KEENE CREEK RESERVOIR

1999 SURVEY

U.S. Department of the Interior

Bureau of Reclamation

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September 2000 Final

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4. TITLE AND SUBTITLE 5. FTJM)INGNUMBERS

Keene Creek Reservoir PR

1999 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 _____________________________

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AGENCY REPORT N1JMBER

Bureau of Reclamation Denver Federal Center, P0 Box 25007,

Denver CO 80225-0007 DIBR

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13. ABSTRACT (Maximum 200 words)

The Bureau of Reclamation (Reclamation) surveyed Keene Creek Reservoir in June 1999 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 1959. 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 measured in 1999 by standard land surveying methods.

Digitized contour lines from the U.S. Geological Survey quadrangle (USGS quad) map of the reservoir area were used to assist in

upper contour development. The new topographic map of Keene Creek Reservoir was developed from the combined 1999

measured topography and the digitized USGS contours.

As of July 1999, at reservoir water surface elevation (feet) 4,407.0, the surface area was 15 acres with a total capacity of 349 acrefeet. Since initial filling in 1959, about 43 acre-feet of sediment have accumulated in Keene Creek Reservoir below elevation

4,407.0, resulting in a 11.0 percent loss in reservoir volume.

14. SUBJECTTERMS 15. NUMBER OF PAGES

reservoir area and capacity! sedimentation! reservoir surveys! sonar! sediment distributionl

contour areal reservoir areal 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 ui

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

Prescribed by ANSI Std. 239-18

298-102
KEENE CREEK RESERVOIR

1999 SURVEY

by

Ronald L. Ferrari

Sedimentation and River Hydraulics Group

Water Resources Services

Technical Service Center

Denver, Colorado

September 2000
ACKNOWLEDGMENTS

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

Hydraulics Group of the Technical Service Center (TSC) prepared

and published this report. Ronald Ferrari and Tim Randle of the TSC

conducted the hydrographic survey. Special thanks to Darren

Knuteson of the Pacific Northwest Region for his assistance during

the bathymetric survey which included locating necessary control and

assembling of the collection system. Also special thanks to Sam

Trachsler of the Columbia Basin Project Office of the Pacific

Northwest Region for his assistance supporting the bathymetric

survey, determining the vertical control, and mapping the above

water area. Ronald Ferrari completed the data processing needed to

generate the new map topology and area-capacity tables. Kent

Collins performed the 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

finns 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

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Page

Introduction 1

Summaiy and Conclusions 2

Hydrographic Survey Equipment and Method 2

GPS Technology and Equipment 3

Survey Method and Equipment 5

Fresno Reservoir Datums 5

Reservoir Area and Capacity 6

Topography Development 6

Development of 1999 Contour Areas 6

1999 Storage Capacity 7

Analyses of Results 7

References 8

TABLES

Table

1 Reservoir sediment data summary (page 1 of 2) 9

I Reservoir sediment data summary (page 2 of 2) 10

2 Summary of 1999 survey results 11

FIGURES

Figure

1 Keene Creek Reservoir location map 12

2 Keene Creek Dam, plan and section 13

3 Keene Creek Reservoir topographic map, No. 415-D -904 14

4 1999 area and capacity curves 16

APPENDIX

Keene Creek Reservoir Area and Capacity Tables

111
INTRODUCTION

Keene Creek Dam that forms Keene Creek Reservoir is one of several facilities constructed by

Reclamation-as part of the Rogue River Basin Project. The dam, located on Keene Creek in Jackson

County, is about 17 miles southeast of Ashland in southwestern Oregon (fig. 1). Keene Creek

Reservoir is in the Kiamath River watershed, but essentially all water stored and regulated for power

generation and irrigation is diverted through the Cascade Divide by facilities located in the Emigrant

Creek basin which is within the Rogue River watershed. Keene Creek Dam is one of several water

storage facilities located on the eastern side of the Cascade Divide to collect, store, and divert water

from the eastern side of the divide to the western side of the divide. Keene Creek Reservoir

reregulates releases from Howard Prairie and Hyatt Reservoirs by providing forebay storage for the

Green Springs Powerplant. The Cascade Divide Tunnel and conduit carry water from Keene Creek

Reservoir across the Cascade divide to the powerplant located on Emigrant Creek. Keene Creek

Dam closure and first storage occurred in 1959. The reported original reservoir surface area was

about 14.5 acres with a total capacity of 339 acre-feet at reservoir elevation 4,403.5 (feet)1. The

natural drainage basin area behind Keene Creek Dam is about 14 square miles.

Keene Creek Dam is a zoned earth rockfihl embankment structure (fig. 2) with:

• a structural height2 of 78 feet

• a hydraulic height of 57.5 feet

• a crest elevation of 4,412.5 feet

• a top crest width of 30 feet

• a crest length of 558 feet

The spillway is located on the left abutment of the dam with a crest elevation of4,403.5. The design

capacity is 2,650 cubic feet per second (cfs) at water surface elevation 4407.0. It consists of:

• a side channel inlet structure

• an uncontrolled 110-foot-long overflow crest

• a 377-foot-long and 16-foot-wide chute

• a 16-foot-wide by 103-foot-long stilling basin

The only facility for releasing water stored in the reservoir below the top of active conservation at

elevation 4403.5 is through the Cascade Divide Tunnel. The conduit intake is located around 540

feet upstream from the right abutment of the dam. Releases can be made from the tunnel through

the wasteway and the Green Springs Powerplant. There is one generator at the powerplant with a

discharge capacity of 130 cfs. The wasteway has a discharge capacity of 95 cfs at elevation 4403.5.

1A11 elevations levels are shown in feet.

2The definition of such terms as structural height," "hydraulic 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.
SUMMARY AND CONCLUSIONS

This Reclamation report presents the 1999 results of the survey of Keene 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

Prior to the underwater survey a global positioning system (GPS) control survey was conducted to

establish horizontal and vertical control points on the dam. The horizontal control was established

in Oregon's state plane south zone coordinates in the North American Datum of 1983 (NAD83).

The vertical control for the established points was tied to Reclamation's project datum that was

determined to be near the National Geodetic Vertical Datum of 1929 (NGVD29). Standard land

surveying methods were used to measure the above water areas of the reservoir.

The bathymetric survey was run using sonic depth recording equipment interfaced with a differential

global positioning system 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 Keene Creek Reservoir. Water surface elevations recorded by the

hydrographic survey crew during the time of collection were used to convert the sonic depth

measurements to true reservoir bottom elevations.

Tables 1 and 2 contain a summary of the 1999 Keene Creek Reservoir survey. The 1999 survey

determined that the reservoir has a total storage capacity of 349 acre-feet and a surface area of 15

acres at reservoir elevation 4,407.0. Since closure in 1959, the reservoir has accumulated a volume

of 43 acre-feet of sediment below elevation 4407.0. This volume represents a 11.0 percent loss in

total capacity.

HYDROGRAPHIC SURVEY EQUIPMENT AND METHOD

The hydrographic survey equipment was mounted on an aluminum framed pontoon raft equipped

with an outboard motor. 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 computer, and

hydrographic system software for collecting underwater data. Power to the equipment was supplied

by 12-volt batteries.

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

antenna. The GPS receiver was mounted on a survey tripod over a known datum point. The power

for the shore unit was provided by a 12-volt battery.

2
GPS Technology and Equipment

The hydrographic positioning system used at Keene Creek Reservoir was Navigation Satellite

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

enables users to accurately detennine 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 receivers

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 UPS 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 receiv&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

L 1 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. For hydrographic surveying, the altitude (Keene

Creek's water surface elevation parameter) was known, which in theory meant only three satellite

observations were needed to track the survey vessel. During the Keene Creek Reservoir survey, the

best available satellites were used for position calculations which usually consisted of 5 or more.

The UPS 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

3
satellites. The PDOP and HDOP were monitored at the survey vessel's GPS receiver during the

Keene 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 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 was used during the reservoir survey to determine positions of the moving survey

vessel in realtime. 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 Keene 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 DGP S 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 started using Real-time Kinematic (RTK) GPS in

the spring of 1999. The major benefits of RTK versus DGPS are 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 in the

order of 2 centimeters horizontally and 3 centimeters vertically. This output was on the GPS datum

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

south zone coordinate system. The RTK GPS system employs two receivers that track the same

satellites simultaneously just like with DGPS. The receivers track the Li C/A code and full cycle

LI and L2 carrier phases. The additional data logged from the second frequency allows the on-thefly centimeter accuracy measurements.

4
Survey Method and Equipment

The Keene Creek Reservoir hydrographic survey collection was conducted on June 29, 1999. The

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

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 perpendicular direction to the center line of the reservoir. Data was also collected

along the shore as the boat traversed to the next 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 1999 underwater data were collected by a depth sounder that was calibrated by lowering a

survey rod below the sounders transducer. The depth sounder was calibrated by adjusting the speed

of sound, which can vary with water 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. During the survey the reservoir water surface elevation was changing due to releases to

the powerplant. All elevations were adjusted to Reclamation's project datum. The reservoir's water

surface elevations recorded by the hydrographic survey crew during the time of the survey were used

to convert the sonic depth measurements to true lake-bottom elevations. The above water area was

mapped a few days after the underwater survey using standard land surveying techniques and the

same control network.

Keene Creek Reservoir Datum

Prior to the underwater survey in June1999, a RTK GPS survey was conducted to establish

horizontal and vertical control points on Keene Creek Dam. The National Geodetic Survey control

point on nearby Hyatt Dam was used as the base station for the control survey. The radio link

between Hyatt Dam and Keene Creek Dam was intermittent, but control information appears to be

good. A point on Keene Creek Dam was established for the underwater survey, A measurement was

obtained on the USGS brass cap marked 1988 V760 that is tied to the project datum. The published

elevation for V760 is 4413.3 11 which appears to be near NGVD29. All 1999 elevations in this

report were tied to this datum.

5
RESERVOIR AREA AND CAPACITY

Topography Development

Using ARCIThIFO the topography ofKeene Creek Reservoir was developed from the 1999 collected

data and the USGS quad maps. The USGS contour labeled 4440 was used to assist in developing

the reservoir contours. 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.

ARC/INFO V7.0.2 geographic information system software was used to digitize the USGS quad

contours. The digitized contours were transformed into Oregon's NAD 1983 state plane coordinates

using the ARC/INFO PROJECT command. Using the contour digitized from USGS quad map as

a pattern, a clip or boundary around the edge of the 1999 data set was developed 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 elevations 4,412 and below were computed from the 1999 underwater data set using

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

ofadjacent, non-overlapping triangles computed frOm irregularly spaced points withx,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 between all

data points within a polygon or the boundary clip. This 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 preserving all collected survey

points. Elevation contours are then interpolated along the triangle elements. The TIN method is

discussed in great 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 Keene 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 little bearing on the computation of surface areas and volumes for Keene Creek

Reservoir since the areas were calculated from the developed TIN. The contour topography at 2-foot

intervals is presented on figures 3, drawing number 415-D-904.

Development of 1999 Contour Areas

The 1999 contour surface areas for Keene Creek Reservoir were computed at 1-foot increments,

from elevation 4,353.0 to 4,408.0, using the Keene Creek Reservoir TIN discussed above. 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.

6
1999 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). The 1999 measured

surface areas at 2-foot contour intervals from reservoir elevation 4,358.0 to elevation 4408.0 were

used as the control parameters for computing the Keene 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 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 Keene 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 a 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 o the 1999 Keene Creek Reservoir area and capacity computations are listed in table 1 and

colunms (4)and (5) oftable2. Listed in columns (2) and (3) of table 2 are the original surface areas

and capacity values. In the appendix is the 1999 area and capacity tables at 0.1-foot elevation

increments. A description of the computations and coefficients output from the ACA.P85 program

is included with these tables. Both the original and 1999 area-capacity curves are plotted on figure

4. As of June 1999, at elevation 4,407.0, the surface area was 15 acres with a total capacity of 349

acre-feet.

Analysis of Results

The Keene Creek Reservoir original and 1999 area and capacity values are illustrated on the figure

4 plot and table 1 and 2 results. These presentations illustrate the large area and capacity changes

that have occurred during the 40 years of reservoir operations. The accuracy of the original data is

unknown and this must be noted when making sediment calculations. It must also be noted that the

1999 data is very limited in the upper reservoir area above elevation 4407 requiring the use of the

USGS quad sheet contours to develop the upper contours. If this portion of the reservoir, above

elevation 4407, is of importance then it is recommended that additional data be collected for a more

accurate map of the upper reservoir area. The study found surface area change in the upper area of

the reservoir that could be the result of some shoreline erosion.

7
The 1999 study found that since storage of Keene Creek Reservoir began in 1959, sediments have

accumulated to a total volume of 43 acre-feet below elevation 4407.0. The average annual rate of

sediment deposition since closure was 1.08 acre-feet from the sediment contributing drainage area

that includes the 14 square miles above Keene Creek Dam, but should also include the drainage areas

above Howard Prairie and Hyatt Reservoirs which divert water to Keene Creek Reservoir. The

storage loss in terms of percent of original storage capacity was 11.0 percent.

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 Small Dams, U.S. Government Printing Office,

Denver CO.

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

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

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

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

8
RESERVOIR SEDIMENT

DATA SUMMARY Keene Creek Reservoir

NAME OF RESERVOIR 1

DATA SHEET NO.

0 1. OWNER Bureau of Reclamation 2. STREAM Keene Creek 3. STATE Oregon

A 4. SEC. 33 TWP. 39 5 RANGE 3 E 5. NEAREST P.O. Ashland 6. COUNTY Jackson.

H 7. LAT 42° 07' 45" LONG 122° 28' 43" 8. TOP OF DAM ELEVATION 4412.51 9. SPILLWAY CREST EL 4403.52

R 10. STORAGE 11. ELEVATION 12. ORIGINAL 13. ORIGINAL 14. GROSS STORAGE 25. DATE

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

S BEGAN

E

R a. SURCHARGE

V b. FLOOD CONTROL

1959

c. MULTIPLE USE 4407.0 15.6 53 392

R d. WATER SUPPLY 16. DATE

a. CONSERVATION 4403.5 14.5 262 339 NOB14AL

S. INACTIVE 4378.0 6.2 34 77 BEG.1N

g. DEAD 4371.5 43 43 1959

17. LENGTH OF RESERVOIR 0.4 MILES AVG. WIDTH OF RESERVOIR 0.06 MILES

B 18. TOTAL DRAINAGE AREA 14 SQUARE MILES 22. MEAN ANNUAL PRECIPITATION 19.7 INcHES

19. NET SEDIMENT CONTRIBUTING AREA 14 SQUARE MILES 23. MEAN ANNUAL RUNOFF INCHES

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

N 21. MAX. ELEVATION MIN. ELEVATION 25. ANNUAL TEMP. MEAN 54°F RANGE -6°F to 109°F3

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 'IRS. YRS. INTERVAL

V 1959 Contour 10-ft 15.66 3926

Y

D 6/99 40 40 Contour (D) 2-ft iS 3497

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

A

SURVEY ANNUAL

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

6/99

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.

6/99 43 1.08

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

SURVEY WI. (#/FT3)

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

6/99 0.2761 11.0

26.

DATE

43. DEPTH DESIGNATION RANGE BY RESERVOIR ELEVATION.

SURITY

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN DEPTH DESIGNATION

5/99

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-

215

315-

120

120-

125

PERCENT OF TOTAL SEDIMENT LOCATED WITHIN REACH DESIGNATION

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

9
45. RANGE IN RESERVOIR OPERATION10

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

46. ELEVATION - AREA - CRPACITY DATA OR 1999 CAPAXITY

ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY ELEVATION AREA CAPACITY

4355.0

4370.0

4380.0

4395.0

4405.0

0

3

6

11

14

0

17

59

193

321

4360.0

4375.0

4385.0

4400.0

4407.0

1

4

8

13

15

1

34

95

254

349

4365.0

4378.0

4390.0

4403.5

1

5

10

14

6

48

140

300

47. REMARKS AND REFERENCES

All elevations tied to Reclamation project datum which is tied to NGVD29.

2 Uncontrolled spiliway crest.

Bureau of Reclamation Project Data Book, 1981.

Inflow from drainage area and diverted flows from Rogue River watershed.

Inflow from drainage area and diverted flows from Rogue River watershed.

Original surface area and capacity at elevation 4407.0.

Surface area and capacity at elevation 4407.0 computed by ACAP program using 1999 surface areas.

Inflow from drainage area and diverted flows from Rogue River watershed.

Capacity loss calculated by comparing original capacity and 1999 capacity at reservoir elevation 4407.0. Portion

of capacity difference due to accuracy of surveys.

10 Maximum and minimum elevations may fluctuate on an hourly basis. Inflow from drainage area, but main inflow from

diverted flows from Rogue River watershed.

Capacities computed by Bureau of Reclamation's ACAP computer program.

48. AGENCY MAKING SURVEY Bureau of Reclamation

49. AGENCY SUPPLYING DATA Bureau of Reclamation DATE September 2000

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

10
1 2 3 4 5 6

1999

7

1999

8

Percent of

Elevations Original original 1999 1999 Sediment Percent of Reservoir

Survey Capacity Survey Survey Volume Sediment Depth

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

4,407.0 15.6 392 14.6 349 43 100.0 100.0

4,405.0 15.0 361 14.0 321 40 93.0 96.5

4,403.5 14.5 339 13.7 300 39 90.7 93.9

4,400.0

4,395.0

13.3

11.7

290

228

12.7

11.3

254

193

36

35

83.7

81.4

87.7

78.9

4,390.0

4,385.0

10.0

8.4

174

128

10.0

8.0

140

95

34

33

79.1

76.7

70.2

61.4

4,380.0 6.8 90 6.1 59 31 72.1 52.6

4,378.0 6.2 77 5.2 48 29 67.4 49.1

4,375.0 5.1 60 4.2 34 26 60.5 43.9

4,370.0 4.0 36 2.8 17 19 44.2 35,1

4,365.0 2.8 19 1.4 6 13 30.2 26.3

4,360.0 1.6 8 0.5 1 7 16.3 17.5

4,355.0

4,350.0

0.8

0.0

2

0

0.0

0.0

0

0

2

0

4.7

0.0

8.8

0.0

1 Elevation of reservoir water surface.

2 original reservoir surface area.

3 original reservoir capacity.

4 Reservoir surface area from 1999 survey .

5 Reservoir capacity computed using ACAP,

______

from 1999 meas

______

ured surface areas.

6

7

8

Measured sediment volume = column (3)-

Measured sediment expressed in percenta

Depth of reservoir expressed in percent

column(5)

ge of total se

age of total de

[

diment 43 at el

pth of 57 feet

T

evation 4,407.

.

0.

Table 2. - Summary of 1999 survey results
-a

/

,vtt,

Eagle Poø

:: ('k

'LADE

rr,j \t

//

////PHMxNA

DEAD DflAN

\

_7T 1

)

/

(

/

1

(1

44 /// r

,

)

I

-

/ a

S

) I

D

/ I

I

_______

-

NI$

-- --

ICCIG*T(O Ae

oRso!e_

-- -

\

ii C At. I F 0 N I A

--

I

Figure 1. - Keene Creek Reservoir location map.
Space intentionally left blank due to security concerns 
ee.

nooo-- I ooo

76500+ ,,6s0o

w

S

76000*

TUflneJ / /)) /f// I

( J I1( / )I/1ii I

1C5

r

//

Keene Creek Dam

76000+

E

Vent OCVI datum based on the

ractoonal Seodmtc Vertical Colon

of 1929

lor0000tal date based on Oregon

State Plane CoordOnate System. Soul'

Zone INADS3)

VOMIMZ' K/FOlK

iSa K F047F

a -

75000* ,/bO00 KfENECi?[EKiE5Ei?VO/i?

ar

DIAW8Y itwiait ,4PVV4L

afa2zJ if_____ _________

________________ ___________ _____________________ ____________

$flogf,_C.o/acad'__

N

Figure 3. - Keene Creek Reservoir topographic map, No. 15-D-279 14
16

4410

4405

4400

4395 -

4390

4380 -

4375

4370 - -

4365 -

/

4360

4350 -

0

Area-Capacity Curves for Keene Creek Reservoir

Area (acre)

14 12 10 8 6 4 2 0

_i -- -

I I ' IiiIiTiTiTS1T I

Capacity Area

l99

Orig

9Survey

inaJ Survey

-------

50 100 150 200 250

Capacfty (acre-feet)

Figure 4. - 1999 area and capacity curves

441 U

4405

4400

4395

4390

4385

4380

4375

4370

4365

4360

4355

4350

300 350 4oo
APPENDIX
UNTTED STATES

DEPARTMENT OF THE iNTERIOR

BUREAU OF RECLAMATION

PACIFIC NORTHWEST REGION

ROGUE RIVER BASIN PROJECT

KEENE CREEK RESERVOIR

OREGON

AREA AND CAPACITY TABLES

JUNE 1999
The tables for Keene Creek Reservoir were generated by means of the area-capacity program ACAP, using the least squares

method of curve fitting developed by the Bureau of Reclamation Technical Service Center. This program computes area at 1.0-

0.1-, and 0.01-foot increments by linear interpolation between basic data contours. The respective capacities and

capacity equations are than obtained by integration of the area equations. The initial capacity equation is tested over

successive intervals to check whether it fits within an allowable error term. At the next interval beyond, a new capacity

equation (integrated from the basic area equation over that interval) begins testing the fit until it too excee1s the error

term. The capacity curve thus becomes a series of curves, each fitting a certain region of data. The final area equations

are obtained by differentiation of the capacity equations. Capacity equations are of the form y a1 + a2x +a3x2 where y

is capacity and x is the elevation above an elevation base. The capacity equation coefficients for the reservoir are shown

below ( = 0.000001)

KEENE CREEK RESERVOIR - ROGUE RIVER BASIN PROJECT, OREGON

1999 AREA-CAPACITY TABLES

EQUATION ELEVATION CAPACITY COEFFICIENT COEFFICIENT COEFFICIENT

NUMBER BASE BASE A1(INTERCEPT) A2(1ST TERM ) A32ND TERM

1 4353.00 0 .0000 .0000 .0000

2 4355.00 0 .0000 .0000 .0333

3 4358.00 0 .3000 .2000 .0750

4 4362.00 2 2.3000 .8000 .1000

5 4364.00 4 4.3000 1.2000 .1500

6 4368.00 11 11.5000 2.4000 .1000

7 4370.00 16 16.7000 2.8000 .1250

8 4374.00 29 29.9000 3.8000 .1750

9 4378.00 47 47.9000 5.2000 .2250

10 4380.00 59 59.2000 6.1000 .2000

11 4382.00 72 72.2000 6.9000 .1750

12 4384.00 86 86.7000 7.6000 .2000

13 4390.00 139 139.5000 10.0000 .1500

14 4392.00 160 160.1000 10.6000 .1250

15 4396.00 204 204.5000 11.6000 .1750

16 4398.00 228 228.4000 12.3000 .1250

17 4406.00 334 334.8000 14.3000 .1750

18 4408.00 364 364.1000 15.0000 .1250

The Keene Creek Reservoir survey in June of 1999 used the contour method to obtain the basic data for these tables. Close

interval profiles of the underwater portion of the reservoir were collected by standard surveying techniques using a global

positioning system and echo sounder. The above-water portion was determined by standard land surveying methods. The

computed surface areas from the 1999 survey provided measured surface areas at 2-foot increments from elevation 4352 to 4408.

The minimum elevation was measured as elevation 4353. The underwater survey was run by personnel from the Technical Service

Center. Reduction of the underwater field data was completed at the Technical Service Center in Denver, Colorado.

1
KEENE CREEK RESERVOIR - ROGUE RIVER BASIN PROJECT, OREGON (ACAP92) COMPUTED

8/ 5/2000

1999 AREA-CAPACITY TABLES 13:15:49

TUE AREA TABLE IS IN ACRES

ELEV. FEET 0 .1 .2 .3 .4

4353 0. 0. 0. 0. 0.

4354 0. 0. 0. 0. 0.

4355 0. 0. 0. 0. 0.

4356 0. 0. 0. 0. 0.

4357 0. 0. 0. 0. 0.

4358 0. 0. 0. 0. 0.

4359 0. 0. 0. 0. 0.

4360 1. 1. 1. 1. 1.

4361 1. 1. 1. 1. 1.

4362 1. 1. 1. 1. 1.

4363 1. 1. 1. 1. 1.

4364 1. 1. 1. 1. 1.

4365 2. 2. 2. 2. 2.

4366 2. 2. 2. 2. 2.

4367 2. 2. 2. 2. 2.

4368 2. 2. 2. 2. 2.

4369 3. 3. 3. 3. 3.

4370 3. 3. 3. 3. 3.

4371 3. 3. 3. 3. 3.

4372 3. 3. 3. 3. 3.

4373 4. 4. 4. 4. 4.

4374 4. 4. 4. 4. 4.

4375 4. 4. 4. 4. 4.

4376 4. 5. 5. 5. 5.

4377 5. 5. 5. 5. 5.

4378 5. 5. 5. 5. 5.

4379 6. 6. 6. 6. 6.

4380 6. 6. 6. 6. 6.

4381 7. 7. 7. 7. 7.

4382 7. 7. 7. 7. 7.

4383 7. 7. 7. 7. 7.

4384 8. 8. 8. 8. 8.

4385 8. 8. 8. 8. 8.

4386 8. 8. 8. 9. 9.

4387 9. 9. 9. 9. 9.

4388 9. 9. 9. 9. 9.

4389 10. 10. 10. 10. 10.

THE ELEVATION INCREMENT IS IN ONE TENTH FOOT

.5 .6 .7 .8

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

1. 1. 1. 1.

1. 1. 1. 1.

1. 1. 1. 1.

1. 1. 1. 1.

1. 1. 1. 1.

2. 2. 2. 2.

2. 2. 2. 2.

2. 2. 2. 2.

2. 3. 3. 3.

3. 3. 3. 3.

3. 3. 3. 3.

3. 3. 3. 3.

3. 3. 3. 4.

4. 4. 4. 4.

4. 4. 4. 4.

4. 4. 4. 4.

5. 5. 5. 5.

5. 5. 5. 5,

5. 5. 6. 6.

6. 6. 6. 6.

6. 6. 6. 6.

7. 7. 7. 7.

7. 7. 7. 7.

7. 7. 7. 8.

8. 8. 8. 8.

8. 8. 8. 8.

9. 9. 9. 9.

9. 9. 9. 9.

9. 9. 9. 10.

10. 10. 10. 10.

9

0.

0.

0.

0.

0.

0.

0.

1.

1.

1.

1.

1.

2.

2.

2.

3.

3,

3.

3.

4.

4.

4.

4.

5.

5,

6.

6.

6.

7,

7.

8.

8.

8.

9.

9.

10.

10.
V

KEENE CREEK RESERVOIR - ROGUE RIVER BASIN PROJECT, OREGON (ACAPS2) COMPUTED

8/ 5/2000

1999 AREA-CAPACITY TABLES 13:15:49

THE AREA T.ABLE IS IN ACRES

ELEV. FEET 0 .1 .2 .3 .4

4390 10. 10. 10. 10. 10.

4391 10. 10. 10. 10. 10.

4392 11. 11. 11. 11. 11.

4393 11. 11. 11. 11. 11.

4394 11. 11. 11. 11. 11.

4395 11. 11. 11. 11. 11.

4396 12. 12. 12. 12. 12.

4397 12. 12. 12. 12. 12.

4398 12. 12. 12. 12. 12.

4399 13. 13. 13. 13. 13.

4400 13. 13. 13. 13. 13.

4401 13. 13. 13. 13. 13.

4402 13. 13. 13. 13. 13.

4403 14. 14. 14. 14. 14.

4404 14. 14. 14. 14. 14.

4405 14. 14. 14. 14. 14.

4406 14. 14. 14. 14. 14.

4407 15. 15. 15. 15. 15.

4408 15.

THE ELEVATION INCREMENT IS IN ONE TENTH FOOT

.5 .6 .7 .8 .9

10. 10. 10. 10. 10.

10. 10. 11. 11. 11.

11. 11. 11. 11. 11.

11. 11. 11. 11. 11.

11. 11. 11. 11. 11.

11. 11. 12. 12. 12.

12. 12. 12. 12. 12.

12. 12. 12. 12. 12.

12. 12. 12. 13. 13.

13. 13. 13. 13. 13.

13. 13. 13. 13. 13.

13. 13. 13. 13. 13.

13. 13. 13. 14. 14.

14. 14. 14. 14. 14.

14. 14. 14. 14. 14.

14. 14. 14. 14. 14.

14. 15. 15. 15. 15.

15. 15. 15. 15. 15.
KEENE CREEK RESERVOIR - ROGUE RIVER BASIN PROJECT, OREGON

1999 AREA-CAPACITY TABLES

THE CAPACITY TABLE IS IN ACRE FEET

ELEV. FEET 0 .1

4353 0. 0.

4354 0. 0.

4355 0. 0.

4356 0. 0.

4357 0. 0.

4358 0. 0.

4359 1. 1.

4360 1. 1.

4361 2. 2.

4362 2. 2.

4363 3. 3.

4364 4. 4.

4365 6. 6.

4366 7. 7.

4367 9. 9.

4368 12. 12.

4369 14. 14.

4370 17. 17.

4371 20. 20.

4372 23. 23.

4373 26. 27.

4374 30. 30.

4375 34. 34.

4376 38. 39.

4377 43. 43.

4378 48. 48.

4379 53. 54.

4380 59. 60.

4381 66. 66.

4382 72. 73.

4383 79. 80.

4384 87. 87.

4385 95. 95.

4386 103. 104.

4387 111. 112.

4388 120. 121.

4389 130. 131.

.2 .3 .4 .5

0. 0. 0. 0

0. 0. 0. 0

0. 0. 0. 0

0. 0. 0. 0

0. 0. 0. 0

0. 0. 0. 0

1. 1. 1. 1

1. 1. 1. 1

2. 2. 2. 2

2. 3. 3. 3

3. 4. 4. 4

5. 5. 5. 5

6. 6. 6. 6

8. 8. 8. 8

10. 10. 10. 10

12. 12. 12. 13

15. 15. 15. 15

17. 18. 18. 18

20. 21. 21. 21

23. 24. 24. 24

27. 27. 28. 28

31. 31. 31. 32

35. 35. 36. 36

39. 40. 40. 40

44. 44. 45. 45

49. 49. 50. 51

54. 55. 56. 56

60. 61. 62. 62

67. 67. 68. 69

74. 74. 75. 76

81. 81. 82. 83

88. 89. 90. 91

96. 97. 98. 99

104. 105. 106. 107

113. 114. 115. 116

122. 123. 124. 125

132. 133. 134. 135

(ACAP92) COMPUTED

8/ 5/2000

1 3:15:49

THE ELEVATION INCREMENT IS ONE T ENTH FOOT

.6 .7 .8 .9

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 0. 0.

0. 0. 1. 1.

1. 1. 1. 1.

1. 1. 1. 2.

2. 2. 2. 2.

3. 3. 3. 3.

4. 4. 4. 4.

5. 5. 5. 6.

7. 7. 7. 7.

8. 9. 9. 9.

11. 11. 11. 11.

13. 13. 13. 14.

16. 16. 16. 16.

18. 19. 19. 19.

22. 22. 22. 22.

25. 25. 26. 26.

28. 29. 29. 30.

32. 33. 33. 33.

36. 37. 37. 38.

41. 41. 42. 42.

46. 46. 47. 47.

51. 52. 52. 53.

57. 57. 58. 59.

63. 64. 64. 65.

69. 70. 71. 72.

76. 77. 78. 79.

84. 84. 85. 86.

91. 92. 93. 94.

99. 100. 101. 102.

108. 109. 110. 110.

117. 118. 118. 119.

126. 127. 128. 129.

136. 137. 138. 139.

p
KEENE CREEK RESERVOIR - ROGUE RIVER BASIN PROJECT, OREGON

1999 AREA-CAPACITY TABLES

THE CAPACITY TABLE IS IN ACRE FEET

ELEV. FEET 0 .1

4390 140. 141.

4391 150. 151.

4392 160. 161.

4393 171. 172.

4394 182. 183.

4395 193. 194.

4396 205. 206.

4397 216. 217.

4398 228. 230.

4399 241. 242.

4400 254. 255.

4401 266. 268.

4402 280. 281.

4403 293. 294.

4404 307. 308.

4405 321. 322.

4406 335. 336.

4407 349. 351.

4408 364.

.2 .3 .4 .5

142. 143. 144. 145.

152. 153. 154, 155.

162. 163. 164. 165.

173. 174. 175. 176.

184. 185. 186. 187.

195. 196. 198. 199.

207. 208. 209. 210.

219. 220. 221. 222.

231. 232. 233. 235.

243. 245. 246. 247.

256. 257. 259. 260.

269. 270. 272. 273.

282. 284. 285. 286.

296. 297, 298. 300.

309. 311. 312. 314.

323. 325. 326. 328.

338. 339. 341. 342.

352. 354. 355. 357.

(ACAP92) COMPUTED

8/ 5/2000

1 3:15:49

THE ELEVATION INCREMENT IS ONE TENTH FOOT

.6 .7 .8 .9

146. 147. 148. 149.

156. 157. 158. 159.

167. 168. 169. 170.

177. 178. 180. 181.

189. 190. 191. 192.

200. 201. 202. 203.

212. 213. 214. 215.

224. 225. 226. 227.

236. 237, 238. 240.

248. 250. 251. 252.

261. 263. 264. 265.

274. 276. 277. 278.

288. 289. 290. 292.

301. 303. 304. 305.

315. 316. 318, 319.

329. 331. 332. 333.

343. 345. 346. 348.

358. 360. 361. 363.