Waterways Experiment Station, Corps of Engineers · AD-A241 967 ~II~~1l ~ II1I11li TECHNICAL REPORT HL-91-15 HARRY S. TRUMAN DAM SPILLWAY AND POWERHOUSE, OSAGE RIVER, MISSOURI Hydraulic

AD-A241 967~II~~1l ~ II1I11li TECHNICAL REPORT HL-91-15

HARRY S. TRUMAN DAM SPILLWAY ANDPOWERHOUSE, OSAGE RIVER, MISSOURI

Hydraulic Model Investigation

Volume IMAIN TEXT

by

James R. LeechARVI I ...... Hydraulics Laboratory

T- K...,. .......

DEPARTMENT OF THE ARMYS----..... Waterways Experiment Station, Corps of Engineers

........ ___....... 3909 Halls Ferry Road, Vicksburg, Mississippi 39180-6199

DTIC.00N~D

1 -! 311

September 1991Final Report

Approved For Public Release; Distribution Unlimited

91-13844

HYDRAULICS

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September 1991 Final report (in 2 volumes)4. TITLE AND SUBTITLE 5. FUNDING NUMBERSHarry S. Truman Dam Spillway and Powerhouse,Osage River, Missouri; Hydraulic Model Investigation;Volume I: Main Text

6. AUTHOR(S)

James R. Leech

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) S. PERFORMING ORGANIZATIONREPORT NUMBER

USAE Waterways Experiment Station, Hydraulics Technical ReportLaboratory, 3909 Halls Ferry Road, Vicksburg, MS HL-91-1539180-6199

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

USAE District, Kansas City, 700 Federal Building,Kansas City, MO 64106-2896

11. SUPPLEMENTARY NOTESA limited number of copies of Appendix A were published under separate cover.Copies of this report and Appendix A are available from National TechnicalInformation Service, 5285 Port Royal Road, Springfield, VA 22161.

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Approved for public release; distribution unlimited.

13. ABSTRACT (Maximum 200 words)

Tests were conducted on a 1:50-scale model. of the Harry S. Truman spillwayand powerhouse to investigate the cause of and help develop a solution for scourdamage on the spillway stilling basin apron. The circulation of rock within thestilling basin (brought in by the flow from downstream) was considered to be theprimary cause for the scour on the basin floor based upon the flow patternsobserved and measured in the model. Various flow conditions were simulated forboth powerhouse and spillway releases to assist in the evaluation of undesirablescour-producing flow patterns. Pressure transducers were used to determine flowpressures in the upstream portion of the basin. All of the test results, alongwith observations, led to the conclusion that removal of a portion of the flip

lip was not a viable solution for the prevention of scour in the stilling basincaused by the circulation of rock during a range of flow conditions. The fliplip is a flow deflector that was added to the downstream face of the prototypespillway during construction to prevent excessive supersaturation of dissolved

(Continued)

14. SUBJECT TERMS 15. NUMBER OF PAGESFlip lip Rock trap Spillway 225 (In 2 Volumes)Powerhouse Scour Training wall extension 16. PRICE CODEPressure Similitude Velocities

17. SECURITY CLASSIFICATION 18. SECURITY CLASSIFICATION 19. SECURITY CLASSIFICATION 20. LIMITATION OF ABSTRACTOF REP7, OF THIS PAGE OF ABSTRACT

UNCLASSIFIED UNCLASSIFIED I I _I

NSN 7540-01-280-5500 Standard Form 298 (Rev 2-89)Pric rbod by ANS, Std 19"18298.102

13. (Concluded).

gases in the water downstream of the dam, preventing gas embolism in fish.Various rock traps were tested in conjunction with end sill modifications,none of which were found practical for prototype usage because they causedunsatisfactory flow conditions with larger discharges.

Consideration was given to a concrete overlay to repair the prototypescour and to an overlay of the channel floor just downstream of the end sillfollowed by periodic prototype inspections.

PREFACE

The model investigation reported herein was authorized by the US Army

Engineer Division, Missouri River (MRD), Omaha, NE, on 23 May 1989 at the

request uf the US Army Engineer District, Kansas City (MRK). The spillway

model tests were accomplished during the period of March 1990 to December 1990

in the Hydraulics Laboratory of the US Army Engineer Waterways Experiment

Station (WES) under the general supervision of Messrs. F. A. Herrmann, Jr.,

Chief of the Hydraulics Laboratory; R. A. Sager, Assistant Chief, Hydraulics

Laboratory; and G. A. Pickering, Chief of the Hydraulic Structures Division,

Hydraulics Laboratory; and under the direct supervision of Mr. N. R. Oswalt,

Chief of the Spillways and Channels Branch, Hydraulic Structures Division.

The tests were conducted by Messrs. J. R. Leech, Spillways and Channels

Branch, and J. Hall, Hydraulic Analysis Branch, Hydraulic Structures Division.

This report was prepared by Mr. Leech and assisted by J. R. Rucker, Spillways

and Channels Branch, and edited by Mrs. M. C. Gay, Information Technology

Laboratory, WES.

During the course of this investigation, Messrs. W. Mellema and

A. Swoboda, MRD; and Messrs. P. Barber, W. Linder, D. Huff, T. Wright,

S. Hobbs, and J. Conley, MRK, visited WES to observe model tests and correlate

results with prototype experiences.

Commander and Director of WES during preparation of this report was

COL Larry B. Fulton, EN. Technical Director was Dr. Robert W. Whalin.

Acceson- For

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CONTENTS

Page

PREFACE................................................................... 1

CONVERSION FACTORS, NON-SI TO SI (METRIC) UNITS OF MEASUREMENT ..... 3

PART I: INTRCA)UCTION................................................... 4

The Prototype....................................................... 4Purpose of Model Study.............................................. 95

Scope............................................................... 7

PART II: THE MODEL...................................................... 8

Description......................................................... 8Scale Relations..................................................... 9

PART III: TESTS AND RESULTS............................................. 10

Existing Flow Conditions........................................... 10Training Wall Extension............................................ 11Rock Trap Tests..................................................... 12Stone Displacement Tests with Modified End Sill ..................... 13Tests Without Flip Lip............................................. 14Hydrostatic and Instantaneous Pressures............................ 15

PART IV: DISCUSSION AND CONCLUSIONS..................................... 17

TABLES 1-6

PHOTOS 1-7

PLATES 1-115

APPENDIX A*: TIME-HISTORY PLOTS OF PRESSURE DATA........................ Al

A limited number of copies of Appendix A were published under separatecover. Copies are available from National Technical Information Service,5285 Port Royal Road, Springfield, VA 22161.

2

CONVERSION FACTORS, NON-SI TO SI (METRIC)

JNITS OF MEASUREMENT

Non-SI units of measurement used in this report can be converted to SI

(metric) units as follows:

Multiply By To Obtain

cubic feet 0.02831685 cubic metres

feet 0.3048 metres

feet of water (39.20 F) 2.98898 kilopascals

inches 25.4 millimetres

miles (US statute) 1.609344 kilometres

pounds (force) per square inch 6.894757 kilopascals

3

HARRY S. TRUMAN DAM SPILLWAY AND POWERHOUSE

OSAGE RIVER, MISSOURI

Hydraulic Model Investigation

PART I: INTRODUCTION

The Prototype

1. Harry S. Truman Dam is a multipurpose project located at mile 175 on

the Osage River. The dam is in Benton County, MO, about 1-1/2 miles* south-

west of Warsaw, MO (Figure 1), in the headwaters area of the Lake of the

Ozarks. The purposes of the project are to provide flood control, hydro-

electric power, recreation, and fish and wildlife habitat. The principal

features of the project plan are an earth embankment, a four-gate overfall

L21 0 w AN E S R A S AA

CLARENCE'- - -------- -,-- , . ... CANNOl , k %

F r . Josepn map

K A o A f conv MISSOURI

H~thno ARRY S. TRUMANQAM L AKE OF TH E OZARKS

(m tr c) u t iStockton r

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0 K L A m 0 M A SCALE2 5 0 25 SO 7S Mi

m~m m A R K A N S A S

Figure 1. Vicinity map

A table of factors for converting non-SI units of measurement to SI

(metric) units is presented on page 3.

4

ogee spillway, and a hydropower installation (Figure 2). The overall length

of the concrete sections and earth embankment is approximately 5,000 ft; the

height of the dam above the riverbed is about 98 ft.

2. The ogee spillway section with a crest elevation of 692.3* is

designed to pass the spillway design discharge of 284,000 cfs at a head of

58.8 ft above the crest. Flows over the spillway are controlled by four

40-ft-wide by 47.3-ft-high tainter gates. The piers supporting the gates are

10 ft wide, making the gross length of the weir 190 ft. The weir profile is

designed to conform to the lower nappe shape of a weir with a 2V:lH** up-

stream slope at a design head of 43 ft, which is approximately 76 percent of

the 58.8-ft head required to pass the spillway design discharge. That portion

of the weir upstream from the crest is formed by radii of 22.79, 9.37, and

2.09 ft, and the downstream portion follows the curve described by the equa-

tion y = x"S'25/43 . A general plan with model limits of the portion of the

project investigated in this study is shown in Plate 1. A 7-ft-wide horizon-

tal flip lip developed during previous model testst to prevent gas supersatu-

ration downstream of the spillway was built on the spillway face at el 655.0.

3. The stilling basin (Plate 2) consists of a 183-ft-long horizontal

apron at el 612.0, surmounted by two staggered rows of 16.5-ft-high baffle

piers and a 6-ft-bigh end sill. The left training wall extends the full

length of the basin with its top at el 682.0 and has a 4V:lH slope on the

inside face. The powerhouse (Plates 2 and 3) confines flow on the right side

of the basin and is terminated by a divider wall, with its top at el 677.0,

which separates the powerhouse tailrace and the stilling basin (Figures 2

and 3). A cross section of the powerhouse as represented in the model is

shown in Plate 3.

Purpose of Model Study

4. The primary purpose of these hydraulic model tests was to determine

All elevations (el) and stages cited herein are in feet referred to the

National Geodetic Vertical Datum (NGVD).Slope shown as vertical on horizontal.

t Glenn A. Pickering and D. Bruce Murray. 1979 (Nov). "Model Study of

Harry S. Truman Spillway, Osage River, Missouri; Hydraulic ModelInvcstigation," Technical Report HL-79-20, US Army Engineer WaterwaysExperiment Station, Vicksburg, MS.

5

Figure 2. Approach to s5pi llway and powerhouse looking dosc1til

,f

Figure 3. Powerhouse and spiliway looking upstream

6

the cause of scour damage (erosion) on the stilling basin floor and to dtvelop

a solution to the scour problem.

Scope

5. This model was used to simulate operating conditions for both

spillway and powerhouse flows whereby flow patterns could be observed and

measured for determining the causes of erosion on the tace of the spillway and

in the stilling basin. Measurements of hydrostatic pressures, instantaneous

pressures, and flow velocities and direction were taken to assist in this

determination. Stone displacement tests were used to confirm flow patterns

and evaluate ways to achieve an erosior-free stilling basin.

6. Pressure transducers were included on the basin floor to determine

the water pressure on the slab in the upstream portion of the basin. Recent

model studies have indicated highly fluctuating pressure in the upstream

portion of the jump. The pressures in the upstream portion of the basin were

needed to evaluate basin slab stability, especially in eroded areas.

7. Various methods of erosion repair such as creating a rock trap by

concrete overlays and raised end sills were sugge'ted for evaluation. Preven-

tion of rock entering the basin from downstrean by any affordable means to

minimize future erosion was desired.

7

PART II: THE MODEL

Descriptior

8. The model (Plate i, Figure 4), built to an undistorted scale ratio

Figure 4. The 1:50-scale general model looking upstream

of 1:50, reproduced 2,000 ft of the cuived approach channel, an 1,800-ft-wide

section along the dam (including the spillway and powerhouse), the powerhouse

tailrace, and 2,000 ft of the curved exit chan~ei. The weir, gat- p~ers,

fainter gates, powerhouse, divider and training walls, and n',overflow sec-

tions were fabricated of sheet metal; the stilling basin was made of water-

proofed wood. Topography in the approach and exit was reproduced by cement

mortar molded to sheet metal templates.

9. Water used in operation of the model was supplied by pumps, and

discharges were measured with venturi meters. Steel rails set to grade along

the si ; of the flume provided a reference plane for measuring devices,

Water-surface elevations were measured with a point gage, and velocities were

m.asured with a pitot tube. Tailwater elevations were regulated by a gate at

the dow-stream end of the flume. Pressures on the spillway crest were

8

measured with point gages mounted vertically over 3-in. cylinders connected to

the piezometers in the model. Nine pressure cells (Plate 4) were mounted

flush with the stilling basin apron. The type 4-312 cells were manufactured

by Bell and Howell and had a range of 50 psia. The natural frequency was

8,000 Hz for 26 psi (±15 psid).

Sc-le Relations

10. The accepted equations of hydraulic similitude based on the

Froudian relations were used to express mathematical relations between

dimensions and hydraulic quantities of the model and the prototype. General

relations for transference of model data to prototype equivalents are as

follows:

Scale Relation

Dimension Ratio Model:Prototype

Length Lr 1:50

Area Ar = L 1:2,500

Velocity Vr = L.12 1:7.0711Discharge Qr - L512 1:17,677

9

PART III: TESTS AND RESULTS

Existing Flow Conditions

11. Initial tests consisted of documenting flow conditions in the model

with the existing structure, some of which have never occurred in the proto-

type. Discharges in this report are total discharges (except where speci-

fied). The total discharge wat - combination of spillway and powerhouse

releases. Model vertical velocity profiles were obtained for nine stations

across the spillway and three positions for each station (Plate 5). Tests

consisted of documenting flow patterns and measuring velocities for the

following flow conditions:

a. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), spillway gates 1-4 operating with a 6.2-ftgate opening passing 32,000 cfs, pool el of 736.7, and a

tailwater el of 664.5. Total discharge was 61,000 cfs.

b. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), spillway gates 1-4 operating with a 7.7-ft

gate opening passing 47,000 cfs, pool el of 736.7, and a

tailwater el of 665.4. Total discharge was 76,000 cfs.

C. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), an uneven spillway operation passing

49,000 cfs (gates 1 and 2 open 4.7 ft, gate 3 open 8.7 ft,gate 4 open 12.7 ft), pool el of 738.7, and a tailwater el of

665.3. Total discharge was 78,000 cfs.

d. Powerhouse units 1-6 operating with a discharge of 32,500 cfs,spillway gates 1-4 operating with a 19.0-ft gate openingpassing 100,000 cfs, pool el of 742.0, and a tailwater el of

668.3. Total discharge was 132,500 cfs.

e. Powerhouse units 1-6 closed, spillway gates fully open passing229,000 cfs, pool el of 742.0, and a tailwater el of 675.0.

Total discharge was 229,000 cfs.

f. Powerhouse units 1-6 closed, spillway gates fully open passing

284,000 cfs, pool el of 751.0, and a tailwater el of 678.0.

Total discharge was 284,000 cfs.

All velocities were measured with a pitot tube.

11. Velocities and flow patterns determined for a total discharge of

61,000 cfs are shown in Plates 6-14. Velocity stations are shown in Plate 5.

Flow along the channel bottom was upstream due to the flip lip (Plate 15) on

the downstream quadrant of the spillway causing a surface jet to create an

under roller in the stilling basin. Loose rock on the downstream channel

10

bottom could be pulled into the stilling basin due to the strong upstream

velocities along the bottom. Plates 16-24 present velocities for a total

discharge of 76,000 cfs. The under roller still existed with a discharge of

76,000 cfs and was more concentrated in the middle of the stilling basin.

Plates 25-33 show flow conditions and velocities for a total discharge of

78,000 cfs with an uneven gate operation. The under roller existed downstream

from the lower gate openings (sta 1-5 across spillway). Flow downstream from

the larger gate opening plunged over the flip lip and eliminated the roller on

that side of the stilling basin (sta 6-9 across spillway). Plates 34-42

present the velocities for a discharge of 132,500 cfs. The jet plunged and

eliminated the under rcller. Velocities at position 3 did not go to the sur-

face due to the hydraulic jump causing a very turbulent zone. Plates 43-51

present the velocities with a discharge of 229,000 cfs showing the satisfac-

tory flow conditions. The under roller did not occur with 229,000 cfs at

pool el 742.0 and tailwater el 675.0.

Training Wall Extension

13. Left training wall modifications are currently under construction.

The modifications are required to minimize erosion of the left bank during

high spillway discharges. The modifications were added to the model to deter-

mine if they would change flow characteristics in the basin. The location of

the existing warped wall section is shown in Plate 52 and Figure 5. The

warped wall was also raised (Plate 53) to keep waves during high flow condi-

tions from riding over the top of this section. Details of the training wall

extension are shown in Plate 54. Velocities measured at selected locations

and discharges with the modified wall in place are shown in Plates 55-69.

Surface flow patterns are documented in Photos 1-6 with the modified training

extension. Although the velocities were somewhat different in some locations,

as would be expected when measuring velocities in very turbulent areas in the

stilling basin, flow patterns were not changed. Thus, the modified training

wall had minimal effects on flow conditions.

14. Wave action over the top of the training wall extension impacted on

and scoured the 48-in. riprap blanket behind the warped wall with discharges

of 229,000 and 284,000 cfs in the model.

15. Soundings taken in the prototype indicated scour damage on the

11

Figure 5. Modified training wall extension

stilling basin floor in the vicinity of the spillway toe curve behind gates I

and 4. A rock sample, simulating the 12- to 24-in. riprap taken off the

overbank side slope, was placed on the adverse slope of the model immediately

downstream of the end sill. A test with a total discharge of 61,000 cfs

caused the rock to displace to the location of the scour damage (Photo 7) due

to the under roller caused by the flip lip.

Rock Trap Tests

16. Plans to stop the rock from entering the basin consisted of build-

ing a rock trap (Plate 70). Plate 71 shows details of five types of traps

tested. The type 1 rock trap successfully trapped the 12- to 24-in. rock whcn

it was placed on the downstream side slope (Plate 72); however, during a test

with rock already in the basin (Plate 73), the rock was not washed off. Rock

already in the basin was deposited in the same location of the damage in the

prototype. With a 200,000-cfs spillway discharge, the type 1 rock trap

12

allowed the rock in the basin to be washed off, as shown in Plates 74 and 75.

The height of the end sill was raised by 6 ft with t-he type 1 rock trap in

place. This configuration trapped the 12- to 24-in. rock downstream of the

6-ft end sill addition for a spillway discharge of 32,000 cfs (Plate 76) and

washed the rock already in the basin out for a spillway discharge of

200,000 cfs (Plate 77).

17. Tests to evaluate the type 2 rock trap (Plate 71) are presented in

Plates 78-81. The type 2 trap performed basically the same as type 1.

Plates 80 and 81 show that increasing the spillway discharge to between 61,000

and 90,000 cfs dislodged the rock already in the stilling basin; however, the

rock did not totally wash out over the type 2 rock trap.

18. Further evaluation by the sponsor of the prototype material being

removed from the stilling basin indicated that the material was much smaller

than was being tested in the model. The prototype material ranged from 2- to

6-in. stones. At this point in the model study the approach to a solution was

modified to reflect the smaller material believed to be involved with the

problem. The smallest model material needed to represent this material was

determined to be 1 mm. The use of this material size in the model to simulate

prototype material is questionable, approaching scale effects in the model.

However, the 2- to 6-in. rock size was accepted as a viable material for the

rock trap tests, and the small model material was used as a comparative

evaluation of the different designs.

19. The types 1-5 rock traps (Plate 71) were tested and failed to trap

the smaller material. Plates 82 and 83 present the results of displacement

tests using the 2- to 6-in. stone size for the type 5 rock trap. The type 5

rock trap failed to trap all of the material. Plates 84 and 85 show the

results of tests with the type 5 rock trap and a 12- to 24-in. stone size.

Since the type 5 trap used a 16-ft-high wall, questions arose about whether a

wall of this height could be feasibly anchored in the wet. Also, the type 5

rock trap adversely influenced the stilling basin performance for the

200,000-cfs spillway discharge.

Stone Displacement Tests with Modified End Sill

20. Efforts were redirected to modify the end sill (Plate 86) to stop

the material from entering the stilling basin. The type I end sill (Plate 87)

13

consisted of raising the existing end sill by 6 ft and adding a back slope

(reverse slope) to possibly allow material already in the basin to be washed

off. The type 1 end sill was initially tested prior to determining the

smaller material in the prototype. Plates 88-90 present the results of tests

using the 12- to 24-in. rock and a type 1 end sill. The type 1 end sill was

successful in keeping the larger rock out of the basin. Plates 91 and 92

present the results using the type 2 end sill for the larger rock sizes.

Types 1, 2, and 3 were unsuccessful in keeping the 2- to 6-in. material out of

the stilling basin. Discharges that produced the under roller caused by the

flip lip were the conditions that pulled material upstream into the stilling

basin. Results of tests with the type 3 end sill are presented it

Plates 93-95. Material washed over this end sill into the stilling basin.

21. The 2- to 6-in. rock was placed on the adverse slope behind the

powerhouse and tested with a spillway discharge of 80,000 cfs. The stilling

basin remained clean for this test condition.

22. Stone displacement tests with the as-built stilling basin were

conducted for several combinations of operating conditions, as documented in

Plates 96-100. Test 23 (Plate 96) consisted of placing 2- to 6-in. rock at

the toe of the spillway trajectory prior to operation. Tests were then run

with tainter gate 4 open 1 ft at pool el 730.0 and tailwater el 662.0 and the

powerhouse closed. As shown in Plate 96, the small rock stayed within the

basin. Test 24 (Plate 97) had 65,000-cfs powerhouse flow, all powerhouse

gates open, all four tainter gates fully closed, with pool el 706.0 and tail-

water el 662.0. None of the 2- to 6-in. rock placed at the toe of the spill-

way moved.

23. Three tests conducted for various powerhouse and spillway flows

with 2- to 6-in. rock placed on the adverse slope in the powerhouse tailrace

resulted in no deposition in the stilling basin, as shown in Plates 98-100.

Tests Without Flip Lip

24. Tests were conducted to determine the effect of the flip lip on the

spillway on movement of the material in the basin by removing the flip lip in

some or all of the spillway bays. The flip lip was placed on the prototype

spillway to prevent excessive supersaturation of dissolved gases in the water

downstream from the dam to prevent gas embolism in fish. Removal of the

14

prototype flip lip would be difficult. The flip lip was removed from spillway

bays 1, 2, and 3 for test 28 (Plate 101), resulting in about 20 percent of the

2- to 6-in. rock placed downstream of the spillway end sill being swept into

the basin. Test 29 (Plate 102), with the same flow conditions, except for

2- to 6-in. rock being placed at the spillway toe, resulted in removal of

about 80 percent of the small rock from the stilling basin. Two tests with

2- to 6-in. rock placed downstream of the end sill were conducted for identi-

cal flow conditions with a flip lip for only bays 2 and 3, then bays 1 and 4,

respectively. Both of these tests allowed some of the small rock deposited

downstream of the stilling basin end sill to enter the basin, as shown in

Plates 103 and 104.

25. All the flip lip was removed for tests 32 and 33, resulting in only

5 to 10 percent of the small rock entering the downstream end of the stilling

basin (Plates 105 and 106).

26. The final test, 34, with 2- to 6-in. rock placed in the basin, as

shown in Plate 107, with a flip lip in only gate bay 4 resulted in no movement

of stone for the 1-ft gate opening.

27. Engineers from the US Army Engineer Division, Missouri River, and

the US Army Engineer District, Kansas City, observed several of the tests with

and without the flip lip. All of the test results, along with observations by

several people, led to the conclusion that removal of a portion of the flip

lip was not a viable solution for the prevention of scour in the stilling

basin caused by the circulation of rock during a range of flow conditions.

Hydrostatic and Instantaneous Pressures

28. The Kansas City District is considering the construction of an

overlay of the stilling basin apron to repair the basin damage and protect the

basin from future scour. Tests were conducted to determine pressures and

pressure fluctuations on the apron to assist in the design of this overlay.

Also, there was speculation that cavitation could possibly have caused some of

the damage to the apron.

29. Hydrostatic pressure profiles were obtained with the as-built

design for a range of discharges. The location of the static ports

(piezometers) is provided in Plates 108-110, and data plots are shown in

Plates 111-115. No tendency for cavitation was indicated by the plots.

15

30. Instantaneous pressure measurements were made in the stilling basin

at nine locations, shown in Plate 4 and Figure 6, where some of the worst

scour damage had occurred in the prototype. These pressure data and plots for

discharges of 61,000, 69,900, 70,000, 132,500, 229,000, and 284,000 cfs are

provided in Tables 1-6. Expanded plots are located in Appendix A.

I 7 PIEOMETERS

I'''

Figure 6. Stilling basin instrumentation

16

PART IV: DISCUSSION AND CONCLUSIONS

31. The primary purpose for this study was to provide assistance in

identifying and helping solve the scour problem in the stilling basin. Flow

circulation patterns in the spillway stilling basin indicated an upstream

submerged roller (reverse flow) beneath the downstream surface flow with

spillway discharges up to 80,000 cfs. Observations with flows from 1,000 up

to 80,000 cfs indicated that the reverse flow pattern occurred within the

stilling basin to varying degrees depending on the discharge. The submerged

roller extended the full length of the stilling basin and was caused by flow

striking the flip lip on the spillway and deflecting along the water surface.

The reverse flow produced velocities capable of transporting material in the

area downstream from the stilling basin back into the basin. With discharges

higher than about 80,000 cfs, flow plunged over the flip lip and eliminated

the reverse roller.

32. Numerous rock transport tests were conducted to identify the

adverse circulation patterns and location of rock deposition. Various rock

sizes were placed at several locations within the stilling basin and down-

stream of the basin before operating the spillway and powerhouse with a range

of discharges. Results of these tests indicated that the area of deposition

and circulation of rock were related to the location of the prototype scour.

A single tainter gate opening at normal and moderate pool elevations (up to

about el 730.0) releasing 500 cfs will not move debris on the basin floor.

Powerhouse discharges alone will not move debris into the basin. Discharges

of 200,000 cfs and possibly somewhat lower will flush rock from the basin.

Rock was pulled into the basin from the area immediately downstream of the

stilling basin to the crown of the adverse slope.

33. A training wall extension was installed on the downstream left bank

of the stilling basin to identify any effects this modification might have on

the flow circulation patterns. Results of tests with the wall extension indi-

cated no measurable difference in flow patterns.

34. A vertical wall, 4, 6, 8, 10, and 16 ft high, was added to the

stilling basin to create a rock trap just downstream of the second row of

baffle piers. The wall did not trap 2- to 6-in. rock (prototype) washed into

the basin from the downstream channel with lower discharges, and rock already

in the basin was not washed out. The rock in the basin was washed into the

17

rock trap with larger discharges. Additional tests conducted with various

rock traps created by raising the end sill heights (6, 8, and 10 ft on a

IV:lH slope) and adding an additional wall downstream of the second row of

baffles provided varying degrees of effectiveness. Rock sized 2 to 6 in.

washed out of the basin with discharges lower than those required with the

vertical walls in the basin; however, the end sill height required to prevent

small rock from entering the basin from downstream created a secondary

hydraulic jump downstream from the end sill with high discharges. Creating a

rock trap with a vertical wall and/or high end sills was not considered an

adequate solution due to the potential for adverse flow conditions downstream

of the stilling basin during high discharges.

35. Several tests were conducted with the flip lip removed in some or

all of the gate bays to determine what effect this would have on movement of

material. Tests with the flip lip removed from all bays indicated that very

liLtie material would be pulled into the basin. Although removal of the flip

lip showed a definite improvement with respect to movement of material into

the basin, this was not considered a viable modification by engineers from the

Missouri River Division and Kansas City District.

36. Since removing the flip lip, constructing rock traps in the still-

ing basin, and raising the end sill height were not considered practical

solutions to the stilling basin scour problems, the Kansas City District will

consider overlaying the basin apron with high-quality concrete and frequently

inspecting the prototype structure. Tests were conducted to determine pres-

sures and pressure fluctuations on the basin apron to assist in the structural

design of this overlay. No cavitation-producing pressures occurred.

37. Pressure data reveal instantaneous pressures exceeding the tail-

water. These pressure spikes are common in turbulent flow regimes where

rollers impact on a specific area and then dissipate very rapidly, causing

extreme pressures only for an instant in time.

18

Table 1

Instantaneous Pressure Data

Pool El 736.7. Tailwater El 664.5. Discharge 61,000 cfs

Probe Pressure Cell Reading, ft of waterNo. Minimum Average Maximum

1 33.995 38.053 39.4882 36.178 38.513 40.1113 38.705 41.293 43.1004 31.490 34.219 35.6255 35.474 38.561 40.2206 34.593 37.179 38.8397 34.625 37.491 39.0468 34.633 37.846 39.5869 36.981 40.042 42.140

Note: Sampling rate 32 samples per second per channel.

Length of samples 180 sec (prototype).Gates 1-4 open 6.2 ft.

Test it Channel 9 Average 40.042

42. 140

40.850

39.560

w- W

z 38.270

U) 0U)

a- 36.981

.0 127.3 254.6 381.8 509.1 636.4 763.7 890.9 1018.2 1145.5 1272.8

Time, in sec.

Typical plot of actual data

Table 2


Pool El 738.7. Tailwater El 665.3. Discharge 69.900 cfs

Probe Pressure Cell Reading, ft of waterNo. Minimum Average Maximum

1 31.171 38.199 41.6152 31.470 39.522 45.4863 35.438 43.856 50.7444 26.063 35.280 38.8685 33.143 41.265 45.5256 30.434 39.243 46.6997 31.495 36.762 40.7338 29.341 37.936 44.9869 28.615 42.117 50.051

Note: Sampling rate 32 samples per second per channel.Length of samples 180 sec (prototype).Gates 1-4.7 ft, 2-4.7 ft, 3-8.7 ft, 4-12.7 ft open.

Test 3 Channel 9 Average 42.117

50.051

44.692

39-333-J-J

U 4LJ m 33.974 --

(no(1)0w

(. L 28.615

.0 127.3 254.6 381.8 509.1 636.4 763.7 890.9 1018 2 1145.5 !272.8

Time. in sec.


Table 3



Probe Pressure Cell Reading, ft of water

No. Minimum Average Maximum

1 30.690 36.501 39.488

2 28.710 36.802 40.111

3 32.307 39.678 43.545

4 23.355 31.930 34.996

5 29.019 36.831 40.283

6 30.654 35.547 39.043

7 28.289 35.815 38.955

8 30.381 36.242 39.539

9 32.968 38.374 42.331

Note: Sanpling rate 32 samples per second per channel.

Length of samples 180 sec (prototype).

Gates 1-4 open 7.7 ft.

Test Channe! 9 Average 38.374

4Z2.33 -

39.990

37.649

LU35. 309

I -a 32.968 I

127.3 254.6 381.5 S09 1 636 4 763.7 890 9 1018 2 1145.5 1272

Time, .n sec.


Table 4





1 35.705 55.717 82.220

2 40.648 58.887 76.909

3 46.585 63.018 79.804

4 31.429 53.122 79.944

5 42.667 62.767 82,925

6 40.490 55.551 72.712

7 35.818 56.786 86.829

8 38.962 59.309 85.524

9 42.012 61.671 83.800


Length of samples 180 sec (prototype).Gates 1-4 open 19.0 ft.


53.8oo - , !,i

73353

62.906

w '

-52.459

42.012 -

0 127.3 254.6 381 8 509 1 636.4 763.7 890.9 1018 2 1145.5 1272.8

Time. :n sec.


Table 5





1 42.889 62.663 91.340

2 46.085 66.195 87.7833 50.356 73.351 93.446

4 35.306 56.253 83.1455 44.382 68.585 90.418

6 48.649 64.139 82.461

7 39.094 56.823 82.870

8 43.025 61.764 85.384

9 49.477 69.651 88.840


Length of samples 180 sec (prototype).

Gates open full.


88.840i

9-9. 153

w M

t9.31e

S~L. 4 9 . 77 I i.0 127.3 254.6 381 8 509.1 636 4 763.7 890.9 1018.2 1145.5 :272.E

Time. in sec.


Table 6


Pool El 751.0. Tailwater El 678.0. Discharge 284.000 cfs

Probe Pressure Cell Reading, ft of waterNo. Minimum Averag-e Maximum

1 46.659 67.276 96.9442 44.139 69.308 93.0203 46.424 75.535 95.5814 45.844 64.527 90.8075 43.288 70.639 96.0866 48.083 67.765 85.0607 41.196 61.902 87.8618 45.687 66.480 88.9649 54.219 74.407 97.054

Note: Sampling rate 32 samples per second per channel.Length of samples 180 sec (prototype).Gatcs open full.

Test 5Cnannel 9 Average 74-407

97.054

,96.345

75.637

U

64.9286

an C

54-219C 127.3 254.6 381 8 509 1 36 4 763 7 890.9 !018 1!:45 1772,

Time, ;n sec.


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PLATE 70

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PLA E 7

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FLI.L

STONE DISPLACEMENT TEST NO. 1DISCHARGE

SPILLWAY 32,CflO CR5P[]\.-ERHCLJSE 292000 CFS

TAINTER GATES OPEN 6.2 FT

5 GATES OPEN IN POW~FRHflUSEPOOL ;EL 736.7, TAILWvATER EL 664.5

TYPE I ROCK T1RAP

PLATE 72

____ 1_____- PLACED AT T3 DURIFNG TEST

FL13V

STONE DISPLACEMENT TEST NO. 2DISCHARGE i

SP T LLWAAY 32,000 CFSPOWERHOUSE 29,000 CFS


5 GATES OPEN IN POWERHOUSEPOOL EL 736.7, TAILWATER EL 664.5

TYPE 1 ROCK TRAP

PLATE 73

STONE DISPLACEMENT TEST NO. 3DISCHARGE:

SPILLW4AY 200,000 CFSPOW~ERHOUSE 29,000 CFS

TAINTER GATES FULL OPEN

5 GATES OPEN IN POW/ERHOUSEPOOL EL 742.0, TAILWAATER EL 675,0

TYPE 1 ROCK TRAP

PLATE 74

12 to 24 Pm RO3CKPLACED AT THIS POSITIONPRIO3R TO3 RUNNING TEST

THIS ROCK BLOWN 1117-

FLOVW


SPILLWAY 200,000 CF5POW'ERHOUSE 29,000 CFS


5 GATES OPEN IN POW/ERHOUSEPOOL EL 742,0, TAILWATER EL 665.0

TYPE 1 ROCK TRAP

PLATE 75

: :1 0 I24 IN RUICIK

RACIED AT TO PRIMR TO TEST

FLOW

STONE DISPLACEMENT TEST NO. 7DISCHARGE1

SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS

TAINTER GATES OPEN 6,2 FT5 GATES OPEN IN POWERHOUSE

POOL EL 736,7, TAILWATER EL 664,5TYPE 1 ROCK TRAP

6 FT ADDED TO END SILL HEIGHT

PLATE 76

\/ ",,4

_ IT

____I _ __ _ ___ ____ __ _12 to 24 in. RUCKPLACED AT TOE PRIUR TO TEST

FL OW


SPILLWVAY 200,000 CF5POWERHOUSE 29,000 CFS



6 FT ADDED TO END SILL HEIGHT

PLATE 77

12 to 24-n ROCK(LPLACE AT TOE PRIOR TO TS

FLOW

STONE DiSPLACEMENT TEST NO. 14DISCHARGE


TAINTER GATES OPEN 6,2 FT


TYPE 2 ROCK TRAP

PLATE 78

vLct TST

n-Fn\

STONE DISLACEMENT TEST NO.15DISCHARGE


TAINTER GATES FULL OPEN5 GATES OPEN IN POWERHOUSE

POOL EL 742.0, TAILWATER EL 675.0TYPE 2 ROCK TRAP

PLATE 79

::f If : III I t III ... ...

: 12 to 24 Inm R12LK, ~PLA*CJED) AT TOE PRIER MO TEST

Fl-nv

t. 0.0



TAINTER GATES OPEN 11 2 FT5 GATES OPEN IN POWERHOUSE

POOL EL 740.0, TAILWATER EL 668.0TYPE 2 ROCK TRAP

PLATE 80

STN IPLACEMATTENTIE TESTNO1

DISCHARGESPILL WAY 66,000 CFS

POWERHOUSE 29,000 CFSTAINTER GATES OPEN 12.0 FT

5 GATES OPEN IN POWERHOU'rCPOOL EL 740,0, TAILWATER EL 668.0

TYPE 2 ROCK TRAP

PLATE 81

PRIO3R TO TEST

FLOW

STONE DISPLACEMENT TEST NO. 21DISCHARGE 1

SPILLWAY 32,000 CFS

POWERHOUSE 29,000 CFSTAINTER GATES OPEN 6.2 FT

5 GATES OPEN IN POWERHOUSEPOOL EL /36.7, hAILWATER El- 664,5

TYPE 5 ROCK TRAP

PLATE 82

2 to 6 in. ROCK PLACED ICOVERINGSLOPE DURING TEST

FLOW

STONE EMSPLACEMENT TEST NO. 22DISCHARGE




TYPE 5 ROCK TRAP

PLATE 83

IU

______ _____ _____12 to 24 im ROCK(PLACED AT TOE DURIN TEST

STONE DfSPLACEMENT TEST NO. 5DISCHARGE 1

SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CF3


5 GATES OPEN IN POWERHOUSEPOOL EL 736,7, TAILWATER EL 664.5

TYPE 5 ROCK TRAP

PLATE 84

L- PLACED AT TOE DL*ING TEST

STONE DISPLACEMENT TIEST NO. 6DISCHARGE:



POOL EL 742.0, TAILWATER EL 665,0TYPE 5 ROCK TRAP

PLATE 85

9Z.98+ 09ins

/9,98 ly in

Le-ot+ 19ins0

21ot98 in02's -

PLATE 86

0~0

F--0

a- I

a-

LPLAT 87

PLACED AT TOE PRIElR TO TEST

STONE DISPLACEMENJT TEST NO. 9DISCHARGE 1




TYPE 1 END SILL

PLATE 88

12 to 24 ti. ROCKPLACED AT T3 PRrIR TO TEST

12 to 24 ft ROMC

PLACED OIN TIS HALF OFSLOPE PRIOR TO TEST

II

STONE DISPLACEMENT TEST NO.10DISCHARGE1



POOL EL 742,0, TAILWATER EL 675.0TYPE 1 END SILL

PLATEAE

_IT

II

. . I li I mil I mlI 1w] 1. -m I lI

SLO]PE PI13R TOJ TEST




5 GATES OPEN IN POWERHOUSEPOOL EL 736,7, TAILWATER EL 664.5

TYPE 1 END SILL

PLATE 90

1to 24 bv. ROCPLACED AT TOE PRI13 TO TEST

12 to 24 wn. ROCK

PLACED ON TKIS HALF OFSL3P PRIOR TO TEST

FLOW

STrONE DISPLACEMENT TEST NO. 12DISCHARGE1

SPILLWAY 41,000 CFSPOWERHOUSE 29,000 CFS">

TAINTER GATES OPEN 7.7 FT5 GATES OPEN IN POWERHOUSE

POOL EL 738.3, TAILWATER EL 665.4TYPE 2 END SILL

?'LATL 91

12 to 24 vi. ROCKPLAC ED AT TOE PRIOR TO TEST

12 to 24 h~ ROCI(PLACED ON THIS HALF OF

SLOPE PRIOR TO TEST

FLOW

STONE DWSLACENT~ TEST NO.1MDISCHARGE

SPILLWAY 61,000 CFSPOWERHOUSE 29,000 ORS



TYPE 2 END SILL

I, III i I

2 to6m.RC

~21 to 6 In. ROCK PLACED C[2VERINGSLOPE PRIOR TO TEST

FLOW




POOL EL 737,7, TAILWATER EL 664.5TYPE 3 END SILL

PLATE 93

IL I___ III__ I__ III__ III__ I__ ill__ I

2 t. 6 i. ROCK PLACEDI 'CVEINIG_________________I SLOPE PRIOR TO3 TEST

FL13W


SPILLW.AY 32,000 CFSPOWERHOUSE 29,000 CFS


POOL EL 736.7, TAILWATER EL 664.5TYPE 3 END SILL

PLATE 94.

I H

to 6 In. ROCK PLAAED CEIRING

SL13PE PRIOR TO TEST

FLOW



TAINTER GATES OPEN 6.2 FT5 GATES OPEN IN POWERHOUSE

POOL EL 736.7, TAILWATER EL 664.5T'yPE 3 END SILL

PLATE 95

I PLACE~ D fE PRIOR TO CE

FLOW

KL____

STONE DISPLACEMENT TEST NO. 23TAINTER GATE Nfl, 4 OPEN 1FT

POW~ERHOUSE GATES CLOSEDPOOL EL 730.0, TAIL\&'ATER EL 662.0

PLATE 96

FLIP LIP

2 to 6 n. RUCK /PLACED AT TOE PRIOR T

r TEST

AND NO MATERIAL MOVED

FLOW


POWERHOUSE 65,000 CFSALL TAINTER GATES FULLY CLOSED

ALL GATES OPEN IN POWERHOUSEPOOL EL 706,0, TAILWATER EL 662,0

PLATE 97

II

LLf

STONE DISPLACEMENT TEST NO. 25DISCHARGE;

POWERHOUSE 35,000 CR5SPILLWAY 45,000 CF5

TAINTER GAT ES OPEN 7.3 FTALL GATES OPEN IN POWERHOUSE

POOL EL 739.6, TAILWATER EL 665,0

LATE 98

FLWW


POWAERHOUSE 65,000 CFSALL TAINTER GATES FULLY CLOSED

ALL GATES OPEN IN POWERHOUSEPOOEL EL 7/06,0, TAILWATER EL 662.0

PLATE 91

PLACEDSTONERING LOPEEPRIORTESTTNO.27

DISCHARGEPOWERHOUSE 29,000 CFS

ALL TAINTER GATES FULLY CLOSEDGATES 1-5 OPEN IN POWERHOUSE

POOL EL 717.0, TAILWATER EL 663.0

PLATE 100

H----PLI

FL OW


PEIWERHE]USE 29)000 CFS

SPILLWAY 32)000 CFSFLIP LIP INSTALLED ON SPILLWAY CREST

IN SPILLWAY BAY NO.~ 4

PEEL EL 737,7, TAILWATER EL 664,5

PLATE 101

_4 3 2 1

FLIP LIP

PLCDAT TO3E PRIOR TO TEST

FLOW


POWIERHOUSE 29,000 CFS

SPILLWAY 32,000 CFSFLIP LIP INSTALLED ON SPILLWAY CREST

IN SPILLWAY BAY NO, 4POOL EL 737,7, TAlLWATER EL 664.5

PLATE 102

it I/I

IJC


POWERHOUSE 29,000 CFSSPILLWAY 32,000 CFS

FLIP LIPS INSTALLED ON SPILLWAY CREST

IN SPILLWAAY BAYS NO, 2 AND 3POOL EL 736,7, TAILWATER EL 664,5

PLATE 103

PRIO3R TO) TEST

FLOWV


POW/ERHOJUSE 29,000 CFS

SPILLWdAY 32,000 CFS

FLIP LIPS INSTALLED ON SPILLWAY CREST

IN SPILLWAY BAYS 1 AND 4POOL EL 736.7. TAILWATER EL 664,5

PLATE 104

SPLLAY3,00 F

5 GATES OPEN IN POWERHOUSETAINTER GATES OPEN 6,2 FT.

POOL EL 736.7, TAILWATER EL 664.5

FLIP LIP REMOVED

PLATE 105


POW[RHOUSE 32,000 CFSSPILLWAY 29,000 CFS

POOL EL 736.7, TAILWATER EL 664.5FLIP LIP REMOVED

PLATE 106

II 2 to 6 irm ROCKII PLACED AT TOE OF SLOPE

____ ____ ____ _____[JjPRIOR TO TEST AND DID NOT MOVE

FL OW

STONE DISPLACEMENT TEST NO. 34ALL POW~ERHOUSE GATES CLOSEDTAINTER GATE NO, 4 OPEN 1 FT.

FLIP LIP ON CREST

IN SPILLWAY BAY NO, 4POOL EL /06.0 TAIL'WATER EL 662.0

PLATE 107

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Documents

Waterways Experiment Station, Corps of Engineers · AD-A241 967 ~II~~1l ~ II1I11li TECHNICAL REPORT HL-91-15 HARRY S. TRUMAN DAM SPILLWAY AND POWERHOUSE, OSAGE RIVER, MISSOURI Hydraulic