A-flU IN LIFT ORTE FOR LOCKPOiT LOCK ILLINOIS IATERIWJHYDRAULIC MODEL INMESTIGATION(U) ARMY ENGINEERUATERSIWS EXPERIMENT STATION VICKSBURG MS HYDRA..

UNCLRSSIFIED D R COOPER OCT 87 ES/TR/L-87-15 F/O 13/2

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13C 3L. L[U . i TECHNICAL REPORT HL-87-15

LIFT GATE FOR LOCKPORT LOCK .:%

ILLINOIS WATERWAY

Hydraulic Model Investigation

o by

00Deborah R. Cooper

Hydraulics Laboratory

00 DEPARTMENT OF THE ARMYUP" Waterways Experiment Station, Corps of Engineers . .

PO Box 631, Vicksburg, Mississippi 39180-0631 4

N)'TNI 0

'A'-, .l). .

October 1987 %Final Report

Approved For Public Release, Distribution Unlimited

DTICA~ELECTE

• l;

HYDRAULICS

Prepared for US Army Engineer District, Rock Island %"

LABORATORY Rock Island, Illinois 61204-2004 -,

87 12 16 263

Destroy this report when no longer needed. Do not returnit to the originator.

The findings in this report are not to be construed as an official

Department of the Army position unless so designated

by other authorized documents.

V

The contents of this report are not to be used for !

advertising, publication, or promotional purposes.Citation of trade names does not constitute anofficial endorsement or approval of the use of

such commercial products.

-

sI

nX IL

S ncu 1a sfed - -

R URTY CLSIFICATION OF THIS PAGE

REPORT DOCUMENTATION PAGE OM o.r0704-018d

la REPORT SECURITY CLASSIFICATION lb RESTRICTIVE MARKINGS

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Approved for public rel~ease; di~qttjbiitiofl2b. DECLASSIFICATION /DOWNGRADING SCHEDULE unlimited

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

Technical Report HL-87-15

6.. NAME OF PERFORMING ORGANIZATION 6b OFFICE SYMBOL 7a NAME OF MONITORING ORGANIZATIONU.';A E WE.0 (if applicable)Hydra~il i c Lahorato, yWEH-

6c. ADDRESS (City, State, and ZIP Code) 7b ADDRESS (City, State, and ZIP Code) %PO Box 631%ViCk~hiirg, M., 39180-0631

Ba, NAME OF FUNDING/ISPONSORING Bb OFFICE SYMBOL 9 PROCUREMENT INSTRUMENT IDENTIFICATION NUMBERORGAN IZATION (i applicable)

USAED, Rock I~sland NCRED

Sc. ADDRESS (City, State, and ZIP Code) 10 SOURCE OF FUNDING NUMBERS JPO Box 200~4 PROGRAM PROJECT TASK IWORK UNITClock Tower Biiid Lng ELEMENT NO NO INO ACCESSION NO

Rock I. land, 1!, 61204-2004III1I TITLE (include Security Classification)

Li't Gat~o fre Lockport Lock, Iliinoi3, Waterway; Hydraulic Model Investigation

12 PERSONAL AUTHOR(S)Cooper, Deborah R.

13.. TYPE OF REPORT 13b TIME COVERED 14. DATE OF REPORT (Year, Month, Day) 15 PAGE COUNTFinal r"eport FROM 1983 _TO 198~4 (Jetobur 198'74

16 SUPPLEMENTARY NOTATION .

Av-iilFrinl( 'rom NJtional Technical In"ormation ',crvice, 5285 Port Royal Road, 'Spring'iold,

VA 221l6117 COSATI CODES 18 SUBJECT TERMS (Continue on reverse of necessary and identify by block number)

FIELD GROU SUB.GROIJP Dynamic head~q

Hydr'atilic 'o0-.

Ve,,t ical 1 i't gat~j!'19 ABSTRACT (Continue on reverse it necessary and identify by block number) J

'rt, ' " tho! Locrport Lock willI he o!qIiippo d to cp....,, ic,Thi~ wi 1 1 ,vrlv 'P.'ti' !ldo' A'y'~ n, I

t h,? !,i 1w 'Ol I, jO I Vo' t ti, ga~te.

20 DISTRIBuI ON 4V LAB, 'r1 IOF AISTRACT 121 ABS/SACT SECLRiY C ASSIF.(ATIGN

0 NCLA, i r~ XA5.//'T C ,SERsi Ill 1

22a rJAMF or FFS Nr'/ 1 ,) 22t) TF-./PHONE (Ini/uie Arra (wde) 2.',/ VO

DO Form 1473. JUN 86 Previousi e'Iitons are ootinere ~*. ,.,

01~~~. ....

PREFACE

The model investigation reported herein was authorized by the Office,

Chief of Engineers, US Army, on 15 August 1983 at the request of the US Army

Engineer District, Rock Island (NCR).

The study was conducted during the period August 1983 to February 1984

in the Hydraulics Laboratory (HL) of the US Army Engineer Waterways Experiment

Station (WES), under the direct supervision of Messrs. H. B. Simmons and F. A.

Herrmann, Jr., former and present Chiefs, HL, respectively, and under the

general supervision of Messrs. J. L. Grace, Jr., Chief, Hydraulic Structures

Division, and N. R. Oswalt, Chief, Spillways and Channels Branch. The project 4

engineer for the model study was Mrs. D. R. Cooper, assisted by Messrs. B. P.

Fletcher, E. L. Jefferson, R. Bryant, Jr., and T. L. Kirkpatrick, all of the

Spillways and Channels Branch, and R. H. Floyd, S. Bell, and L. B. Smithhart,

Instrumentation Services Division, WES. The gate was constructed by Mr. R. L. 0

Blackwell, Engineering and Construction Services Division, WES. This report

was edited by Mrs. Nancy Johnson, Information Products Division, under the

Inter-Personnel Agreement Act.

During the course of the investigation, Messrs. D. McCully, R. Beach,

J. A. Aidala, and J. Bartek, NCR, visited WES to discuss the program and re-

sults oo model tests, observe the model in operation, and correlate these

results with design studies.

COL Dwayne G. Lee, CE, is the Commander and Dir-ector of WES.

Dr. Robert W. Whalin is Technical Director.

NTIS GR&DTIC TAB - i

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.5

CONTENTS

Page

PREFACE .................................................................... .

CONVERSION FACTORS, NON-SI TO SI (METRIC)

UNITS OF MEASUREMENT .... .. ............................................ .3

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

Prototype ............................................ .......... 5Purpose of Model Study ................... ........................ 6Presentation of Data .............................................. 6"

PART II: MODEL AND TEST PROCEDURE ..................................... 7

Description ....................................................... 7Pppurtenances and Instrumentation ................................. 7-Scale Relations ...................................................... .7Test Procedure ....................................................... 1 1

PART III: TESTS AND RESULTS ............................................ 12

Guard Gate Sill ...................................................... 12Cables ............................................................... 12Comparison of Computed and Measured Water Loads

Acting on the Hoist Cables ...................................... 14Guard Gate ........................................................... 15

PART IV: CONCLUSIONS .................................................. 16

TABLES 1-6

PHOTOS 1-3

PLATES 1-12

2.

N

22"

I

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 0.2831685 cubic metres

degrees (angle) 0.01745329 radians

feet 0.3048 metres

inchei 25.4 millimetres

miles (US statute) 1.609347 kilometres

pounds (force) 4.448222 newtons

pounds (mass) 0.4535924 kilograms

pounds (mass) per cubic foot 27.6799 grams per cubic centimetre

square feet 0.0929304 square metres

tons (2,000 pounds, mass) 907.1847 kilograms

.. %

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LOCIT- A A 3

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F'igure 2. Lockport Lock lift. g.-i tu '"

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LIFT GATE FOR LOCKPORT LOCK

ILLINOIS WATERWAY

Hydraulic Model Investigation

PART I: INTRODUCTION

Prototype

1. Lockport Lock is located at river mile 291 on the Illinois Waterway,

immediately west of the city of Lockport, Illinois (Figure 1). The lock is ,

600 ft* long by 110 ft wide and has a lift of 39 ft. The lock walls and sills

are constructed of concrete masonry. Two submersible vertical lift gates, a

guard gate and a service gate, are provided at the upper end of the lock. In

addition, a shutter gate was located in the forebay upstream of the guard

gate. The purpose of the shutter gate was to restrict flow of water through

the lock during an emergency so that the guard gate could be raised into

place. However, the shutter gate was removed in August 1984. The lower gates

are of the miter type. Plate 1 presents the general layout and typical

sections of the lock.

2. The two submersible-type lift gates are submerged on the downstream

side of the sills when the gates are in the open position. The service gate

is approximately 70 ft downstream of the guard gate. The two gates are iden-

tical in construction except that the guard gate is equipped with butterfly-

type filling valves that are necessary for the guard gate to function as an -.

alternate to the service gate. The gates, consisting of four horizontal

trusses, are horizontally framed. The horizontal trusses are fra d into a

vertical truss at each end. The skin plate is on the upstream side of the

gate. The gates are operated by machinery located on overhead bridges carried

by steel towers mounted on the lock walls (Figure 2). The weight of the gat-

is balanced by concrete counterweights suspended inside the framework of the

towers. The gates are not provided with bearing rollers and thus cannot be

operated under the flow of water. In the event an accident should occur "

* A table of factors for converting non-S[ to SI (metric) units of measure-ment is presented on page 3.

5

* FVV U1V' 1" 6 V U vwV 9 MI g-b ~'%b

requiring closing of the gate under head, the gate could not be closed under :1If ..1

the present system.

3. Both gates are in excellent condition. The lift towers are also in

good condition. The chains for lifting the service and guard gates are a

continuing and costly maintenance problem and will be replaced with cables.

Purpose of Model Study

4. The existing guard gate with its present lifting mechanism (elec-

trically powered sprocket driving the lift chain of the counterweights) cannot

be closed against a head of flowing water. The analysis of the new guard gate "

and service gate lifting mechanisms by the Rock Island District was presented N.

in Design Memorandum No. 1* and Design Memorandum No. 2.** The model testing

program was undertaken for the following reasons:

a. To substantiate the theoretical analysis presented in Design

Memorandum No. 2.

b. To determine the lifting loads required to permit closing of the -gate against a head of flowing water.

c. To observe flow conditions over the gate.

d. To determine the magnitude of the hydraulic forces and frequency

of vibrations acting on the lifting cables with various gate erropenings and flow rates.

Presentation of Data .'

5. In the presentation of test results, the data are not provided in

the order in which the tests were conducted. Instead, as each element of the

gate and the gate lifting mechanism is considered, all tests conducted thereonS

are discussed. All model data are presented in terms of prototype equiva-

lents. All tests are discussed in Part III. - -.

* US Army Engineer District, Rock Island. 1982 (May). "General Design

Memorandum, Illinois Waterway, Lockport Lock Major Rehabilitation," DesignMemorandum No. 1, Rock Island, Ill.** • 1983 (Jul). "Lift Gate Machinery Modifications; Illinois J-

Waterway, Lockport Lock Major Rehabilitation," Design Memorandum No. 2, RockIsland, Ill.

6.' .,

PART II: MODEL AND TEST PROCEDURE

Description

6. The 1 :24-scale model at the US Army Engineer Waterways Experiment

Station (WES) (Figure 3) reproduced the 110-ft-wide lock chamber, the guard

and service gate sills, a 300-ft-long section upstream of the lock chamber, ...-

and 400 ft of the lock chamber. The model gate was constructed of brass and

simulated a prototype weighing 400,500 lb (dry weight). The trusses, skin

plate, and walkway were reproduced to scale, and three roller bearings were "s' e

attached at each end of the model gate to minimize friction in the gate slots ". ,

(Figure 4). Model tests indicated that the friction forces were insignificant

compared to the water loads on the gate.

7. The lock chamber was constructed of plywood, and the gate slots were

fabricated of transparent plastic to allow observation of flow conditions in

and around the gate slots. The gate lifting mechanism consisted of a cable at P

each end of the gate attached to load cells bolted into an aluminum channel ,.4

that was suspended across the model (Figure 3 and Plate 2). Each model cable

was sized to reproduce the elastic properties of the eight prototype cables

proposed for each end of the gate.

Appurtenances and Instrumentation %

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

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

provided reference planes for measuring devices. Water-surface elevations-

were obtained with point gages. Load cells and an no.deillograpii r', rdcv wei.

used to measure and record th l. m i g tudo 'al C!'luoency the 4"":i.acting on each end of the gate. Ch, 't spe, e us, 0. r . n t :"in, ' " .

Scale Re Ol otir ..

9. The accepted equat on3 o ' hydr'0ul id Iimi I it.Udo, l -o2 d up, tl lie,

Foudian relations, wore used to expre,3so the mithomat io"l r-',litions b5tween

t he d imen s io(ns an d nY 1-i 11 1,,1!t i , i o of t I1ti mod-e rid (1 1,o lwo, nyfl p, len-

eral relations fot, o n, m o 1;1a to me t y. . iv I "I'

presented in the: l i" ;J ~ . .:

:

4, 4 LOAD CELLS

.77

tL

a. oking, dowstream

Figuret 3 1 4 i loekprt, Lock lift gate modeI(l ((7orit1 ,1~-!V

%6

S a S W S~~~~~~~~~~~~~~~~~~ WS 10%nt IF mK ORu. KRAr Wni ,SWe r d f f nS n59Nla r~ h ~ I~ - M - Irq 1.-V -i mSn IWIM M

-4

CABLE

GATE %.

GUA SRVIC GA T SIL

c Proile f brach

Figur 3. Concuded

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b. ~~a' Eniv ,,

B 9'

Figue 4 1:2-scle mdelof gardgat

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Dimension Ratio Scale Relation

Length Lr = L 1:24 -- '

Area Ar = L2 1:576r r

Velocity Vr = L1 12 1:4.899

Time Tr = L 1 1 2 1:4.899r r

Discharge Qr = L5 / 2 1:2,821.81r

Weight Wr L3 1:13,824r r

Force Fr L3 1:13,824

Test Procedure

10. Tests were conducted in the model to measure loadings on the gate,

to observe flow conditions over the gate, and to determine the magnitude and .

frequency of the hydraulic forces acting on the lifting cables with various

gate openings and flow rates. In measuring the forces on the gate, pool ele-

vations were held constant while the exposed gate height was varied. Tests

were conducted to measure total head on the guard gate sill for discharges up

to 30,000 cfs. Tests were also conducted to develop an equation for flow over

the guard gate for any head on the gate and exposed gate height above the

sill.

11. Test procedures were generally the same for all tests and consisted

of the following:

a. Record test number, date, data recorder, and test conditions.

b. Calibrate load cells.

c. Raise gate to test position ind a l1 ow upper and I . r p>, :s t r- ON-

stabilize.

d. Record hoisting caule loads on the oscilongr pL.

e. Record upper and lower pool elevations and other test

conditions.

f. Check load cell cal]ibrations.

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PART III: TESTS AND RESULTS

Guard Gate Sill

12. Tests were conducted to measure the total head on the guard gate

sill for discharges up to 30,000 cfs. The water-surface elevation was mea-

sured using a point gage located 70 ft upstream of the guard gate sill whil:

the gate was submerged. The velocity head of the approach flow in the section

model was added to the water-surface elevation to determine the >,tal head or

energy representative of the upper pool in the prototype. An example calcula-

tion is presented arid variables are defined in Plate 3. Ruting curves of the

breach due to the guard gate and the service gate sills (Plate 3) are pre-

sented in Plates 4 and 5. Data used to plot the curves in Plates 4 and 5 are

presented in Table 1. A rating curve calculated by RocK Island District* is

also shown in Plate 4.

CabI e -

13. Each model cable was sized to reproduce the elastic properties of

the eight prototype cables proposed for each end of the gate. Tests were

conducted to ensure that natural frequencies of the model cables would not

influence the hydraulic force measurements. Natural frequency readings were

recorded on the oscillograph for exposed gate heights of 0 and 3-18 ft in 1-ft

increments. The natural frequency of the model cables ranged from 20 Hz (un-

submerged) to 25 Hz (submerged). A comparison of the natural dynamic response

of the model with the exciting hydraulic forces (2-4 Hz) indicated that the

forces measured in the model would not be significantly affected by the natu- Iral frequency or damping characteristics of the model and related instrumenta-

tion. The gate hoisting cables were not subjected to a significant dynamic

loading (less than 1.0 percent of total load measured and at a random fre-

quency). Therefore, only maximum loads are tabulated in the tables and shown

on the plots. A typical oscillograph rocord Of natural frequercy measurement

is shown in Plate 6.

* US Army Engineer District, Rock Island. 1 %3 (Jul). "Liflt ,at e Machlnery

Modifications; Ill inois Waterway, Loekport Lock Major Rehabilitation,"

Design Memorandum No. 2, Rock Island, 1]1.

1 %2

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14. The water load FW (Plate 3) acting on the gate and hoist cables

was obtained by the following equation:

FW T ee - eS (1)

where

F = maximum force due to water passing over gate (water load), lb

FT = maximum total force measured in model cables, lb O

FS = dry weight of gate minus weight of volume of water displaced by

gate, lb

15. Model tests for upper pools with elevations 10, 16, 18, and 25 ft

above the guard gate sill were conducted for exposed gate heights of 0 and

3 through 18 ft. The first phase of testing was run with gate heights fixed.

The second phase of testing was run while the gate was lifted at a rate of

2 fpm.

16. Each test with upper pool conditions fixed in the first phase of

testing was repeated. The gate was raised to a given height and the pool was

allowed to stabilize. The load cells were zeroed. The load (force) was mea-

sured and recorded on the oscillograph (Plate 7). .. '

17. The gate was raised at a rate of 2 fpm in the second phase of test-

ing and the forces recorded on the oscillograph concurrently. The pools were

held constant while the gate was manually being lifted.

18. The water load increased as the exposed gate height dr increased

until dr became approximately equal to 60 percent of the pool height. At

this point, the hydraulic loads peaked and decreased with increasing exposed

gate heights (Plates 8-11). Data used to plot the curves in Plates 8-I are

presented in Tables 2-5. A maximum load of 73,400 lb occurr-d at d,, 6 ft

for the first phase and 70,300 It at 1r, = 6 ft for the _ <and pv-<* .f

ing with a 10-ft pool (Plate 8). The maximum Ioad's increased to 133, 900 It)

at dr = 9 ft during the first phas(e and 1 3 ,000 1 at , ft, durin .,

second phase of tet s with a lb-ft pool (F1 ., ',u . ma<imum of r. 3,600 l.

at dr = 10 ft for the first phaur and 10 4, U it, I ,r 10 for, th.

second phase of testing resulted with in lh-ft pool (Plate 10,,. lrire-sirg

the pool '., 21 ft incre'i.' d tv rj ixi m'Ii 'oad of no e fit'st ;ph,t, , f 'o,;; irr,

322,900 lb at d, 15 ft. *,htr , Tm. m la ': 2 i" ;: " i . i.s - '

to 319, 400 In ;t r)r 1', ft 1 fa 1 lC' A tr, p ,i i, ), , n, ion, ni

wj' 5 r tb' r Th In 1

Aot i g (T I thO HI k; Ca i

19. Thuc wit,'1~i a acltdb '~ is it~tS'b

appr'ox imate Iy t~q'1ja to tho.! wi ignt 0' Wito' V g v'tc'o"-'c oa

ar'ea o^ thu top ' o" thL! jgate ( ( F iguii V

d~

F T (1 rA I :

crssse tio ~ p I['oii r1-o ',-r "i5 5 - At '

The h'mdltemeb' ps'gt!tp 'w2~r'iiliv

and~~~ ~~ waer asatltrigth t.rnmtS ss'~ '2j~r rdPoL-

A UR

I'l ~ ~ c Ah'Mo (1tE 11 (M~2'' it t o ll:f miIildand wa er t c at(. rmmm.1''SILL ho

tos 1-3

',It L

21. A comparison of d assumed by Rock Island District and d mea-

sured at WES indicated that the WES dg value was less than the Rock Island VA

District d value. Also, the maximum WES Fw values were about 28 percent

less than the Rock Island District calculated FW values.

G u a r d G a t e .e

22. Tests were conducted to develop an equation for flow over the gate

for any head on the gate and gate height above the sill. Discharge versus head

on the gate for various depths of pool above the sill was plotted (Plate 12).Data used to plot the curves on Plate 12 are presented in Table 6. The fol- .

lowing equation was obtained and may be used to calculate the discharge for - 1

free uncontrolled flow over the gate:

Q = 3.49LH 1.5 (3)g

where

Q = discharge over the gate, cfs

L width of the gate, 110 ft

H = distance from the upper pool to the top of the gate, ftg

%

N.

PART IV: CONCLUSIONS0

23. The hydraulic model investigation of the Lockport Lock lift gate

yielded hydraulic loads about 28 percent less than the calculated hydraulic

loads provided by the Rock Island District. The measured depth of the gate

under water, d (Plate 3), was less than that assumed by the Rock Islandg

District in Design Memorandum No. 2.* The difference in d measured in the

model and dg used in the calculations may have caused the discrepancy be-

tween measured and calculated loads.

24. The water loads on the lifting cable increased from 7{,400 lb with

10 ft of head on the gate sill to 322,900 lb with 25 ft of head on the gate

sill. The lifting loads required to permit closing of the gate against a head

of flowing water are dependent upon two variables: the amount of head on the

gate sill HT and the exposed height of the gate above the gate sill dr

25. Discharge coefficients were determined for computing tiie discharge

through the structure with the lift gate in the lcwered position, dr = 0 ,

and with the gate in various raised positions. The disch ar ge coefficient was

considerably lower with the gate lowered (2.86) than with the git, raised

(3.49). This was attributed to the change in shape of the contrnl weir wi*,h,

the gate lowered (guard gate sill shape) and with the gat, raised (gate

shape).

26. Although there was some gate vibration ts nli,-,ted mi tto osc]} iI-

graph record (Plate 7), the vibrations were ranidom and small compared to the

magnitude of the load. or

• US Army Enotirioer Di';trict., u~~c Itlm 1 ' ,u "I,if't ;.ite ' ,thinery

sign Memoranlium No. o,-{'k J,,l, ir , ill.

J,

Table 1

Calibration Data, Lockport Lock Lift Gate vS,

-2 .~V /2g

Water- Water-

Discharge Surface Surface HTcfs el* V , fps V2/2g El HTf

0 558.00 0.00 0.00 558.00 0.00

5,000 564.29 1.29 0.026 564.32 6.327,500 566.42 1.82 0.052 566.47 8.47

10,000 568.10 2.33 0.084 568.19 10.19

12,500 569.64 2.80 0.121 569.76 11.76

15,000 571.37 3.22 0.161 571.53 13.53 "17,500 572.57 3.65 0.207 572.78 14.7820,000 573.79 4.06 0.256 574.05 16.05 1"4

22,500 574.75 4.47 0.310 575.06 17.0625,000 575.90 4.85 0.365 576.27 18.27

27,500 576.77 5.23 0.425 577.20 19.20

30,000 577.44 5.63 0.492 577.93 19.93

2g%I-E G ARD SERVIC

- EL 558.0 -- GUARD GT

EL 529.0

ELEV ( LOCK

0* V

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-e~~~0 N .. 'r nw~' U ,IVIV 15twI I ~ 1 r ~ r , r . ' r,

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Table 6Discharge Data, Model Study of Lockport Lock Liftgate

Y l0 ft Y= 16 ft Y= 18ft y Y=2%ftd ft H ft H ft H ,ft H ftSg Qcfs g Q ,cfs g Q ,cfs Q ,Cfs

3 7 6,600 13 16,700 15 20,900 22 38,9004 6 4,700 -- -- 14 18,900 21 36,2005 5 3,700 11 12,500 13 16,800 20 34,1006 4 3,000 10 11,500 12 15,200 19 31,6007 3 1,600 9 9,500 11 13,400 is 29,2008 2 1,100 8 8,600 10 12,200 17 26,900 -i

9 .... 7 7,000 9 9,300 16 25,00010 .... 6 5,300 8 7,900 I 21,10011 .... 5 5,000 7 6,800 11 20,70012 .... 4 4,600 6 5,500 13 19,80013 ...... 5 4,400 1? 17,70014 ........ 4 3,200 1l 15,70015 -- -- 10 12,80016 ..... ....-- 9 12 ,2 001 7 . .... ... -I O- -, O0 018 .........--. 7 7,300-4

I,

- H9y FLO/

EL 558 dr

EL 529GUARD SEVICE

GA TE GA TESILL SILL

ELEV LOCK

1% %I

'/V~ v~d'C.'? ~A~; ; '. , ;I , ' ' ' " " " . " " N ' " " " " " . . , -. . " " " - - " . '

a. Downstream view

-A

4 V

%

:-%

b. Side view N

Photo 1. Unit discharge c( of'./ ft., dr = IL.Q ft, pool el 576 ft (NGVD),t- ii wittr P L '39 ft (NGVD)

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PLATE 2

.% %

Vp.

J' 4

GUARD SEVC","GATE GA TE

SIL EL 529.0 SILL "

S GE

dr = EXPSEDNEIGHOF ATE ABOVAE SILL TPO

YSETHEA OFDFLO ON GARD GATE-SLLFy 7

TAILWATER OF 558.0, LB.5

FT = MAXIMUM TOTAL MEASURED FORCE, LB.

Fw = FORCE DUE TO WATER, LB, Fw FT - FS

HT = TOTAL HEAD ON GUARD GATE SILL, FT.

Y .V 2/2g.,,,Hg = HEAD ON GUARD GATE, FT.

V AVERAGE VELOCITY, FT/SEC

g = ACCELERATION DUE TO GRAVITY FT FS.

V 2/2g = VELOCITY HEAD FT ....

EXAMPLE CALCULATION

PHASE 1.

AT Y 10 FT, dr : 4 FT. dg 2 FT FT 349,600 LB IFS 347,400 LB""-'

Fw = FT - F-

Fw 349,600 LB 347,400 LB

Fw 2.200 LB_. U

MODEL- SECTION OF BREACHLOCKPORT LOCK LIFT GATE

- -~ ~ ' .*o. ".-".

LLIIr

CY) LL

Qo 0

QI CV) >

zo crJo

(.)Q) 0 Czz

0C'j -

cc U)

Lu 1O

U))

C)C

0 O to LO )

-A - 13 -100d

?AI

PLATE ~

.. .. .. . q J; -- ," .. flW i wVWU 'w r -. wu - Er U .- a- -, - - * l - . : r i WV- ... w r t-r l , q .-W W- u-r

50

30-Coo

0u. 20 -0

z

7100"rLi 7 - ".,%o Cm

:Q= 314.60 HT1.5< 5-

Co 4 Q =2.86LHT .5

32 ,. , . ,

3 4 5 6 8 10 20 30 40V2 _'iH T. FT

/ I%

ELEV ( LOCKBASIC EQUATION

HT = Y + V/2g

WHERE:HT TOTAL HEAD ON GUARD GATE SILL, FTY DEPTH OF FLOW ON GUARD GATE SILL, FT

AVERAGE VELOCITY, FT/SECg ACCELERATION DUE TO GRAVITY, FT/SEC 2

L WIDTH OF THE GATE, FT HEAD-DISCHARGE

RELATIONSHIPdrO

*.-TL

.4

C-)

co 0

(~C)

U-W I

C) w

0.1:

o ) o 0KT)

o) 0 C 0 0 0 0 CC) % C\J C'0)

PLATE6

-.:.

0 '1w 1 1 :.;:

100,000 FT, F _s

LEFT CABLE

200,000 - A- . I .- w,

u 300,000' :,jC., :S..:

0 0

100,000 - FT, F s. jRIGHT CABLE

200,000 -

300,000 1 -

0 1 2 3

TIME SEC

FT FT F,

Fs Fs, F,Fw - F v , Fw,,

TYPICAL CABLEFORCE MEASUREMENT

Y 18 FTdr 3 FT

, .:., -.,- U' , .~ ~ Z- .. ~- %- -l-::% v *9

.

60,000

Io 5000

7 0,000 -

60,000 ,

LEEN

o 10,000PHS 1

EXOE AE EGT

EXPOSED PAE 2EGH

0 5 1 1 20T2

PWTE LOADT

d

WW7~YWWV~VWIU~V TU j XW .,.'

1 4 0 ,0 0 0•

'

120,000 --

100,000 0m 0

" -

8 0 ,0 0 0 - 0

0

60,000W

,...;w -

40,000

LEGEND20,000

s PHASE 1o PHASE 20 [ L____ - L L .. . . ""

0 5 10 15 20

EXPOSED GATE HEIGHT, FT

WATER LOADVERSUS

EXPOSED GATE HEIGHTY i6 FT

-Ile

180,000 , - --

160,000

140,000

120,000 - 0O -- ,

m0 , .#

8 10,000 0 o 0 ,.3:,

O0 S -_. -

60,000

40,000 "

S LEGEND20,000 '

* PHASE 2

0 5 1 0 15 20 '&

EXPOSED GATE HEIGHT, FT

WATER LOADVERSUS

F'4

Y --18 FT

PLATE 10P

% eW

.,.,

350,000 I'. I

0 .-L

300,000 00

250,000 -

Go 0 00-..-

ci 200,000 0#

OOS150,0000

100,000 .

LEGEND

50,000 L PHASE 1

o PHASE 2

0 I I I-.,0 5 10 15 20

EXPOSED GATE HEIGHT, FT

WATER LOAD--.VERSUS

EXPOSED GATE HEIGHTY =25 FT

PLATE 1 1

100~ I II.

70-50-

~0 l.

u-20-0 p

0 0-

H3-

(D Q 383.68 Hg

0r0Q.~. Q3.49 LH9 1 .5

00.5-

0.3-0.2 I II I

1 2 3 5 7 10 2030 50 100H FT

911

GUARD Hgj 0-- A

GA TE Yj_ TEL 558 - SER VICESILL- -Vp1EL 529 GATE

ELEV Q, LOCK SIL L

HEAD - DISCHARGERELATIONSHIP

dr 3 FTTHRU 18FT

PLATE 12

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JILMED

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