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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 J^u<
•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 modi- fications 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 enter- ing 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 sec- tion 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 vor- texes 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^c^er.
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« $33"*cr« drainage ares
between the ponding er«a end tu<- pimping station will flew directly to
th« pimping station vis cloa«d conduit and op«n channel. Th« proposed
pimping station will b« of the wot-pit (svmp) type and will twnploy four
vertical shaft puspa to provide s pimping capacity of 136,000 gpa.
Traahracks will be provided for protection of .-i!i pump::. :•>•,,• pimps die»
charge directly to %i coamon gate well outflowing to tin- river during
blocked gravitj drainage condition«,
v. The outlet gates of the Pleasant Street ponding area will be
reacte-coatrolled froa the puapint station. During flood periods, the
gates will norsmlly be cloaedj however, stored water nay be used to aug-
aent flows to the pimping station. Peak re lease rates from the ponding
* A !:IMI' of factors for converting v. S. customary unit;; of measure- ment to metric (s*l ^ units Lt presented on page ^.
~—- •' • "——
**" »'••«•• ~r
tree wit I not exceed W efB. The station wltl inolu.te three« 7-ft
•quere conduits th.-.t win oonve.v Brevity flows to tha river« During po- telttifli flOOd pOriOdl when the» fivtT reHOho:'. .-1 r&»* '• •*• SlttieS ,-ute:'
in MM f'.t'nv i t y-flQN outlet:-, will ho Closed, flic POUT llttiC« gfctes :it the
i-ut i^tiu'i' to t ho ptaa$ 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
757 Pressure fluctuation Rotational flow tendency, rpm
757 Pressure fluctuation Rotational flow tendency, rpm
757 Pressure fluctuation Rotational flow tendency, rpm
757 Pressure fluctuation Rotational flow tendency, rpm
757 Pressure fluctuation Rotational flow tendency, rpm
76o Pressure fluctuation Rotational flow tendency, rpm
760 Pressure fluctuation Rotational flow tendency, rpm
760 Pressure fluctuation Rotational flow tendency, rpm
760 Pressure fluctuation Rotational flow tendency, rpm
760 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 ^iven 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
•»•III. -"•-• • »•• •—•
^
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
762 Pressure fluctuation X Rotational flow tendency, rpm
762 Pressure fluctuation X Rotational flow tendency, rpm
762 Pressure fluctuation X Rotational flow tendency, rpm
762 Pressure fluctuation X Rotational flow tendency, rpm
762 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 ^iven 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
762 Pressure fluctuation Rotational flow tendency, rpm
762 Pressure fluctuation Rotational flow tendency, rpm
762 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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PLATE 1
•a**., wyI^I i tM lll.KMIPnmVlW'TPVffftvi *^~"
J
PROPOSED INDIAN CREEK PUMPING STATION
PROPOSED 3 7 -7 R.C. BOXSTA0-O0TO STA 1-15- WL^
PROPOSED 3-96 RCP PROPOSED 72 • "1 RCHEP
PROPOSED PATTERSON STORM SEWER* \ _ — PARK LANE MANHOLE
, ROPOSEO TWIN 1 S~ <TA ,5.v, PROPOSED TWIN 1 /"TO RCP J '
- EXISTING STORM r st»? ß A-
NORTH STAR * v ST* 1^1- » <
I I
,66 RCP {X • STA II-6« « ^.^4 INFLOW FRO« EXIST'Ni
54-X38 'RCP ARCH
HEADWALL W SAFETY GUARD*
ff RR CRR TRACKS . TRACKS |
C NORTH STAR , MANHOLE I
£ POPLAR STREET
([ PATTERSON AVE MN
rn - y ^L- INDIAN A HYDRAULIC GRADIENT FOR PUMPING \\ DfS/GN CONDITIONS ^ STATION \l_ VX~
24 RIPRAP. I? BEDDING
T* f*r- I >• 3.961 RCP 77"
2-?0 R.C P 554 •. SLOPE 0.3*;
£ LINDER A vf *H
I { LINDER AVE
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!
PROFILE OF SEWER FROM PLEASANT STREET '
\
C NORTH , STAR
'»i- ~l a I y\ fil — 66 RCP 40
x- , < I A INLET JNV -+- ! '' 1 »-if EL 759.0
k \ "|1 (PROPOSED ^ EXISTING ^— „.-V ' 1
GROUND
'7» -
66 RCP 490 'PROPOSED:
.£-.. DRAULlC GRADIENT.
FOR 100-rEAR STOR* '
EXISTING OR PRESENTLY UNDER CONSTRi CT ON
PROFILE OF SEWER FROM NORTH STAR MANHOLE TO RIVER VIA OUTLET L
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STORM SEWER SYSTEM
PLATE 2
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TYPE 2 PIER NOSE
PLATE 4
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PLATE 5
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TYPE 3 VORTEX SUPPRESSORS
• A
1
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TYPE 1 PIER NOSE
k RETl'RN FLO*
TYPE 2 DIVIDER WAUL TYPE 1 PUMP BAY WALL
TYPE 3 VORTEX SUPPRESSORS
TYPE 2 PIER NOSES
TYPE 2 GRAVITY-FLOW INTAKES
• PU¥iP INTAKE EL 762.0 .MAX*
uT|l EL 757.0 (*/M
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SECTION A-A
TYPE 3 VORTEX SUPPRESSORS
PLATE 7
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3, 4, A
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PLATE 28
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PLATE 34
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MEASUREMENTS
PUMP
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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
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