. - Summary of 2000 survey results
ft 33E R34E. R35E

'4

S I

ii\1H

S. R.36 E. R3? E. R. 38 E. ft. 39 E.

LJ ±

I

I 8ELILAFI

S. RESERVIR

_____ IWARM SPRINGS

DAM AND RESERVOIR -

1.

23

S.

24

S.

T.

25

VALLEY

41 E ft 42 E. R43E, N

4

- WILLOW CREEK

RESERVOIR

BULLY CREEK : :1

DAM AND

_____

RESERVOIR

Cr.

' Bull .::::.

BULLY CREEK

FEEDER CANAL

A IN Liii. _--

mort

HARPER DIVERSION

IHHI IRRIGttBLE AREA

R.s.

*sit .r

oPoy sIt.

ScALe ocUit.S

ID 5 10

Figure 1. Beu1ah Reservoir location map.
Space intentionally left blank due to security concerns 

j I I I 3- 3- 3- 3-

I

,1

- Location i

$ooo-+.

I

-

c

-

4' I

U7500+

I

Vertical datum based on Bureau of

N

Reclamation project datum with

published elevation 3323.0 feet

on spiliway overflow crest.

Project datum around ILl feet

W less than NAVDS8. - I Horizontal datum NA083.

qoo± uooo+ Oregon State Plane. South Zone.

S

I

'N,

I

BEbUB 8f5V/9 k*I,: I*W

iW,, ?sIo,W. 4'WIZ av, t2H /7 _______

Figure 3. - Beulah Reservoir toDograDhic man No 1
Locat ion

N

w E

$

1-f

S a

:

Vertical datum based on Bureau of

Reclamation project datum with

published elevation 3323.0 feet

on spillway overflow crest.

Project datum around 11.1 feet

less than NAVD8S.

Horizontal datum NA083.

Oregon State Plane. South Zone.

--

iaw

nw, L?#/4V* 4 I

Fime 4 -

'_ .
•

*

Area-Capacity Curves for Beulah Reservoir

Area (acre)

2100.0 1750.0 1400.0 1050.0 700.0 350.0 0.0

3,340.0

3,335.0

3,330.0

3,325.0

3,320.0

3,315.0

3,310.0

g 3,305.0

3,300.0

Ui

3,295.0

3,290.0

3,285.0

3,280.0

3,275.0

3,270.0

3,265.0

3,260.0

5,4U.U

3,335.0

3,330.0

3,325.0

3,320.0

3,315.0

3,310.0

3,305.0

3,300.0

3,295.0

3,290.0

3,285.0

3,280.0

3,275.0

3,270,0

3,265.0

3,260.0

0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 55000 60000

Capacity (acre-feet)

Figure 5. - 2000 area and capacity curves