AD-A056 687 ARMY EN6INEER WATERWAYS EXPERIMENT STATION VICKSBURG MISS F/G 13/11 INDIAN ... · 2014-09-27 · ad-a056 687 army en6ineer waterways experiment station vicksburg miss

AD-A056 687 ARMY EN6INEER WATERWAYS EXPERIMENT STATION VICKSBURG MISS F/G 13/11 INDIAN CREEK PUMPING STATION» MANKATO» MINNESOTA» HYDRAULIC MOD—ETC(U) JUN 78 B P FLETCHER

UNCLASSIFIED WES-TR-H-78-8 NL

I

1.0

I.I

1.25 m

n 2.0

.6

MH RQCOn RE SOtUlION M SI CHAR!

MAI LMAI BUHI W >'• ' W'W •" I

••P" •'" "• " ' • • I» I.I W"WI» • mil IPI

LEVELS TECHNICAL REPORT H-78-8

\ JNDIAN CREEK JPUMPING STATION *—— JjANKATÖTWlNNESOTA

Hydraulic Model Investigation ,

by

/jö) Bobby P/Fletcher 7

Hydraulics Laboratory U. S. Army Engineer Waterway« Experiment Station

P. O. Box 631, Vicksburg, Miss. 39180

Prcpwtd for U. S. Army Engineer District, St Paul St Paul, Minnesota 55101

78 07 17 134 Jû<

•iAUHiu,l,tJuiB|u.uiii..ig^;i»riwniiwiiu

Unclassified SECURITY CLASSIFICATION OF THIS PAGE (Whmn Data Em.r.d;

REPORT DOCUMENTATION PAGE 1. REPORT NUMBER

Technical Report H-7&-8' 2. GOVT ACCESSION NO

4. TITLE fand Suamia)

INDIAN CREEK PUMPING STATION, MANKATO, MINNESOTA; Hydraulic Mod'?l Investigation

7. AUTHORfa)

Bobby P. Fletcher

-t •• PERFORMING ORGANIZATION NAME AND ADDRESS

U. S. Array Engineer Waterways Experiment Station Hydraulics Laboratory P. 0. Box 631, Vicksburg, Mississippi 39180

II. CONTROLLING OFFICE NAME AND ADDRESS U. S. Army Engineer District, St. Paul 1135 USPO & Custom House St. Paul, Minnesota 55101

• 4. MONITORING AGENCY NAME • AODRESSflf dUlmtml tram Controtlln« Olllcm)

READ INSTRUCTIONS BEFORE COMPLETING FORM

3 RECIPIENT'S CATALOG NUMBER

S. TYPE OP REPORT 4 PERIOD COVERED

Final report

6. PERFORMING ORG. REPORT NUMBER

0. CONTRACT OR GRANT NUMBERf.J

)0. PROGRAM ELEMENT, PROJECT. TASK AREA 4 WORK UNIT NUMBERS

12. REPORT DATS

June 1978 13. NUMBER OF PAGES

91 IS. SECURITY CLASS, (ol Ulla r.port)

Unclassified

IS«. DECLASSIFICATION/DOWNGRAOING SCHEDULE

18 DISTRIBUTION STATEMENT (ol Ulla Raport)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (ol Ihm aoalract anfand In Slock 20, If olffaranl Iran Report)

IS. SUPPLEMENTARY NOTES

It. KEY WORDS f/Canlfnua on rararaa mldm It nmcmmmmrr and Idinilly or block ntmibor)

Entrances (Fluid flow) Flow characteristics Hydraulic models Indian Creek Pumping Station jumping stations

10. tSBS&T (SSSSii mm rararaa 1m* A? naaaaaaay —I rdmHltr or block mSSSS The model study was conducted to evaluate the characteristics of inflow

to the original design gravity-flow section and pump sump and to develop modifications required for improving the distribution of flow to the gravity-flow section and pump intakes.

The l:10-scale model indicated the need for certain minor modifications to improve flow characteristics in the forebay and ensure satisfactory flow characteristics and pressures near the pump intakes. The major problems • (Continued)

DO,' JAM 71 1473 COITION OF ' MOV «B IS OBSOLETE Unclassified

C*0*j <"

7

SECURITY CLASSIFICATION OF THIS PAGE (Whmn Dala Bnlotmg)

78 07 17 I*

"1

Unclaaaified MCURITY CLASSIFICATION OF TNII PAOIfWIl«» Dim BntorMQ

C «w>1

00. ABSTRACT (Continued).

V encountered at the pump intakes were generated by the concentrated Jet entering and passing through the forebay. The concentrated Jet produced adverse currents and turbulence near the pump intakes. Satisfactory approach flows were obtained by installing divider walls to isolate each pump.

The major problems encountered at the entrance to the gravity-flow section were generated by the abrupt transition from the forebay to the gravity- flow section. The problems were alleviated by streamlining the entrance to the gravity-flow section.

The improved flow conditions at the entrance to the gravity-flow section reduced the severe drawdown at the right abutment and provided a more direct route for flow to enter the gravity-flow section.

The improved flow aondltions toithe pump intones eliminated surface vortexes and reducefd the pressure fluctuations from about 3.6 ft of water with the original design to l/.O ft of wate^ with th^ recommended design. Freewheel- ing propellers,' witli zeno pitch blades, locatefl in the approximate position of the prototype pump propeller indicated a reduction in swirl/from 7.6 rym with the original design to/0.3 rpm with ythe recommended design/

Unclassi fied SICUHITY CLASSIFICATION OF THIS PAGefWh.n MM Fnt.r.rfi

I. I. • T • ' u

""I'"" i vMapii ..- ,„-_„_..*—

PREFACE

The model investigation reported herein was authorized by the

Office, Chief of Engineers (OCE), U. 5. Army, on it March 1976, at the

request of the U. S. Army Engineer District, St. Paul.

The study was conducted during the period March 1976 to May 1977

in the Hydraulics Laboratory of the U. 5. Army Engineer Waterways Experi-

ment Station (WES) under the direction of Messrs. H. B. Simmons, Chief

of the Hydraulics Laboratory, and J. L. Cirace, Jr., Chief of the Struc-

tures Division, and under the direct supervision of Mr. N. R. Oswalt,

Chief of the Spillways and Channels Branch. The engineer in immediate

charge of the model was Mr. B. P. Fletcher, assisted by Mr. R. L. Bryant.

The report was prepared by Mr. Fle^cêr.

During the course of the investigation, Messrs. Sam Powell, John

Robertson, and Robert Kinsel of OCE; Joe Jacobazzi, John Suhm, Jose

Ordonez, and Fred Korbus of the North Central Division; and Jim Muegge,

Robert Penniman, Martin Färber, and Tom Pennaz of the St. Paul District

visited WES to discuss the program of model tests, observe the model in

operation, and correlate test results witli design studies.

Directors of WES during the conduct of the study and the prepara-

tion and publication of this report were COL G. H. Hilt, CE, and

COL John L. Cannon, CE. Technical Director was Mr. F. R. Brown.

CONTENTS

PREFACE

—

Page

CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNITS OF MEASUREMENT 3

PART I: INTRODUCTION 5

The Prototype 5 Purpose of Model Study 6

PART II: THE MODEL 7

Description 7 Interpretation of Model Results 7

PART III: TESTS AND RESULTS 11

Original Design 11 Alternate Designs 12 Recommended Design ll+

PART IV: DISCUSSION 16

TABLES 1-3

PHOTOS 1-22

PLATES 1-U8

lj|liinii imK^mpmmum

C0HVEM3KHI FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNIT:' OV MEASÜREMEHT

u. ;'. eustomary units of otesurestent used in this report can bo

converted to »etric (L"I) units as follows:

Multiply

inohos

foot

mi los (u. S. statute)

aeres

square mi los. (U. S. st.at.uto)

gallons 0OT minute

Pool per second cubic feet per second

JSL

25.3 0.3OM3 l.bOo^lt

*0»€.856 2.589988

3.T85*12

0.301*8

0.02831685

To 0b1 sin

millimot pea

mot res

kilometres,

square mot res-

square kilomot POS

cubic dociaetrea per minute

metres, per seoomi

cubic metres, per second

"T "" ' ' I

NORTH ("o ' V%

MINNESOTA

\ * __DULUTH

WISCONSIN <f.

SOUTH DAKOTA

MADISON

MILWAUKEE

L L

100

SCALE IN MILES

0 100 200 1 I I

Figure 1. Location map

r

'.NolAN OSKKK IIWI'INO STATION, MANKATO, MlNNKiVTA

'o. .r.-u.Uc Model Invest I&••»J I on

PART 1: [NTRODUCTIOS

I. Pho [ndlan Creek itom-wtw pimping »tatton will be located

about 70 mile:-.* southwest of Minneapolis, . ink.-it.-, Minnesota, at the

Junction of [odien Crook with tin- Minnesota River on the right !-.'<;iK of

the Minnesota Klver about SOO ft ilOWlistrssjl frosi '.'. S. Highway l69

bridge (Figure i milt nates i and 2), vv.c Indian Creek watershed covors

about '-f.v acres (o.o s«\unre mlles^. Th« pumpttig station «.•••*u bs •••ci for

aanual or automatic operation and will b« used for pimping stoin-water

runoff only« Details of the original design puatping :'-;:vtio:i are shown

in Plat« *.

The Pleasant Street ponding are« Located about 1000 ft up-

straai of th« pimping station (Plat« t) will control th« runoff fron th«

upper areas of th« wat«rsh«d< Runoff froa th« $33"*cr« drainage ares

between the ponding er«a end tu<- pimping station will flew directly to

th« pimping station vis cloa«d conduit and op«n channel. Th« proposed

pimping station will b« of the wot-pit (svmp) type and will twnploy four

vertical shaft puspa to provide s pimping capacity of 136,000 gpa.

Traahracks will be provided for protection of .-i!i pump::. :•>•,,• pimps die»

charge directly to %i coamon gate well outflowing to tin- river during

blocked gravitj drainage condition«,

v. The outlet gates of the Pleasant Street ponding area will be

reacte-coatrolled froa the puapint station. During flood periods, the

gates will norsmlly be cloaedj however, stored water nay be used to aug-

aent flows to the pimping station. Peak re lease rates from the ponding

* A !:IMI' of factors for converting v. S. customary unit;; of measurement to metric (s*l ^ units Lt presented on page ^.

~—- •' • "——

**" »'••«•• ~r

tree wit I not exceed W efB. The station wltl inolu.te three« 7-ft

•quere conduits th.-.t win oonve.v Brevity flows to tha river« During po- telttifli flOOd pOriOdl when the» fivtT reHOho:'. .-1 r&»* '• •*• SlttieS ,-ute:'

in MM f'.t'nv i t y-flQN outlet:-, will ho Closed, flic POUT llttiC« gfctes :it the

i-ut i^tiu'i' to t ho ptaa$ a\sap wilt bs opened, the pvnpa wut be ectiveted« ;itut the Meter level in t ho BUStp will be pUBiped to n inwnun itap Sieve! ion

r»rj(\vit« of Model 'otu>1y

h. ,!ii> atodel study wea conducted bo evs>luete tbe character!atlea

of punped and gravity flows in the original design pvaaping station end to daFvelop nodifioetiona required for Lstprovlog the distribution of flow

to the puap Intake a end gravity-flow outlets«

* Ait slevatiotts (el) cited bereis sre In feet referenced to »Men see Levels (. 1929 adjustamnl ),

J

'^^mr—mKW,m^mfmmfrmm,mvmmmKWWV^^mmm^m^m^r^~^~

PART II: THE MODEL

Description

5. The model of Indian Creek pumping station« constructed to ;i

Linear scale ratio of 1:10, was fabricated oi' transparent plastic and

included 100 ft. of the approach conduits-, sump forebay, pump sump, trash-

racks-, pump intakes, and ^0 ft of gravity-flow conduits (Figure 2 and

Plate 3). Flow through each pump intake was provided by individual suc-

tion pumps that permitted simulation of various flow rates through one

or more pump intakes. Various flow conditions through the gravity-flow

conduits were also provided by individual suction pumps.

6. Water used in the model was stored and recycled in a headbox

and discharges were measured by turbine flowmeters. Water-surface ele-

vations were measured by staff and point gages. Velocities were mea-

sured by a pitot tube and a turbine current meter. Current patterns

were determined by dye injected into the water and confetti sprinkled

on the water surface. Pressure fluctuations at the pump intakes were

measured by ^.O-in.-diam (prototype) electronic pressure cells (Figure 3)

flush with the floor of the sump directly below the center line of the

pump column. Swirl in the pump intakes was measured by vortimeters

(freewheeling propellers with zero pitch blades) located inside each

pump intake at the approximate position of the prototype pump propeller

(Figures h and 5).

Interpretation of Model Results

7- Accepted equations of hydraulic similitude, based on Freudian

criteria, were used to express the mathematical relations between the

dimensions and hydraulic quantities of the model and prototype. The

general relations expressed in terms of the model scale or length ratio,

L , are presented in the tabulation on page 10:

- 1'" •' '•

:•. flul :".,-v fror pun1 in* stal ion

Figure .'. . ••• : lO-noale mode '.

—^^*- i

• • mW ' -' ' ' ' •' '••»I» -"

pRi ssurte ctLL i->, AM s ,-s.' rori •'.-

^ PUMP NTAKI

V

•'S'( «, <1 il

''. -\\ ELEVATION

i ;ure •:. Pressure ce I I Local i on

lire '-. ".•'•• of origin«] design pumping station

.. i ...

^m

Figure 5. Flow conditions; original design, pumps ? and 3 operating, sump el 7r>7

Dimension Ratio Scale Relation

Length I, r

o

1 :10

Area A r

• L r

1:100

Velocity V r

• L1/2 r L:3.16

Discharge % •

r 1:316.23

Time T V = Ll/2

r L:3.l6

Pressure P r

= 1, r

1:10

Frequency f a L/Ll/2 l:0.316

Measurement, of discharge, water-surface elevations, heads, velocities,

pressure, and frequency can be transferred quantitatively from the model

to prototype equivalents by these scale pelatJ ms.

10

• -— -^ • — —. J

-mem- "~r~ 1 "' '

PART [II: TESTS ANP RESULTS

Original IV;'. ign

8. Tito L:10-scal« reproduction of th« original design of th«

gra> i i y—flow section and the pump sump Including th« four $6-in. pumps,

th« .'ii-in. pump, and tin- 2<t—in< return flow conduit Is shown In Figure '».

The pumps were numbered as Indicated Ln Figure ••. Th« .'''-in. pump

(pump L) had • L5»000-gpa capacity and MM designed to pump during pe-

riods, of Low Inflow, Bach Jo—in, pump had • capacity of JH,000 gpm<

rump 2 could return as much as L5»000 gpm to th« sump through th« Pfc-in.

return flow conduit to reduce pump cycling. Hydraulic performance of

the pump sump and gravity—flow outlet wore evaluated t-y visual observa-

tions of flow conditions and measurements of velocities ;<n>i flow distri-

butions! pressures on t u<- floor of tho sump directly below the vertical

.•ixi: = of the pump columns, and rotation of flow at th« approximate posi-

tion where each propeller will be Located in the prototype,

9, Various pump-induced flow conditions are Illustrated in

Photos 1 -1*. inflow from the three conduits tended to remain concen-

trated in the central portion of the forebey and sump. ''.'hi;-, uneven flow

distribution produced counter eddies on opposite sides of tin- sump

(Photo:-, h-;) thai Induced adverse circulation in the vicinity of th«

pump Intakes, air-entraining vortexes (Figure S) occurred intermit-

tent ly .'it the pump Intakes. Figur« <• shows the stages In the development

of an air—entraining vortex from ;i small depression in the water surface

which gradually becomes deeper until air bubbles intermittently break

away 1 forming s continuous air core extending into the pump intake•

Adverse currents in the sump were Amplified when the return flow from

pump 1 w;u; discharged into the forebey normal to the inflow current

(Photo 8). The presence ^r the trashracks .IM not affect the flew.

Pressure fluctuations expressed ,•»:•• foot of water end rotational flow

tendencies expressed as revolution:; per minute in th« prototype intakes

and pumps art given in Table 1. The majority of the measurements

11

________ _

mm 1 1

a-.<c

I Al

(HI

(P)

(f )

Figure 6. Stages in development of air- entraining vortex

Indicate that, tin- pressure fluctuations stay be related to the speed of

the vortimeter IT rotation of Plow.

10. With the gates to tin- pump sump closed and the maximum antic

pated discharge of 995 cfs through the gravity—flow section, a severe

contraction of flow occurred at the righl abutment as Illustrated in

Photo 9> The contraction appeared to cause significant head Loss in

t'low through the gravity—flow section«

Alt.ornnt.o IVr.ig.u-.

11. iVvernl dor. i^ns were Investigated to develop one thai would

uniformly distribute water to the pump Intakes and provide satisfactory

flow to the gravity—flow Beetion. Plow separation at the pier noses

war. reduced by adding 1—ft radii to the noses oV the piers as shown in

Plato h. Flow war more evenly dispersed in the fotvhay and uniformly

distributed to the pump Intakes by the baffle shown in Plate k. The

baffle also Improved the flow distribution when flow war being recycled

to the rump through pump l and the return flow conduit« However, ad-

verse current! In the sunp and Intermittent nonair—entraining vortexes

were observed in the vicinity oV the pump Intakes« Adverse flow

12

••• — 1 -—— - •

•»> "'•'," "' '

pat t,erns that occurred due to the return !'l>>w and the unsymmetrical ge-

ometry of tti>' pump aunp were Improved by adding the divider wall (type L)

shown In Plate ••. However the divider wall Laolated the .''i-iu. pump

•m>t created adverse How conditions In pump buy i when the pump was

operal i rig.

l.'. The performance of the gravity-flow section was Lsiproved by

extending the gravity—flow conduits and positioning the headwall •!.'• ft

upstream as shown by the dashed l i11«•:• In Plate •>. This modification

provided a »ore direct route •,ui>i reduced contraction of now entering

the gravity—flow conduits.

I i. The type 2 divider wall with a rounded nose (Plate 5) was In-

stalled in thi- modeli and Less contraction of flow was observed around

the nose of the divider wal] and more uniform flow distribution resulted

Inside the 2b-in. pump bay. Although the type 2 divider wal] was s sig-

nificant Iraprovementi surfet ddies tended to exist In the vicinity of

the pump column. A hanging baffle was Lnstalled ) fl downstream from

the entrance to the 2b-in. pump bay (Plate 5), The Lower pari of the

baffle extended down to e] 755i 2 fi below the minimum sump elevation.

Plow accelerated as it passed below the baffle and was more uniformly

distributed Lnside the pump bay. Ro surface eddies were observed Ln the

vicinity of the 2*—in. pump.

l't. Additional modifications were Investigated In an attempt to

Improve flow distribution to the four j6-in. pump:-.. Phe type 2 baffle

was inst a i led across t lit- foTebsy as shown in Plate i''i. bu1 tests re-

vealed this modification did no1 significantly Improve flow distribution.

The type 2 baffle provided satisfactory flow distribution to the gravity-

flow section with all dischargest Including the maximum rate of 995 efa.

15. The type | baffle was Installed across the forebay (Plate 6b)

to provide a more uniform flow distribution with all combinations of

pumps operating ••it anticipated sump elevations. Water—surface depres-

sions similar to Btage (c) in Figure 6 were evident In the vicinity of

each of the four *i'-in. pump Intakes. Although the type i .'in>l several

other baffle designs Investigated Lmproved t he hydraulic performance of

the :;ump, none were considered satisfactory.

i I

r. I f"p "•""•' • -

K>. Testa wi'i'i' conducted bo Investigate the effects »"it* extending

the Length of the pin':', downstream, Test results revealed tbs1 partis]

pier extensions toward the back wall Induced adverse circulation around

ihr dovnstresn end of ths piers. Satisfactory sump performance wee

schieved with Individual beys thst were formed by extending the piers to

the back wall (Plate 7)• Velocity measurements Indicated satisfactory

velocity distrihution in the individual bays, ami only Intermittent sur-

face depressions with stage (a) vortexes as shown in Figure 6 and

Photo !o were evident in tin- vicinity o\' each pump, although it was

considered that this type vortex night net he harmful, test:: wer.- con-

ducted t.o develop a dev ice that WOUld eliminate the vortex. I nvost i Ra-

tion of several types of vertex suppressors resulted in selection et' the

type 3 (Plate 7). which eliminated the surface depressions. Pressure

fluctuations expressed as. feel et' water and rotational flow tendencies

measured with vortimeters as revolutions per minute in tin- prototype

p\nps are ,>:ivon in Table 2. The values Indicate a significant reduction

in magnitude when compared with the values obtained with the original

design (Table l). Velocities measured with various, sump elevations, and

combinations, of pumps, operating are presented in Plates 8-28. These

velocities were measured 1 ft above the floor of the sump and indicate

the lateral flow distribution approaching the pumps..

Recommended Peg 1 gn

IT. Engineers of the ii. 8. Army Engineer District, :"t . Paul, de-

cided, for reasons. o\' economy, to eliminate the L5»000 t'.pm [2k in.) pump

and revise the cross section oi' the three- gravity—flow discharge con-

duits from 8 ft. in diameter to 7 ft. square. Tin- recommended pump in,':

station design (Plate 29) was. developed by Incorporating these modifica-

tions. Various, flow conditions with the recommended design are Illus-

trated in Photos il-l'). The t rashrack has an Insignificant effect on

hydraulic performance and should ho used \%ov all bays. Velocities mea-

sured with various, sump elevations and combinations of pumps operating

are presented in Piat.es :,(>-)i8 and indicate that the recassnended sump

lU

1

design should provide satisfactory flow distribution bo the pumps.

Prsssure fluctuations and rotational flaw tendencies observed with the

recommended design arc given In Table I, The values in Table 3 and

Photo 20 Indicate essentially no flow Instability or swirl at the pump

intakes. A comparison of Table i (original design) and Table 3 (recom-

mended design) Indicates • reduction in wart raw pressure fluctuations

from ^.i> ft (original design) to 1.0 ft of water (recommended design)

and .u reduction tn svirl from 7.6 rpa (original design» prototype speed)

to 0. 3 rpm (recommended design), The type 3 vortex suppressors

(Plates T—29) eliminated any tendency for surface vortexes as Illus-

trated by viyo Injected Into the flow in Photo 21.

L8. Satisfactory flow conditions were observed for all ant Lci-

pated flow conditions with the three T—ft square oonduits (type 3

gravity-flow Intakes) shown in Plate 29, Performance with the maximum

anticipated flow of 995 cfs la Illustrated In Photo 22.

15

~—r

PART IV: DISCUSSION

19. Hydraulic performance of the pump sump and gravity-flow sec-

tion was improved by the addition of minor modifications developed dur-

ing the model study. Satisfactory operation of the pumps and gravity-

flow section should be anticipated due to the elimination of severe flow

instability, swirl, and pressure fluctuations in the vicinity of the

pump intakes and contraction of flow at the right abutment of the

gravity-flow section.

20. The major hydraulic problems encountered were generated by

the concentrated inflow that passed through the forebay into the pump

sump with one or more pumps operating, and by the adverse geometry and

route required for gravity flow from the three inflow conduits to the

three outflow conduits. Several alternate designs that included baffles

in the forebay to disperse the inflow were unsuccessful.

21. Satisfactory sump flow conditions were obtained by rounding

the noses of the piers to reduce separation of flow at entry and by

isolating each pump by extending the piers to the back wall of the sump.

Pressure cells located on the floor of the sump directly below the

center line of each pump intake reflected the improved flow conditions

that resulted from the recommended modifications by indicating a reduc-

tion in maximum pressure fluctuations from about 3.6 ft of water with

the original design to approximately 1.0 ft of water with the recom-

mended design. Freewheeling propellers, with zero pitch blades, located

in the approximate position of the prototype pump propeller indicated a

reduction in maximum swirl from 7.6 rpm (prototype speed) with the orig-

inal design to 0.3 rpm with the recommended design. Velocities measured

in the approach to the recommended design indicated uniformly distrib-

uted flow to the pumps. The severe drawdown of flow at the entrance to

the gravity-flow section was eliminated by streamlining, the right abut-

ment and providing a more direct route for flow to enter the gravity-

flow section.

16

• •

memmmwmi«. i ,, ,,,,.....,„.,.„„., .,, ,.,

'.'a Ma 1

Procure !•' luo 1 nut ton ;'• an»! :twirl at rimip Intake:!, Original IV iCT

Suap Kl, ft Sues Performanc

1 Pressure fluctua Rot • t tons I flow

T57 Pressurs fluctus R©t at ional flow

•••; Pressure fluctua Rotational flow

••••• Pressure fluctus Rot at ional flow

760 Pressure fluctus Rot at LonS l !'l.>w

r6o Pressure fluctus Rotational floe

7«S0 Pressure fluct us Rotelional flow

T&) Pressure fluct >ia Rot at iotia 1 flow

rfio Pressure fluct us Hut at i onsj flow

rä Pressure fluctus Rotel Ions 1 flow

761 Pressure fluctus Rot at lonSj t low

rä Pressure fluctus Rot at i one 1 f Low

;• ; Pres sure fluct us Rot at ione 1 f]ov

T63 Pressure fluct us Rot a! ional flow

762 Pressure fluct us RotetlonsJ flow

r6a Pressure fluctua Hot at LonS 1 flow

r62 Pressure fluctus Hot at ional flow

r€e Pressure fluctus Rotel ional flow

r6s Pressure fluctus

Pnm]' Wo.

Rol at LonsJ f low

•t

Rote; Ail aagnltudes sre ox * = clockwise rot at ' • eounterelockvii x e pntp not operat

rpa • revolutions per ainute Discharge per rump, 5* »000 fjpa

* Pressure fluctuetlons ere given In feet of ester

: n.t Lest or

ion*

endency, rpm

Ion endency, rpm

ion

endency, rpm

i on

endenc) . rpe

ion

endenc] , rpm

ion

endencj , rpa

I on

endency, rpa

ion

endency, rpa

I on

endency, rpa

ton <" : -nov , rpa

»Ml

ndency, rpa

on ndency, row

on

ndency, rpa

on

ndency, rpw

idencj , rpm

ndency, rpa

endency, rpa

ion

endencyi rpm

i on endency, rpm

o. 5

0

1.1» 0

1.'.

L.3*

0

1.0 8,5

' .0 l.o«

o.a 0

.'.0 1.. 1. •

l .0 J.O*

\.o ;. i»

o

B

2.8 X b.8" \ 1.0 ,'.i

B.S« ; .<

X X

'.0 >.8"

),r> i. <<

0,5

0.5 0. <<

0.5 1. P

* s

ft«

ressed in tents of prototype equivalent! on rot at ion

\ X

X X

2.8 '-.7'

X

0.5 0.5 0

X n • 1 .0

X X

X X

.'.0 X

0.5 0.5

X 0.2 0

X X

X X

),] X

1 .0

m

Table 2

Pressure Fluctuations and Swirl at. Pump Intakes

Type g Divider Wall, Type I Pump Bay Wall, Type 3 Vortex Suppressors

Type 2 Pier Noses, and Type 2 flravity-Flow intakes

Sump Kl, ft Sump rerformanco Indicator 1

757 Pressure fluctuation* Rotational flow tendency, rpm

757 Pressure fluctuation Rotational flow tendency, rpm






76o Pressure fluctuation Rotational flow tendency, rpm





! 'ump No. 1 0 3 I 5

X 0 0.5*

X X X

X 0 0.2*

0 X

X X

X 0 0 0 X 0 0 0

X 2.0 0 0 0 2.0* 0 0 0.3*

ft« 0 0 0 0 l.o* 0 0 0.5*

X X X X 0 0

X 1 . OT 1.5*

X X X

X 0 0.3*

X X X

X 0 0

0 0

X X

X 0 0 0 X 0 0 0

X 0 0 0 0 0 0 0 0.6*

0 0

[Continued]

Note

ft»

All magnitudes are expressed in prototype equivalents. •*• = clockwise rotation • = counterclockwise rotation X = pump not operating

rpm = revolutions per minute Pressure fluctuations are îven in feet of water. Pump No. 1, 15,000 gpm (not instrumented); pumps Nos. 2-5i 3^,000 gpm each. Pump No. 2, 3^,000 gpn, recycling lr',000 gpm to forebay.

_ -"• in ^J

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^

ll.

Table 2 (Concluded)

Sump KI, ft §3S Performance Indicator 1

76l Pressure fluctuation* X Rotational flow tendency, rpm

76l Pressure fluctuation X Rotational flow tendency, rpm

76l Pressure fluctuation X Rotational flow tendency, rpm

761 Pressure fluctuation X Rotational flow tendency, rpm

j 1 Pressure fluctuation X Rotational flow tendency, rpm






Pump Nc

0.5 0

2.0 0

1.0 0

1.0 0

0.^ 0

1.0 0

1.0 0

1.0 0

2.0 0

0.5 0

1.0 0

1.0 0

1.0 0

1.0 0

0 0

0 0

1.0 0

1.0 0

X

0 0

0 0

0 0

0 0

Pressure fluctuations are îven in feet of water

IPIPPPPWWP»^— 1 Hl ' I »llll mil II . I i in in I npw.il .1 «Tw•t«fWT—• • IHU !• I"

Table 3

Pjgesgure Fluotuat.ioiu- and :'wirl at. Pump Intakes

Typo 2 Pump Configuration, Type 1 Pump Hay Wall, Type 3 Vortex

Suppressors, Type 2 Pier Noses, and Type 3 Gravity-Flow Intake:

Sump Pump No. Fl, ft Stage Performance Indicator ? 3 j

757 Pressure fluctuation« Q XXX Rotational flow tendency, rpm 0.2*

757 Pressure fluctuation 0 0 X X Rotational flow tendency, rpm 0 0

757 Pressure fluctuation 0 0 0 X Rotational flow tendency, rpm 0 0 0

757 Pressure fluctuation 0.5 0 0 0 Rotational flow tendency, rpm 0.3* 0 0 0.2*

757 Pressure fluctuation X X X 0 Rotational flow tendency, rpm 0

760 Pressure fluctuation 0 XXX Rotational flow tendency, rpm 0

760 Pressure fluctuation 0 0 XX Rotational flow tendency, rpm 0 0

760 Pressure fluctuation 0 0 0 X Rotational flow tendency, rpm 0 0 0

760 Pressure fluctuation 0 0 0 0 Rotational flow tendency, rpm 0 0 0 0

760 Pressure fluctuation X X X 0 Rotational flow tendency, rpm 0

761 Pressure fluctuation 0.2 X X X Rotational flow tendency, rpm 0

76l Pressure fluctuation 1.0 1.0 X X Rotational flow tendency, rpm 0 0

76l Pressure fluctuation 0.r^ 0 0 X Rotational! flow tendency, rpm 0 0 0

(fontinued)

Note: All Magnitudes are expressed in prototype equivalents. * = clockwise rotation * = counterclockwise rotation x = pump not operating

rpm = revolutions per minute Discharge per pump, 3^,000 gpm

* Prossure fluctuations are in feet of water.

—.

T—

Table 3 (Concluded)

Sump P, ft Sump Pcrforagncg indicator

T6l Pressure fluctuation* Rotational flow tendency, rpm

T6l Pressure fluctuation Rotational flow tendency, rpm

,"t\' Pressure fluctuation Rotational flow tendency, rpm

>.' Pressure fluctuation Rotational flow tendency, rpm




Pump No. "> 3 k g

0.5 0

0.5 0

0 0

0.2 0

X X X 0 0

0 X X X 0

0.5 0.5 X X 0 0 0.5 0.^ 0.5 X 0 0 0

0.5 0.5 0.5 0.5 0 0 0 0

X X X 0 0

Pressure fluctuations are in feet of water

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In accordance with letter from DAEN-RDC, DAEN-ASI dated 22 July 1977, Subject: Facsimile Catalog Cards for Laboratory Technical Publications, a facsimile catalog card in Library of Congress MARC format is reproduced below.

Fletcher, Bobby P Indian Creek pumping station, Mankato, Minnesota; hydraulic

model investigation / by Bobby P. Fletcher. Vicksburg, Miss. : U. S. Waterways Experiment Station ; Springfield, Va. : avail- able from National Technical Information Service, 1978. 16,c27j p., 48 leaves of plates : ill. ; 27 cm. (Technical

report - U. S. Army Engineer Waterways Experiment Station ; H-78-8)

Prepared for U. S. Army Engineer District, St. Paul, St. Paul, Minnesota.

1. Entrances (Fluid flow). 2. Flow characteristics. 3. Hy- draulic models. 4. Indian Creek Pumping Station. 5. Pumping stations. I. United States. Army. Corps of Engineers. St. Paul District. II. Series: United States. Waterways Experiment Sta- tion, Vicksburg, Miss. Technical report ; H-78-8. TA7.W34 no.H-78-8

I

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