AD-RI94 3W OLD RIVER LOU-SILL CONTROL STRUCTURE: DYNAMIC HYDRAULIC 101FORCES ACTING ON T.. (U) ARMY EN0NEER WATERNRYSEXPERIMENT STATION VICKSBURG MS HYDRA.. 0 P FLETCHER

UINCLSSIFIED APR 88 UES/TR/HL-08-6 F/G 13/2

*lnnniinnlnmn

LEEIH!EEIB !8!EEEl lfll~llhhlllihf

2..

Sp

1.8.

_L2 5 1-1

MICROCOPY RESOLUTION TEST CHART

lAU ANMRD 16-

%__ m11 11 _ * .r ' { I ! l l I iil i %ll . !1 l l L 1 36

.% ll M I

i I I"i i

i " t { hl"l llIi

'r i TECHNICAL REPORT HL-88-6 K1

OLD RIVER LOW-SILL CONTROL STRUCTURE-iliaDYNAMIC HYDRAULIC FORCES ACTING ONTHE STILLING BASIN, SURVEY BOAT

SAFETY, AND DEBRIS PASSAGEff iHydraulic Model Investigation

by

Bobby P. Fletcher

Hydraulics Laboratory

DEPARTMENT OF THE ARMYWaterways Experiment Station, Corps of EngineersPO Box 631, Vicksburg, Mississippi 39180-0631

0

DTICS ELECTE

MAY 2 5 1988 •

1April 1988

Final Report ""

Approved For Public Release; Distribution Unlimited % ,

HIYDRAULICS

Prepared for US Army Engineer District, New OrleansLABORATORY New Orleans, Louisiana 70160-0267

4H

Unclassified

SECURITY CLASSIFICATION OF THIS PAGE

Form ApprovedREPORT DOCUMENTATION PAGE OMB No. 0704-0188

la. REPORT SECURITY CLASSIFICATION lb RESTRICTIVE MARKINGSUnclassified

Za. SECURITY CLASSIFICATION AUTHORITY 3 DISTRIBUTION/AVAILABILITY OF REPORT

2b. DECLASSIFICATION IDOWNGRADING SCHEDULE Approved for public release; distributionunlimited.

4. PERFORMING ORGANIZATION REPORT NUMBER(S) S MONITORING ORGANIZATION REPORT NUMBER(S)

Technical Report HL-88-6

6a. NAME OF PERFORMING ORGANIZATION 6b. OFFICE SYMBOL 7a. NAME OF MONITORING ORGANIZATIONUSAEWES (If applicable)Hydraulics Laboratory

6c. ADDRESS (City, State, and ZIP Code) 7b. ADDRESS (City, State, and ZIP Code)

PO Box 631Vicksburg, MS 39180-0631

S.. NAME OF FUNDING/SPONSORING Sb. OFFICE SYMBOL 9. PROCUREMENT INSTRUMENT IDENTIFICATION NUMBERORGANIZATION (If app;i.able)

USAED, New Orleans8c. ADDRESS (City, State, and ZIP Code) 10. SOURCE OF FUNDING NUMBERS

P0 Box 60267 PROGRAM PROJECT TASK WORK UNITNew Orleans, LA 70160-0267 ELEMENT NO. NO. NO. 1 CCESSION NO.

11. TITLE (Include Security Classification)Old River Low-S ill Control Structure: Dynamic Hydraulic Forces Acting on the Stilling

Basin, Survey Boat Safety, and Debris Pass4ge; Hydraulic Model Investigation

12. PERSONAL AUTHOR(S)Fletcher, Bobby F. -

13a. TYPE OF REPORT 13b. TIME COVERED 14. DATE OF REPORT (Year, Month, Day) 15. PAGE COUNTFinal report FROMDec 77 TOJul 78 April 1988 65

16. SUPPLEMENTARY NOTATION

Available from National Technical Information Service, 5285 Port Royal Road, Springfield,VA 22161.

17. COSATI CODES 18. SUBJECT TERMS (Continue on reverSe if necessary and identify by block number)

FIELD GROUP SUB-GROUP Baffle piers Hydraulic forcesDebris passage ModuleGate bays Survey boat

19. ABSTRACT (Continue on reverse if necessary and identify by block number)

-Tests were conducted in 1:36-scale section models of the high and low bays to de-velop guidance for rehabilitation of the existing stilling basin, to develop guidance forthe safety of survey boats operating in the approach to the structure, and to evaluate 0characteristics of debris passage through the structure. The portion of the basin betweenthe baffles and end sill was protected with sloping modules constructed of steel and .

grout, and tests were conducted to determine the hydraulic forces acting on the modules.Aflow spoiler design to reduce uplift forces on the modules and not increase the sliding .and uplift forces acting on the stilling basin was also investigated.

Survey boat safety tests indicated that a typical survey boat operating upstream ofthe gate bays should be safe with gate openings equal to or less than 30 percent of the

head on the crest.(Continued)

20. DISTRIBUTION/AVAILABILITY OF ABSTRACT 21 ABSTRACT SECURITY CLASSIFICATION

OUNCLSSFIEO/JNLIMITED [:1 SAME AS RPT 0 DTIC USERS Unclassified22a. NAME OF RESPONSIBLE INDIVIDUAL 22b TELEPHONE (Include Area Code) 22c. OFFICE SYMBOL

DDForm 1473, JUN 86 Previous editions are obsolete. SECURITY CLASSIFICATION OF THIS PAGE

Unclassified

% %,

Unclassified LSECURITY CLASSIFICATION OF T141S PArrF

19. ABSTRACT (Continued).

Debris passage tests indicated that debris up to 35 ft long and 3.0 ft thick wouldI

pass through the structure with gate openings equal to or greater than about 30 to 40 per-,

ceni of the head on the cre3t.

IN

.ImUnclasifie

PREFACE

The model investigation was authorized by the Office, Chief of Engi-

neers, US Army, at the request of the US Army Engineer District, New Orleans.

The study was conducted during the period December 1977 to July 1978 in

the Hydraulics Laboratory of the US Army Engineer Waterways Experiment Sta-

tion (WES) under the direction of Mr. H. B. Simmons, former Chief of the S

Hydraulics Laboratory, and under the general supervision of Messrs. J. T..

Grace, Jr., former Chief of the Hydraulic Structures Division (HSD), and N. R.

Oswalt, Chief of the Spillways and Channels Branch. Mr. F.'A. Herrmann, Jr.,

is the present Chief of the Hydraulics Laboratory. Project engineer for the S

model study was Mr. B. P. Fletcher, assisted by Messrs. P. Bhramayana and

B. Perkins, all of HSD. The model was constructed by Messrs. Selwyn W. Guy

and Homer C. Greer, Instrumentation Services Division, WES, and Edmund E.

McMaster, Engineering and Construction Services Division. This report was

prepared by Mr. Fletcher.

Commander and Director of WES during the preparation and publication of

this report was COL Dwayne G. Lee, CE. Technical Director was Dr. Robert W.

Whalin. •

ONAccession For

NTIS GRA&I

DTIC TAB ElUnannounced ElJust itfication

DIstribution/ .

Availe.bulity Codes -

Avail an/orDist C.Pecia1

--------

CONTENT S

Page

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

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

PART I: INTRODUCTION....................................... ........... 5

The Prototype .................................... .................... 5Purpose of Model Study............................................. 6

PART 11: MODELS........................................................ 7

Description.................................................. ...... 7Interpretation of Model Results.,........o.....o......................12

PART III: TEST AND RESULTS.............................................. 14

Presentation of Data ..................... .......................... 14Uplift Forces Acting on the Modules ........o.......................14Sliding and Uplift Hydraulic Forces Acting on theStilling Basin................................................... 17

Survey Boat Safety ..... o................................ .......... 20Debris Passage..................................................... 20

PART IV: DISCUSSION AND SUMMARY OF RESULTS .......................-.... 22

TABLES 1-5

PHOTOS 1-33

PLATES 1-10

0

0

2S

4.

CONVERSION FACTORS, NON-SI TO SI (METRIC)

UNITS 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 per second 0.929 cubic metres per secondper foot per metre S

degrees (angle) 0.01745329 radians

feet 0.3048 metres

kips (force) 4.448222 kilonewtons

kips (force) per foot 14.59 kilonewtons per metre

miles (US statute) 1.609347 kilometres

3

00

_- Z

/CO

000 c

C) I.).i

CCC

LLA

K UP

z -i S

_ _ _ _ _ _ _ _ _ _ _ 0____ ____ ____ ____ ____ U.'

ccS

(9 U- c

It

w0 U

ul U,

zV

OLD RIVER LOW-SILL CONTROL STRUCTURE: DYNAMIC HYDRAULIC

FORCES ACTING ON THE STILLING BASIN, SURVEY BOAT

SAFETY, AND DEBRIS PASSAGE

Hydraulic Model Investigation

PART I: INTRODUCTION

The Prototype

1. The Old River Low-Sill Control Structure (Figure 1) is located on

the west bank of the Mississippi River approximately 50 miles* northwest of

Baton Rouge, Louisiana, and approximately 35 miles southwest of Natchez,

Mississippi. The low-sill control structure consists of a reinforced concrete

spillway with vertical-lift gates and stilling basin, an inflow channel from

the Mississippi River, and an outflow channel to the Atchafalaya River and

Basin.

2. The structure has a spillway length of 566 ft between abutments and %k

consists of eleven 44-ft-wide gate bays, Nos. 1-11 from right to left looking

downstream, separated by piers. The three center bays (low gate bays) have a

crest elevation of -5.0;** and the eight outer bays (high gate bays), four

bays on each side of the center section, have a crest elevation of +10.0

(Plates 1 and 2). The gate bays are fitted with multileaf, vertical-lift

gates operated by an overhead gantry crane.

3. The stilling basin consists of three divided sections, each with a

horizontal apron that is surmounted with two rows of staggered 10-ft-high

baffle piers spaced 12 ft apart and terminated with a 3-ft-high vertical end

sill. The center section, located downstream of the low gate bays, is 150 ft

wide and has an apron elevation of -12.0. The two outer sections, downstream

of the high gate bays, are 221 ft wide and have an apron elevation of -5.0.

Rehabilitation of the stilling basin apron downstream from the high and low

bays was essential to repair the eroded concrete on the apron between the

* A table of factors for converting US customary units of measurement to

metric (SI) units is presented on page 3.** All elevations (el) cited herein are in feet referred to the National

Geodetic Vertical Datum (NGVD).

5

LvxI

baffles and end sill. Rehabilitation will be provided by overlaying the por-

tion of the apron between the baffles and end sill with modules constructed of

steel with grout pumped underneath.

Purpose of Model Study

4. The primary purpose of the model study was to develop guidance for

rehabilitation of the existing stilling basin. This was accomplished by con-

ducting model tests to determine the hydrodynamic forces acting on proposed

modules located immediately upstream from the end sill, the spoiler design

that minimizes the uplift forces acting on the modules, and the sliding and

uplift hydraulic forces, with and without the spoilers, acting on the stilling

basin. Tests were also conducted to develop guidance relative to the safety

of survey boats operating in the approach to the structure during control

flows and to determine the temporary gate openings necessary to pass drift

under the gates.

6

PART II: MODELS

Description

5. Two section models were constructed to a scale of 1:36; each model

contained an instrumented section designed to permit the measurement of the Umagnitude and frequency of hydraulic forces for various flow conditions. The

instrumented sections were constructed of machined aluminum, and adequate %

clearance between the instrumented section and adjacent portions of the model

was provided to eliminate excessive friction and damping. Tests were con- %

ducted with and without the models submerged to ensure that the frequency or

damping of the systems would not influence measurement of the dynamic forces.

Uplift forces acting on the modules

6. A section model used to investigate the hydrodynamic forces acting

on the modules downstream from the low bays consisted of one bay, two piers, 0

and 30 percent of each adjacent bay (Figure 2). The model simulated about a

900-ft length of the approach, 800-ft length of the exit channel, and a chan- .

nel width of 88 ft. Provisions were made for installation of flow spoilers to

study their effects on uplift forces on the module. Construction photographs

of the instrumented section are shown in Figure 3.

7. The high bay portion of the structure was simulated to investigate

forces on the module located downstream from the high bays. kSliding and uplift forces

acting on the stilling basin

8. A section model to investigate the sliding and uplift forces acting

on the stilling basin downstream from the low bay portion of the structure re-

produced a wid'h of 173 ft. The model included approximately 1,100 ft of the

approach, three 44-ft-wide gate bays, three gate piers, 38.8 percent of one N

high bay, and about 2,000 ft of exit channel. The section model including the

machined aluminum instrumented section is shown in Figure 4. Figure 5 shows

the instrumented portion of the section model prior to insertion in the model. S

9. The 173-ft-wide section model also was used to investigate the

forces acting on the stilling basin in the high bay portion (Figure 6) of the

structure and to investigate debris passage and survey boat safety.

Appurtenances R

10. Water used in the operation of the models was supplied by pumps,

7

I500

400

Figure 2. Side view of low bays

41

I

MOBt' E k,

I

a. Spoiler and module

a

b. Underside of instrumented section

Figure 3. Instrumented section for measuring forcesacting on the module

9

LI

00

00

100

I-

IIi.

I

4%~

I

a. Assembled instrumented section I

S PS

p.

S.

p

b. Top plate disconnected

I*55

'.5S.,.S.'

'I S..

I

55S~~5,N

U US

.45Si.'.5S

A

Figure 5. Instrumented section for measuringsliding and uplift forces

11

'S

- - -~ - ~. -~

)0

.,S.

INSTRUMENTED SECTION

Figure 6. Upstream view of high bays

and discharges were measured by venturi meters. Steel rails set to grade

along the sides of the flumes provided reference planes for measuring devices.

Water-surface elevations were measured by means of point gages.

11. A transparent window was installed in the side of each model to

permit visual observations and photographs of various flow conditions.

Interpretation of Model Results

12. The accepted equations of hydraulic similitude, based on the

Froudian criteria, were used to express the mathematical relations between the

dimensions and hydraulic quantities of the model and the prototype. The gen-

eral relations expressed in terms of the model's scale or length ratio Lr

are expressed in the tabulation below:

12

..........

Dimension Ratio Scale Relation

Length Lr 1:36

Area A = L2 1:296r r

Velocity V = r / 1:6

Discharge Q = L5/2 1:7,776Mr = r

1/2Time T = L 1:6

r r

Force F = L 1:46,660r r 14,6

Frequency f = 1/L1 /2 1:0.167r r

13. Measurement of each of the dimensions or variables can be trans-

ferred quantitatively from model to prototype equivalents by means of the

above scale relations.

13

6'I

PART III: TEST AND RESULTS

Presentation of Data

14. The magnitudes of the forces presented within this report represent

only the dynamic hydraulic loads acting on the structures and are not influ-

enced by a preload or submerged weight of the structure.

Uplift Forces Acting on the Modules

Low bays S

15. Tests were conducted with the low bays simulated to investigate the ('V

dynamic forces acting vertically per foot of width on the upstream portion of

the modules with and without various flow spoilers located at the upstream anddownstream end of the second row of baffles.

16. The instrumented module was supported by a pin connection at the

downstream end and a load cell at the upstream end as shown in Figure 7. The

effect of spoilers with heights of 1, 2, and 3 ft located at the upstream and

downstream end of the second row of baffles (Figure 7) was investigated. The

dynamic forces acting on the upstream end of the module were detected by the

load cell (Figure 7) and recorded on an oscillograph chart. A typical oscil-

lograph record is shown in Figure 8. Analysis of the oscillograph records

indicated that the forces occurred at a random frequency. The load cell was 5

zeroed when the module was submerged with no flow as reflected by the zero

datum shown in Figure 8. The average value of the forces acting on a unit

width of the module is termed FA and the maximum instantaneous force per

foot of width is termed F .

17. Forces measured (per foot of module width) for 12 hydraulic condi-

tions and various heights and locations of spoilers are tabulated in Table 1. IPhotographs of the 12 hydraulic conditions are shown in Photos 1-12. The

maximum unit uplift forces are plotted versus unit discharge in Plate 3. The

legend in Plate 3 relates the test curve to the basic data shown in Table 1.

The plot indicates that the 1-ft-high spoiler located at the downstream end of Ithe second row of baffles (Figure 9) provides the minimum amount of the uplift

per foot of module width.

14

IC

[lI MODULE

PLAN

SEE DETAIL A- .

SPOILER LOCATIONS I NVESTIGATE

ELEVATION

L OA D CELL

DETAIL AS

Figure 7. Spoiler test, instrumented module

MAXIMUM FORCE, FM

0I- F AVERAGE FORCE, FA

MODULE SUBMERGED-NO FLOW-ZERO FORCE

TIME, SEC

Figure 8. Typical oscillograph record formodule tests

15

70

... . . : :'S..'

4.

400

Figure 9. 1-ft-high spoiler, low bays .

High bays

18. Tests were conducted with the high bays simulated to investigate

the dynamic forces acting vertically (per foot of width) on the upstream end r

of the modules. Tests conducted with no spoilers and with 1-ft-high spoilers

located at the downstream end of the second row of baffles showed reducedamounts of uplift on the module (Plate 4). Maximum and average forces per

foot of module width measured for 19 hydraulic conditions with and without the.

30I

1-ft-high spoilers are presented in Table 2. A comparison (Plates 3 and 4) of

the spoiler test results obtained with the low and high bays Indicates that k'.for given headwater and tailwater elevations the uplift forces on the modules -

downstream from the low bays are larger than those acting on the modules down-

stream from the high gate bays. This is attributed to the relatively greater

depth and unit discharge of flow through the low gate bays.

16

High bay

Sliding and Uplift Hydraulic Forces Actingon the Stilling Basin

Low bays

19. Tests were conducted to investigate the vertical and horizontal

dynamic forces acting (per foot of width) on the low bay portion of the still-

ing basin with no spoilers and with the 1-ft-high spoiler located at the down-

stream end of the baffles (best spoiler design).

20. Details of the 3.5-bay section model with the instrumented section

is shown in Figure 10. The instrumented section (Figure 10) was designed to

permit measurement of the magnitude, location, and direction of the resultant

hydraulic forces acting on the stilling basin for various hydraulic condi-

tions. To measure the vertical uplift FV , the stilling basin was supported

in the horizontal direction by ball bushings (Figure 10), and vertical forces

were measured by strain Gages C and D (Figure 10). To measure the horizontal

forces F H , the stilling basin was supported in the vertical direction by

roller bearings (Figure 10), and the horizontal forces were measured by strain

Gages A and B (Figure 10).

,/-GAGE A ,-GAGE C

\AGE B PLAN GAGOED

S 7_ /. ' '^ IL ,-, klMOULESPOILER

PIN'\AL

BEA1 JNG BtJSHINGS]7INPNLOCK IhI1"LC

I -SUppmtT SCR-E I SCrwI

PROFILE

Figure 10. Stilling basin uplift tests,instrumented section

magnitude of the resultant force FR was obtained by the following equation:

17

FR = Fv + F1R V H 'l0

The moment was obtained by supporting the stilling basin by strain Gages C and

D and the pin. The moment about the pin is equal to the magnitude of the

force measured by strain gages (C and D) times the distance from the pin to

the strain gages (61 ft). The location I of FR was obtained by dividing

the moment about the pin by FV . The angle 0 to establish the direction of

the resultant force was obtained by the following equation:

Fv

tan 0 - (2)F H

Dynamic forces detected by the strain gages were recorded on an oscillograph

chart as indicated by the typical oscillograph record shown in Figure 11. The

strain gages were zeroed when the stilling basin was submerged with no flow as

reflected by the zero datum in Figure 11. Analysis of the records indicated

that the dynamic forces occurred at random frequency.

21. Maximum and average values of force per foot of stilling basin

width, measured for various hydraulic conditions with various stilling basin

elements, both with and without the best spoiler design are tabulated in

Tables 3 and 4, respectively. The resultant forces and their respective loca-

tions are plotted versus unit discharge in Plates 5 and 6, respectively. As

the unit discharge increases, the magnitude of the forces increases and the

location of the resultant force generally varies from about 10 to 60 ft down-

stream from the pin (Plate 6). The data in Plate 5 also indicate that the

spoiler had no significant effect on the magnitude of the forces. It is noted

in Plate 5 that for a given unit flow rate the forces measured with the gates

fully open tend to be less than those measured for gated flows. This is

attributed to the fact that with the gates fully open there is a different

flow pattern, less energy dissipation in the stilling basin, and higher veloc-

ities and greater scour potential in the downstream channel. The tabulated

values in Tables 3 and 4 show that the resultant force FR was always upward

in a downstream direction (Figure 10) at an angle with the horizontal that

usually varied between 30 and 60 deg. Tests conducted with the partial adja-

cent high bay gate in the model fully open or closed (Figure 4) indicated no

18

MAXIMUM FORCE---,,

AA!A A A A..A A /\.A hAV1V V V _V V wV

,F4

-3 BASIN SUBMERGED-NO FLOW-ZERO FORCEcc.

oa

QU..

-JZ

BASIN SUBMEGSED-OFO-ERCOCo

p

Figure 11. Typical oscillograph record for stilling basinuplift tests

significant difference on the hydraulic forces acting on the portion of the

low bay that was instrumented.

22. The hydraulic conditions used for test I (Table 3) of the existingstilling basin without the best spoiler also were simulated to evaluate the

stilling basin with the modules removed (Test 20, Table 3), with the front row

of baffles removed (Test 21, Table 3), and with both rows of baffles removed

(Test 22, Table 3). The results of these tests are tabulated in Table 3 andare included in the data plotted in Plates 5 and 6.

High bays

23. Tests were conducted to investigate the hydraulic forces acting

on the high bay portion of the stilling basin (per foot of width). Theinstrumented section and procedure for measuring the forces and analyzing the

data are identical to those described for the low bays.

19| |

V . *.w

24. The various hydraulic conditions investigated are shown in

Photos 13-31. Maximum and average values of force per foot of stilling basin

width are tabulated in Table 5. The tabulated values indicate that the re-

sultant force was always upward and in a downstream direction. For given

headwaters and tailwaters, the uplift forces acting on the stilling basin

downstream from the low gate bays are larger than those acting on the portion

of the basin downstream from the high gate bays. This is attributed to the

relatively greater depth and higher unit discharge of flow through the low

gate bays. Forces on the stilling basin were not significantly affected by

the addition of the 1-ft-high spoilers.

Survey Boat Safety

25. Tests were conducted to evaluate various gated flow conditions that

may be critical to the safety of a survey boat operating upstream of the high

and low bay portions of the spillway. The model survey boat simulated the

approximate length (30 ft) and width (8 ft) of a typical survey boat. The

test results obtained from operation of the high and low bay portions of the 0structure are shown in Plates 7 and 8, respectively. With reference to the

notations in Plates 7 and 8, the term "unsafe" signifies the overturning or

passage of the boat beneath the gates; "questionably safe" indicates that the

boat is unstable and subject to excessive rocking or listing; and "reasonably

safe" signifies that the boat was stable upstream of the gates. Upstream and

downstream views of the structure are shown in Photos 32 and 33. The data on

Plates 7 and 8 indicate that a survey boat operating upstream of the high or

low bays should be safe with gate openings equal to or less than 30 percent of

the head on the crest.

Debris Passage

26. Tests were conducted with the high and low bays to determine the

gate openings required for passage of debris. The debris used in the model

simulated various sizes of logs up to a maximum length of 35 ft and a thick- Iness of 3.0 ft. Results are shown in Plates 9 and 10. Flow conditions that

do not and do permit debris passage are shown in Photos 32 and 33, respec-

tively. Since the buoyancy, shape, and size of debris are variable, the

20

curves in Plates 9 and 10 are rough approximations. However, the data indi-

cate that for the high and low bays some debris would pass with gage openings

equal to about 30 to 40 percent of the head on the crest and that the chance

for debris passage increases as the gate opening increases.S

4

'-N0

21.

S

PART IV: DISCUSSION AND SUMMARY OF RESULTS

27. A hydraulic model investigation of the Old River Low-Sill Control

Structure was conducted to (a) investigate the feasibility of rehabilitating

the portion of the stilling basin apron between the baffle piers and end sill;

(b) develop guidance relative to survey boat safety, and (c) determine gate

openings necessary for debris passage.

28. The apron between the baffle piers and end sill was overlaid with

modules, and tests were conducted to determine the uplift forces on the

modules. To reduce uplift on the module, 1-ft-high spoilers were installed at

the downstream end of the second row of baffles. Test results indicated that

the uplift forces acting on the module downstream from the low bays with or

without the spoilers are larger than those acting on the module downstream

from the high gate bays. The higher uplift forces were attributed to the re-

latively greater depth and unit discharge of flow through the low gate bays.

29. Test results indicated that the addition of the 1-ft-high spoilers

had no significant effect on the sliding or uplift forces acting on the

stilling basin.

30. Tests conducted to evaluate survey boat safety indicated that a

survey boat operating upstream of the gate bays should be safe with gate open-

ings equal to or less than 30 percent of the head on the crest.

31. Tests conducted to evaluate debris passage indicated that debris up

to 35 ft long and 3.0 ft thick would pass through the structure with gate

openings equal to about 30 to 40 percent of the head on the crest.

22

" 4"4

0 ItI

0 0J~- 034. 03- 03

1 .0 0 r. .0-0 -1 0 1-10 z 0 @ 01 4 04, 0 4 0 4 1 -4 1 -4 - 4 4 ( N I3

VU 4- i 4 ' u4 - 0 '0 1.444

r.1(0 $4 w . .0 v oj " o) o) o o

1.44 bo-4 0e - 4 0 0 -H to"

0(4 ~ 4.. 4 3 d) ' 4 - H -H 0) -H Lf3 (N-- 1 4.

r-4 - $-, = w -.E w (3) W 0, I'. El' w~ 0) wca J4 0 0 *0m 0 4 1 0

,-4

r=4. ) CDQ4. '0 '0 0' . . . . .

0

024@3 1..

CJ41 ca m LI03 @3$ 7C

0. 4J) 01.4 C> U . 4 ' 4 ' 4 43 3. ' ..

0)00 A0

0 V24. 4

r3

.4 U-

(A . 4 -7 ON (N w' (N ON~ 34 a, 3

4 -4

C N 1

A 3ri4 ).4 -4

mN m' '4 uN '0 4 C4 a' 0 P' (N%

0 0 %

- ~ ~ ~ ~ 1 ?,*" .A 3..7. .3.

40 04

0- 4 4 w

Acc i4

0 0 00 -4 -4 -4 V

Aj .0 0 0 . 0 -

1J ~0 00 ,4-40 -40 00- -4-U k"- u~ -1 0 4-a 0 '-I r4.1 0-

0 o 0j " 0i 0)i 44) 4 4) "o w .10w4)u -H 0 ) 004 0- 0 H 0H 00

0: W 4.4 44 44 U b4 U 6 4 .4 t *-4

9L .0 .0 0 .0 0 4) 0 4) 0 .0 w 0

x 0 0000

-c -u -,- 0l 0: C'4 CJ - - j C4

ca u . I nL)C) 00 r %c

0m 0 0n 0 0 o 0 0 0 4 0 0

00

0 0 l D r r D0

1i1 M' t& 0, t- LI C1 0 r- 41

-44 = -- CI )C'1) m r 14 0

.- p

r- Zd ai c'4 .. )N~ a, cc~ oN -N -

4.40)-44.4

WOT 0 t IT 0 0 0 0 0D 0 0n 0 0N

M 444

41.

44

0 b

0 " 0

00

U)'4-40r-.,. $4 $4 w

41. r.0 C r - 0 140 = -

-A 0 '-4 4 -.4 '40-4Q 4 u4-4 .-4 4 0 v- 4 4 0

0 0) 0 0) 0.

u. a0 00 0 '-0 -40 00 -

'0 H 04- bo- 0~-H 0 -H 04 to- 0

0 @344 @4 .4 - 44 4 -4 @3%w *,-4 U 44Q)- v34 0- 3- 3 )i -H34

;u. .0 0 .0 0 .0 0 @3 0 @U0 .0 0 @30

w 0 $4

coI 0 0 0 0 C) 0 0 0 0 00W4rn r- m ~ - - C14 IT C14 C) C',m - C140 q .

0 u~ -1I 1 -L) e 0

wf 4) 00 C'l 0; '0 .C 4 0

0 bow -'-4 4J'01T r - ,

4.) @3 -P r l)r n C ,Cu @3 0

0 0

0%.-. ON 0 T r-. Lf n cr - N 00 r- N 0. 'T

a% N - - -

Q. en0 N -cn c 100

-H 4

CO 04-4001-4 ' 0 ~ a 4 ' 0 ~ a 0 '

4) .4 '1 I.N -1 CN C14 - IN -- 4 - C4J C) e

0 0o O on C 0 0 0o on 0 0n 0o 0 no

0) ' ZI C14 , INl '0 UI c4 C', '0

r %~ AL

00

I-44. I.0 0 0

0~ w

-t

40 1 r . 0 C 4 0 1 0 r -

, 0 - 4 - 4 - 1 04 11 0 4~ -4 -

I o 0H b - i H 0 - 0

0H 00 - 0 -H

e'J C1 C- - n i a D C

0n 0C 0 0 0 0 07 0 0N 0O 00

$4 ~ -t '0 '0nnC IDC'.194( 4 C- CO I .414r

-49-

CC~ 4) 4- 10 00 0 ;

t -t mt CIA0 C14 Co 0

0

,-4 4FA - 4 -

=o 0 0

9:G4- 0 .0 00 40 40 .0 -0u-. 0 4 0 - 0 - -4-4 -1 0u. 44I.I U%4 440i- 0401 Vj 0 0) 0) 01 0 01

CC4. 0 4 0) -r4 -H 0 , b 0 v4~Dt w 4.4 . 44 -7 4 U d o4 04 w- w~ 44-0 " 0" -) -4 wI -H "' -4 v4 0' 0 -

14 a '-4 w ' a ' '0 -4 -1 0w p' -) w

001w4.d 0 0 .0 0 A ' 0. 0) 0. 4 0~ 00 W 0

x0 0CC P6 CS C

0) 0

= '4- 5nr n C - C

.00

c 0 0r 0n 07 0I 0 0 0 0h 0N 0't0) '.0 ONd C14 c-I -. Ltd -4 4 0" .

4)

10

104J '.T __ __ __ __ _ mS (SI -I ( C-- C' -- C14-

10I c39z % n - n C4 DP . o L) I

4-4

V.4 4.31 *4 - 4-0i.o 01 4

0.

-4 -@3 4 4 -

r. 0 0 0 00 p- 1-. 2-. $4 V~2j

4.1 C0 r.0 C:0 .- 0 .0 0 0 4 0- 0 -4 0 -4 0 -4 .- 4 -4 -4 -4 0-4 -1-4

'@ 344 C 44 u (4.4 0 4-. 04-4 u3- 0 4-41 .4 w. 5.4

0 0'3 w @3 4) A 4) 41 4) 10 4) 41 WU 0 4 00( @3(3 00V 0( @3C.J 0 -H

29 P.4-4 W..4-4 24 44 U 4-4 (J 44 W .4 u (3440 0 4- 4) " 4 -H - .4 W .4 .-H-4 rm- 14 .13- @32- @34- 0)$4 W w 4 (LI.4

.0 0.0 0 0 .0 0)0 @3 0 .0 0 w30

- 0 a' a O i ~ C ' c

004~)I 4 M O en0 -y r- MO a'U 1 L14 w~ .) .IV 0 0 C6 0 0 0; 0; 0 0

>3 r .4 -IH IK

W@4-. C'3 On C') C' r, r- -- H'=. @ 3-- N CNI (Nj 0n enJ r- Lr CNJ -

%6-4 '@

-H @3 ON C @ 0 10 CC 0 44 % : 1

U -4 .T 0T IT --T It 0o c- (. 0 m. en 0, wt 4.14. IT- (nS - - -7 0 q m. A c O (-

- 0CC * *4

-4 0.00

CUd

CC

@3.- C 4 -j a' C4 '.0 -q -1 a' ( - - a' 0o

44.

.4

2.4 '@3.4

OZ4- 0l - 0 C 1

0 ii.0) 40

o , -4 v41.4 24

0 04.0

,4 'c 41 A 0 4j c'J r-. 2-0 1 2 )41 r. r. 0 . .40 14 :0 -4 0 4 0 - 0 0 0 0- - --4

0 4. 4 V 4 u4 . 04- 4 0

0 4 14 6 0% 4) .6bo 0H 00I vi 00 C' 0 V 0-,- bo H -

0W 01 0 0 0 0 4)0 Q)0 0 0

4-I4

0 4

0

Ifaj. 0 01 e 4n 0 r- 00 00 '0r 0 00% 0 r- 14 C4 4 M-. 0 n 0nCJ 0 r-

04 00w 1.

00

I'd 4.4 Q Go .Y IT D . 0 ON o .D O. 94

a. m m cl .-4 m m% C4 -4 % CN0

14.

2t4 *0a c 1 c - 1

444

4

1-

eo o 0 0 0 0 0 0 0 0 0 -H21 '0 in -7) m ~ W)J -0i 4 cn '0 Ln .4

0)4-400

0r4 4

w0 . C___4___ __4 C4) C) r r- r, 9W W- 44 C Cs) C14 C14 0n()

4)4-='44'4.4 u

0 0 SA-4

00

Table 2Uplift Forces Acting on Module Per Foot of Width, High Bays

Differential Head- Tail- Gate Unit Average MazimumTest Head water water Opening Discharge Force Force SpoilerNo. ft ft NGOD ft. NGVD ft cfa/ft kips/ft kips/ift Flow Condition Location and Height

23 16 60 44 24.86 635 0.12 0.42 Submerged controlledorifice flow

24 50 34 19.28 568 0.23 0.46 Submerged controlledorifice flow

25 40 24 14.65 405 0.12 0.24 Free controlledorifice flow

26 30 14 7.36 110 0.07 0.18 Free controlled Sorifice flow

27 20 4 4.20 76 0.07 0.13 Free controlledorifice flow

28 22 60 38 24.86 743 0.25 0.75 Submerged controlledorifice flow

29 22 50 28 19.28 554 0.27 0.51 Free controlledorifice flow

30 22 40 18 14.65 423 0.14 0.31

31 22 30 8 7.36 176 0.15 0.30

32 37 60 23 24.86 811 0.47 1.05

33 37 50 13 19.28 554 0.24 0.48

34 37 40 3 14.65 419 0.17 0.51

35 5 60 55 36.19 649 0.07 0.28 Submerged controlledorifice flow

36 50 45 28.94 554 0.20 0.4437 40 35 19.28 351 0.05 0.09

38 30 25 11.36 184 0.06 0.11

39 20 15 4.20 68 -0.03 0.00

40 16 52 36 Fully 1,216 0.80 1.36 Gates are fully openopen

41 10 52 42 Fully 1,108 0.23 0.63 Gates are fully open

23A 16 60 44 24.86 635 0.03 0.14 Submerged controlledorifice flow

24A 50 34 19.28 568 0.04 0.08 Submerged controlledorifice flow

25A 40 24 14.65 405 0.04 0.06 Free controlledorifice flow

26A 30 14 7.36 110 -0.02 0.00 Free controlledorifice flow

27A 20 4 4.20 /6 -0.04 0.00 Free controlledorifice flow

28A 22 60 38 24.86 743 0.05 0.15 Submerged controlledorifice flow

29A 22 50 28 19.28 554 0.06 0.13 Free controlledorifice flow

30A 22 40 18 14.65 423 0.07 0.07

31A 22 30 8 7.36 176 -0.12 0.00

32A 37 60 23 24.86 811 0.08 0.27

33A 37 50 13 19.28 554 0.06 0.27 N34A 37 40 3 14.65 419 0.02 0.1935A 5 60 55 36.19 649 0.04 0.11 Submerged controlled

orifice flow36A 50 45 28.94 554 0.03 0.11

37A 40 35 19.28 351 0.02 0.05

38A 30 25 11.36 184 0.00 0.02

39A 20 15 4.20 68 -0.02 0.00

40A 16 52 36 Fully 1,216 0.01 0.31 Gages are fully openopen

41A 10 52 42 Fully 1,108 0.06 0.18 Gates are fully openopen

Note: All forces act in a upward direction unless indicated otherwise.Indicates force acts in a downward direction.

1V V V V V C 0 -V 'V V

* 0 0 t 0 4 C II* .- - - - C. 0. - - - SO - - - - 0 0 - - -o a 0 0 C 0 C 0 0- 1. 1- - V C 0 V I. O O t1.l. U

4.) .34 0) 0)-) 0) I.") - - .3) *~) I.)- 00 CC 00 -o ".0 CO -. 0 Co - - cc cc CcV 0."I 501 0." .01 -- 0 -- 0.. 0 0 0 4.- 0.-

V I- -4) Vt Vt V.4.004 Vt 130 V0-~".*~ 1£ Vt Vt Vt

4 04.1 00.. 04.." 0. 0- C".' 0- 00- 9 I' CC- 0 cc-- I.. 4~ 4 CC. Cc Sc- 01. 0.. 51.01.01. j1~ 00

.00 .09 .00 00 4,0 .00 00 .00 - .00 .00 .00O S 01.1.41. 9 0 V 0 0 4100101101001 0. 01 (4 13 0£ It It

* CI.0 00 I C C.4.4CNC1N~NNN .0NNII~ C It .0 C- C. - - . . . . .'V .1U01 .4 .0 N C - 4' C C ONNNC In 0' C C N 0' 0

- 00 ~

.~ ~.'j* ~-

000 4,,.

0 601414.~ 0 C .0 C C C'V0'.eN.41, C 0.,r'-C .4

040.04~

o 00.1

CN.4NInInIn.0In~£I.4C~.C C C .3 N P.4.4C01~C3~Ct. C .0 .0NC~0~NC C C C ~

= 0 0 I- 0.0.011-. 1.0 '-.10 0 0 V. In 0 01 0 01 0 .4 0 0 ('1 .4 01 0 0 0 C

63136 N C C .4NInInCNONNInINNOI.1 C CI - NInN-NINV.r3r.- - - .4 C C

Cl 00'1OE.0.0 I

4' .0 V. 0 C C - N C IN 0 CINNV.0.4.4.401C SV1.0'.01 0 CN.4.4 0NInN0.4 InNNINIn C .0100*1 C

~~3~V.0ON.40N.0N01 C C V. 41 0 C

~;O 40 ~In.4.4N InInNV£.4 .4 .4In InIn.4InN C1N.C CC .06.0- .3* 'V

- S 0.0V 0 V - V

00 ~1. - V

ONCCNNC C............0 C C C* *004In01IN 01---------------..- N C P V. -O - 60

000.1

0 - 0V -- I 1.Z OC I VV 4111.0 N N C C C .4 0 C 0...........0 4' C 4

4]* 4.40.4 VI 0 .0 V. .4 0 C C '4 - '4 .0 .4 4InP.~U £N 0

0.90.0 - - ------------------------- - - 1.O 4$.] . . . ................. . 0*1 -~ 0

* 0II 0

.0 4.4.100.III In I. N - In In N C C C .0 .0 0 N .0 .0 ('I N - 0

60 -0 0 0 .4 V. 01 0 0 - In In 0 0 0 ('4 C In 0 0 0 0 0

0.4 1.

0 ~ N - C - IN - - - N C In -0 1. .0

O - I* *,001 C N C 0 .0 .0 Cl .0 In C. C C C .0V1I". NOlaN C .0

- 01.0.41 C C N 0 I~" - 0 C .0NCN .4NN.4 N C C 0O 1.00*1 - - - -

*C S I 0V 0 00 .0

N .0 N '4 .4 .0 N C .0 C .0InIn NInN 0 C .4 .4 C 13

C .0NONOIn'4NCNN.4NNNCN.0.4('. 1.

4.'V.1 .l0~' C ONInN-ONInNONN InInInIN .0 0 C C C 4

- S- 0 C C .4 C In C C 4 C C C .4 In C C 0 In 0.0 0.0 C C C 00 0---------------------.0 C-------------

0001.0 .0 C C .4 .0 .0 C C .0 0 C N .0 ('4 .4 .4 40 40 .0 .0 '0 001)10 NNNNNNNNIN.4NNN I.. 10 N N N 0

O'V 06041 C _______________________ VINCI NNNNIn N In '0 0 C- VIOl OlIN N1~)V I,

.4 004 V

041 .4 .3 * .0 C C C C N N CIn InInInInO In .4 .4 .0 II

.44101 N IN - IN - In................-

l~~Ie a 0 0 0 01 0 0 0 a a 0 0 0 0 0 0 N a a a e -l60011.0 In .4 N IN '.1 In ~t 11 .0 In .4 .0 In .4N N In In C .0 0 .0

~ C C 0 - N

V ~ 9m4

~% ~%

0 0

C 0 0 0o a-

. -1 lo IN- 'o 4

c A o o a-o 1c -of

0u U.- 0- '.'C 0 C

CC VC CC CC 0 CC C

* .0A -m . 0 1 1 4 ' 4 O 4 N 4U T' 0

0 0C

10 0$ . . .

N 4 C . . u N 4 , ~ . N N C. 4. . N 4N0 0 0 0 - . 0 0 4 0 CC

4C 0

a4 @4 * N . N C

'0 0 @ 4 0 4 ' u

InCU '0 0 4 N '0 4' N 4 0 C C 0 NINVI

aI o

I I-o Z

-C 0 ' " .

.0. Lww C CC C CCC*

Cu CL u C u Cu CICI

X C- 00 C' CC . .. 0" .

C. C !

CI C C

ZLI C CL C C I Cm

0 0S

N 0 -NC C-CA JN z 0

C .C 4 - C N N C .C( C CC

% oft %I

0..~

0

Photo 2. Hydraulic condition low bays headwater el 60 ft, tail-water el 44 ft, gate opening 36.19 ft

- S%

Photo 3. Rydraulic condition low bays headwater el 40.0 ft, tail-

water el 24.0 ft, gate opening 28.94 ft

liPhot 4.Hydruli conitin lo bas hedwaer e 30ft, ail

wate el 4 f, gae opnin 19.8 f

-IIIFI

Photo 5. Hydraulic condition low bays = headwater el 20 ft, tail-water el 4 ft, gate opening 14.65 ft

0 W

•. .......

Photo 6. Hydraulic condition low bays - headwater el 60 ft, tail-

water el 38 ft, gate opening 36.19 ft

° 'S

'~ ' =%

Phot 7.Hydaulc cnditon ow ays heawate el50 t, ail

wate el 8 f, gae opnin 36.9.f

Phot 8.Hydaulc cnditon ow ays heawate el40 t, ail

wate el 8 f, gae opnin 28.4 f

Photo 9. Hydraulic condition low bays =headwater el 30.0 ft, tail-water el 8.0 ft, gate opening 19.28 ft

pm-w

Phot 10.Hydauli coditin lw bas hedwaer e 60ft, ail

wate el 3 f, gae opnin 36.9 f

h*w V.

wate 1l1 t aeoeig3.9f

Photo 12. Hydraulic condition low bays =headwater el 40 ft, tail-I

water el 13 ft, gate opening 3.9 ft

Photo 13. Hydraulic condition high bays headwater el 60 ft, tailiwater el 44 ft, gate opening 24.86 ft

Photo 14. Hydraulic condition high bywater el 34 ft, aeby headwater el 50 ft, tail-.gaeopening 19.28 ft

oI

Photo 15. Hydraulic condition high bays =headwater el 40 ft, tail-water el 24 ft, gate opening 14.65 ft

4..

water el 14 ft, gate opening 7.36 ft

Photo 17. Hydraulic condition high bays =headwater el 20 ft, tail-

water el 4 ft, gate opening 4.2 ft LI iIII

Photo 18. Hydraulic condition high bays headwater el 60 ft, tail- iiwater el 38 ft, gate opening 24.86 ft

i.:SU.

0

Photo 19. H~ydraulic condition high bays =headwater el 50 ft, tail-I

water el 28 ft, gate opening 19.28 ft

IPhot 21 Hyraulc cndiion ighbay heawatr e 30 t, ail

Photo 22. Hydraulic condition high bays uheadwater el 30 ft, tail-U

water el 83 ft, gate opening 7.6 ft

o

2a.

Photo 23. Hyiraulic condition high bays = headwater el 50 ft, tail-water el 13 ft, gate opening 19.28 ft

I IPhoto 24. Hydraulic condition high bays = headwater el 40 ft, tail-

water el 8 ft, gate opening 14.65 ft

.... --- ; -A 6 144- .

rN ,

Photo 25. Hydraulic condition high bay%,. headwater el 60 ft, tail-water el 55 ft, gate opening 36.19 ft

Photo 26. Hydraulic condition high bays = headwater el 50 ft, tail-water el 45 ft, gate opening 28.94 ft

|p

roT'LI

Photo 27. Hydraulic condition high bays - headwater el 40 ft, tail-water el 35 ft, gate opening 19.28 ft

iI

iI

itiPhoto 28. Hydraulic condition high bays = headwater el 30 ft, tail- I

water el 25 ft, gate opening 11.36 ft

W.0.

I

* %

Photo 29. Hydraulic condition high bays =headwater el 2 ft, tail-water el 15 ft, gate opening 4.20lf ope

L * .* l

AI

%'t~

N1-A- I A

'. W

0

ba. View from upstream

.,

Phot 32 Surey oatsafey ad dbrispasage

Boatdid ot cpsie. Dbrisdidnot ass.Gat

openng 30ft, oolel 60 t, ailate

el - 50 .

a. View from upstream

]Ib. View from downstream

Photo 33. Survey boat safety and debris passage.Boat capsize. Debris passed. Gate opening -

30 ft, pool el - 51 ft, tailwater el - 44 ft

Al

LI

00

owI II(13 0 .

o 0B

olo m

_ Ik

0 0 C

CDI

_cI

C O

/ 0

PLATE 1

FLOW "GATE SLOT9

EL 740

rLOW. GATE SLOT

EL -SO

SECTION C-B

-*1

EL 74.0

WALL

5%.d----\ IsISECTION D-D

SCALE IN FEET40 0 40 80

OLD RIVERLOW-SILL CONTROL STRUCTURE

PIERS

PLATE 2

II K

8.0

6.T 1

4.0 0_

Ab.A

U--

0 0

0.2~~~ - (ETL-2L

• TEST 1-120 _

1 000,?: r_,_

' * T S P O I E R T T S 4

LL 1020.0. 0. 1.2.3.00

UNT000AG,) 100CS/TSOLE ET

DYNAMIC UPLIFT FORCES PER FOOT~~OF MODULE WIDTH, TESTS 1-12--i OLD RIVER LOW-SILL

P

0.8

2.00

0

1.00 _ _ 6_ 1 _ _ _

0.80 - -

0.60 /_ _ 0

N 1-FT-HIGH~SPOILER

0.40

TESTS 23- 1 o0

U. 00

,,,,0--

010 -

0.08 ,0

0.06

S0.04 ' I

----TESTS 23A-41A

t ~0.02 #/

0.010.1 0.2 0.4 0.6 0.8 1.0 2.0

UNIT DISCHARGE (q), 1,000 CFS/FT

SPOILER TESTSDYNAMIC UPLIFT FORCES PER FOOT

OF MODULE WIDTH, TESTS 23-41

PLATE 4 DYNAIC ULIFTFORCS PE FOO

100

80

60

40IS

20

0 --I--U

200

4L 0

0-

0

2 LESN

/z V FORCE Y WIHSPIE

6 0

UNTDICARE(q,1,0pCSFT.

wv

4 /V0

2 LEGENDo AVG FORCE - NO SPOILERo MAX FORCE - NO SPOILER6 AVG FORCE - WITH SPOILERV~ MAX FORCE - WITH SPOILER

0.1 0.2 0.4 0.6 0.8 1.0 2.0

UNIT DISCHARGE (q), 1,000 CFS/FTI

STILLING BASIN UPLIFT TESTSRESULTANT DYNAMIC UPLIFT FORCES, LOW BAYS

PER FOOT OF STILLING BASIN WIDTH

PLATE 5

; -.'S

800

100 0

~ ~60 /8

40 ,o / c s o CB_LL' 0

w 200cL) Ip. 0W0

00'"J 10 /O'

wroC.-

I-- _ _ _ _ _ __ _

-2 LEGEND

O AVG FORCE - NO SPOILER Io- MAX FORCE - NO SPOILER

SAVG FORCE - WITH SPOILERSMAX FORCE - WITH SPOILER

1 __ _ _ _ I I I I I0.1 0.2 0.4 0.6 0.8 1.0 2.0

UNIT DISCHARGE (q), 1,000 CFS/FT

0I

STILLING BASIN UPLIFT TESTS IDISTANCE FROM PIN TO RESULTANT FORCE, LOW BAYS

PLATE 6

kj

WL

000.8

6-' 0 I 20.6

UNSAFE

a: 00 0

0- e000, 0 0 100I0.40

0.2 LEGEND 0 00 0%

SBOAT CAPSIZED REASONABLY SAFEO BOAT DID NOT CAPSIZE I ,,

0 BOAT UNSTABLE I ___'__ ______0.2 0.4 0.6 0.8 1.0

DEPTH OF TAILWATER ABOVE CREST h STOTAL HEAD ON CREST -H" "=

OOS8

SURVEY BOAT SAFETY F

HIGH BAYS

PLATE 7

ol0

4 F-

0-

w

0 0 Go

0 0 0

0~~~ O _____3

030 0 C C ) 0 LLw c0 wLL 0 0 a: I

0/ 0 0Az

0 0 1- C0 z0 0 co A)0 0

0 0

1.0

I!A

0.8

PASSAGE c00 0

0.6 J _0 _

0 0 0 0

- 0 0 0"' L 0 0 0-< 000 - 0

< 0.4 00

00 0 0 0

0 0 0 )

0.2 C 0 ) 0LEGEND Oo

NO PASSAGE0 PASSAGE0 NO PASSAGE

0.0 I_0.0 0.2 0.4 0.6 0.8 1.0 0

DEPTH OF TAILWATER ABOVE CREST hTOTAL HEAD ON CREST H

DEBRIS PASSAGEHIGH BAYS

PLATE 9'

I.- -R -R MR~. Ti -,M.- - - - - - - - -

a...

E 0

C!!

0r

08 0 0 0 0

0 06- 0 0oU 00 0 u00 z c00 0 " (.

0)0uc w U0 0ccC0 0 <

w- 00 00 V6

00 J

.00

0 0

H IS3IW3 NO GV3H IVIOI;_ DNINUdO 31VE)'

PLATE 10

400000