.

YOUR FILE No. VOTRE DOSSIER

OUR FILE NO. 5-F ( IJc) NOTRE DOSSIER

INVESTIGATION OF THE EFFECT

OF

PROPOSED FUOD CONTROL WOFtKS IN UNITED STATES

ON

THE ROSEAU RIVE23 IN CANADA

Fiwes

l e

2,

3. 4.

5. 6 .

7.

a. 9.

10.

Locat ion Plan

Drainage Basin

General P l a n Showing Proposed Dyke Locations

General Plan Showing Proposed River Widening

FreQuency Curves near Caribou, Minnesota

Typical Hydrographs

Channel and Water Surface Profiles

Plan of Dyke and Cutoff Locations

River Discharges above which Signif icant Flooding Occurs .

Increase in .dater Level, Stuartburn t o Gardenton Reach Due

t o Proposed Work in kinnesota

Stage-Sischarge Curves Stuartburn - Gardenton

Water Surface Profiles and LJidth of Flooding

Backwater Curves i n Lower Reach with Red River at 20,000 cfs

BackrJnter Curves irr Lower Reach w i t h E d River at 52,090 c f s

Water Profiles Showing Effect of Channel Deepening

Water Surface Profiles, Natural. and Dyked Conditions

SUMMARY

The proposed flood control works on the Roseau River in United States

w i l l cause an increase i n flooding on the Canadian portion of the r iver .

The magnitude of the increase i n flows at the Internat ional Boundary,

determined by the United S ta t e s A m y Corps of Engineers, and shown in

the i r repor t of May 0, 1964, en t i t l ed "Report on Survey of Roseau

River, Minnesota, f o r Flood Control", i s tentatively acceptable. It is

not possible with the f ield data available to determine with reasonable

accuracy the e f f ec t of t he works on individual hydrographs a t t h e I n t e r -

nat ional Boundary. Conseeuently , synthetic hydrographs with a t y p b a l

shape, the peak flow increased, and the volume of flow kept constant;

have been used f o r t h i s study,

The main area of increased flooding is between Gardenton and Stuartburn,

where a m a x i m u m increase of 049 f e e t i n water level would occur.

The cost of dyking as a means of protection from increased flooding

has been estimated to be $910,000. The extent of the proposed dyking

system is shown on Figure 3.

The cost of channel enlargement as a means of protection from increased

flooding has been estimated t o be $4"42,000. Reaches requiring channel

enlargement are indicated in Figure 9.

The existing capacity of tha floodway downstream from the Internat ional

Boundary is within the range of flows affected by tile proposed works in

United States , Rehabi l i ta t ion of the floodway t o i t s original design

Upstream channel improvments on t h e Roseau River will cause minor

increases in depth of flooding in t h e R e d River va l ley in the vicinity

of Dominion City when the Red River is a t bankful stage. However, the

increase in the extent of the flooded area w i l l be of l i t t l e consequence.

INTRODUCTION

By l e t t e r of July 19, 1965, the Intarnat ional J o i n t Commission requested

the Canadian Section of the Internat ional Souris-Fced Rivers Engineering

Board t o make a study of the e f fec t on the Roseau River in Canada of

channel improvements on the r iver i n United States, proposed by the

United S ta tes Corps of Gngineers i n the i r repor t of M a y 8, 1964,

en t i t l ed '%port on Survey of Roseau River, Minnesota, for Flood ControS".

Specif ical ly , the Commission requested it...,......reliabls estimates of

the increase i n flood f lows i n Manitoba caused by the proposed works i n

Minnesota and t h e nature, location and cost of necessary protective

works i n Nanitoba t o prevent damage,"

To comply w i t h t h i s r q u e s t , s t u d i e s have been made t o determine the

incroase in water levels along t he Roseau River in Canada which would

r e s u l t from the construction of the proposed works i n United States.

The nature and extent of protective works t o prevent damage from the

highor water levels has been dotormined, and t he combined ef fec ts of

thesa works snd tho proposed flood cgPt ro l uogks j~ U n i t & S t a t e s on

tho flood lovols in the downstroam reachss near the confluence of the

Roseau and Rod Rivers has been studied.

Tho studies have bean carr ied out by the Pra i r io Farm Rehabili tation

Administrakion of tho Dopartmont of Agriculture and tho Wator Resources

Branch of t he Dopartment of Mines and Technical Surveys.

Ear l i e r Reports

Reference i s made to the report prepared by the United States Corps of

Engineers, District S t r Pad., Plinnesota, entitled "Report on Survey of

Roseau River, Minnesota , f o r Flood Controlt' o f M a y 8, 1964. This.

report contains a review of the f lood conditions caused by t h e Roseau

River i n Minnesota, a review o f the proposed improvements and a

feas ib i l i ty s tudy based on economic and social conditions. O f

p a r t i c u l a r i n t e r e s t t o t h i s s tudy a r e t he e s tha t e s of flood peak

increases a t t h e Caribou gauging s ta t ion c lose to the In te rna t iona l

Boundary, which would r e s u l t from the proposed works.

Reference i s also made t o a study by the Planning Division of t h e Water

Control and Conservation Branch, Department of Agriculture and

Conservation, Province of Nanitoba. The resul ts are descr ibed i n a

repor t en t i t l ed , ElRoseau River Flood Control Investigation@@ of

September, 1960. This report states t h a t two a l te rna t ive w a y s of

flood protection i n Manitoba were considered, namely, channel enlarge-

ment and dyking. It was concluded i n the s tudy that dyking would be

t he most favourable means of providing the necessary protection.

Tentative layouts and cost estimates are presented.

Existing Conditions

Flooding along the Canadian portion of the Roseau River occurs under

natural conditions i n three reaches: (1) along the f irst twelve

miles downstream of the Internat ional Boundary, ( 2) i n an area that

extends from one mile downstream of Gardenton t o one mile downstream

of Stuartburn, and (3). i n the Red River Valley downstream of Dominion

city.

a. In the years 1928 t o 1930, a diversion dam and dyked floodway were

constructed immediately north of the International Boundary to p ro tec t

t he first reach. The floodway was constructed with a. capacity of 6,000

cfs, However, it has not been maintained i n a condition such t h a t it

can be used to protect against f loods of t h i s magnitude and it is

estimated that flows i n excess of 4,000 c f s escape through openings

which have eroded through the dykes.

In the reach between the floodway and Gardenton the r i ve r shows a

weakly developed meander pa t t e rn i n a re la t ive ly narrow valley, Flooding

i n th i s reg ion is confined t o small, heavily bushed areas between the

meanders of the r iver . The expected increase i n flooding i n this reach

would not be of any significance.

In t he v i c in i ty of Gardenton, the meanders become more pronounced and

the val ley widens. Bstween Gardenton and Stuartburn the r ive r is not

confined by valley banks in several areas . As a resul t , extensive

flooding occurs when the channel capacity i s exceeded.

About one mile downstream of Stuartburn the valley re-appears. Some

local f looding occurs between t h i s point and lhnber 59 Highww crossing

near the vi l lage of Roseau River.

Downstream o f t h i s bridge, the r i v x meanders i n a deep valley until

it reaches the Red River valley. The r ive r grade is s teep and rapids

occur in several places., Flooding i s confined t o relatively small

areas between very pronounced r ive r meanders. Very few of these areas

are cul t ivated and most are heavily bushod. As t h e capacity of the

stream channel i s high the increase i n magnitude of flows due t o t h e

proposed United S ta t e s works would have l i t t l e effect on t h e extent

of flooding,

Flooding along the portion of t h e Roseau River i n t h e Red River valley

is closely re la ted to the water levels i n t h e H e d River. Here t h e

Roseau River flows in a deep channel and, provided the water levels i n

t h e Red River are normal, no flooding occurs. When t h e Red River i s i n

f lood the Roseau River could conceivable contribute t o the extent of

the flooding, but only i f flood stages on both rivers coincids.

Scope of Study

A topographic survey has been conducted on the Canadian portion of the

river. Contour maps have been prepared of the r iver va l ley bstween

t h e East Boundary of Section 31-1-7 EPM and t h e West Boundary of

Section 4-3-5 EPM, which i s the reach between t h e existing floodway

and t h e Roseau Rapids and i s the a rea most susceptible t o flooding.

Along other reaches of t h e r iver , cross-sections were taken of the

r iver channel and valley,

An hydrometric survey was conducted for t h e purpose of obtaining

estimates of hydraulic roughness co-efficients and t o determine the

d i s t r ibu t ion of inflow t o t h e r i v e r a t various points along i t s

course through several large drainage ditches that drain extensiye

areas south o f the r iver .

An hydrometric study was carr ied out t o determine the flood hydro-

graphs which would occur at the Internat ional bundary under proposed

5.

conditions, and t o determine the corresponding inflow hydrographs from

drainages at various points along t he r i ve r in Canada. The hydrologic

work carried out by the United S ta t e s Corps of Engineers was reviewed

and the original computations examinedr

An hydraulic study was performed to es tab l i sh s tage diskharge relations

along t he river and floods were routed through the river system,

A study was made of protective works which would be required to prevent

damage from the increased flows in Manitoba. Two types of works were

studied: a system of dykes and an enlargement o f the r ive r channel.

6.

HYDROLOGIC STUDY

I n order t o assess the e f fec t of t he i nc rease i n f lood peaks which

would occur as a r e s u l t o f t h e proposed works i n the United States , it

was necessary t o :

(1) Determine flood hydrographs a t the In te rna t iona l Boundary, and

(2) Derive hydrographs of local inflow along the course of the

stream i n Manitoba

Flood hydrographs at the 1nternationalBounda.q

The report of t h e United S ta t e s Army Corps of Engineers on t h e Roseau

River Flood Control Survey of K a y 8 , 1964, shows frequency curves of

annual peak discharges a t Caribou, Minnesota, for existing conditions

and for estimated flows due t o proposed works i n t h e United States.

An analysis of the der iva t ion of these curves was carr ied out and they

are reproduced in t h i s r e p o r t as Figure 5. From these curves, a number

of representative flood peaks f o r th i s s tudy were selected and these

are listed as Table 1.

TABU 1

Flood Peaks a t Caribou, Iviinnesota

=Y= 0.2

0.5 1.. 0

a0

5.0 10.0 20.0

&is t ing Conditions

cf s

6000

5100 456 0

3940 3150 2600 a 0 0

Proposed Conditions

cf s

6000

5350 485 0

4.360

3730 32s 0 275 0

lt was found that downstream from ROSS, Xinnasota, i n t h e Big Swamp =ea,

normal routing procedures require a separation of the s torage e f fea t of

t h e Swwip from the loss due t o overflow t o t he Two Rivers drainage basin.

Since these losses have never been measured, it i s practically impossible

t o perform this separat ion with any accuracy. If considerably nore

f i e ld da t a i n r ega rd t o t he topography i n Big Swamp and flows i n t h e

Two Rivers drainage area were available, routing of t h e hydrographs t o

the In te rna t iona l Boundary could be accomplished. It has been possible

to determine only the flood peaks which would occur a t t h e Boundary

a s a result o f t h e proposed works, and based on avai lable data the

f igures in the United States Corps of Engineerso report have been

accepted. When f ina l des igns of the United States works are avai lable

a further study may be warranted,

A study has been made of recorded hydrographs a t Caribou, Minnesota, and

synthetic hydrographs f o r d i f f e ren t peak f lows have been prepared. It

was found t h a t t h e 1950 flood hydrograph, which i s t h e l a r g e s t on

record, had a typ ica l shape. For t he proposed conditions the shapes

o f t he hydrographs were adjusted t o increase the peak while keeping

t h e volume constant.

Hydrographs of Local Inflow

An attempt was made to obtain es t imates of local inflow by comparing

recorded flows a t Caribou, Gardenton, Stuartburn and Langside Sridge.

However, streamflow records were insufficient for this purpose and it

was necessary to es t imate these inf lows by correlation with adjacent

drainage basins for which records are available, Peak flows and t o t a l

0.

runoff volumes ware estimated for the local drainagp areas along the

r iver for f loods of various frequency of occurrence. A check on t h i s

procedure was obtained by comparinb the computed runoff volume between

Caribou Lad Dominion City f o r t h e O.$ flood w i t h t he l oca l runoff

observed i n t h i s a c e a i n 1950, when it was estimated that a flood of

t h i s frequency occurred.

hyDRwULIC STUDY

The purpose of t h i s s tudy was t o compute water levels along the Canadian

portion of t h e r i v e r which would be caused by the es t imated f loods for

the exis t ing condi t ions and for the condi t ions created by t h e proposed

flood protect ion works i n United States and Pllanitoba.

Stage-discharge relationships were establ ished a t f requent intervals

d o n g t h e r i v e r by a se r i e s of backwater computations using t h e

standard "stepag' method. Hydrographs a t selected points along t h e

r iver, corresponding t o a given hydrograph a t t h e I n t e r n a t i o n a l Boundary

and given local inflow hydrographs, were obtained by f lood routine;

procedures.* As a computer was used to ca r ry ou t t h e computations, it

was possible t o determine values for a wide range of Conditions.

* "Columbia Sasin Stroanflow Routing By Computerg' , by David Rockwood,

A.M. ASCE, Proceedings of ASCE, December, 1958.

9.

Channel Roughness

An average value of Mannings OJn̂ " of 0.035 f o r the r iver channel was used

i n t'ne computations. This value was determined from streamflow and

water surface slope measurements, A check was obtained by comparing

computed and observed stage-discharge curves for t h e Gardenton and t h e

Stuartburn gauging s ta t ions and t h e r e s u l t s a r e shown i n Figure 11.

From f ie ld inspec t ion and examination of a e r i a l photographs an Q W 1

value of 0.060 was estimated f o r f low immediately adjacent to and

outside the channel. For flooded areas such as the floodway and val ley

flood plains with very shallow flow the E1nsl value was estimated t o be

0 S25.

Stage-Discharge Relationships

Stage-discharke curves along the river were obtained by computing water

profiles corresponding t o given constant discharges, using the 'gst.epEQ

method, and cross-sections averaging &out 1,500 feet apar t . Typical

water- level prof i les for exis t ing condi t ions ,zre shown in Figure 7.

High stages on the Red River begin t o influence the water l eve l s of

t h e Roseau River some dis tance downstream of the Lmgside Bridge, 8

miles upstream of Dominion City. In order t o show the combined effect

of high wLter levels i n both r ivers f o r present and proposed conditions,

backwzter computations were performed f o r e. range of discharges on the

Roseau River occurring in conjunction with medium and high w,-.ter l eve l s

on t h e Red River. The r e s u l t s of these conlputations are shown i n

Figures 13 and 14.

LO

Flood Routing

The hydrographs of the f loods described previously, were routed through

t h e r i v e r between the Internat ional Boundary and the rapids a few miles

downstream from -the v i l lage o f Iioseau River., The r i v e r was divided i n t o

reaches; the s torage in each reach was computed as a function of t he

outflow, and outflow hydrographs were then produced. To obtain peak

flows f o r intermediate points it was assumed t h a t peak f lows would

decrease lineally within each reach between the points of l o c a l inflow,

Flood routing computations sere performed f o r the conditions tabulated

i n Table 2 below.

TA33Li3 2

Summary of Flood Routing Computations

Conditions Flood Frequencies $

Present Si tuat ion 0.2 O a 5 1 2 5 1 0

Conditions modified by Min. works, no dykes

Conditions modified by Kin. works, dykes in Nan, 0.2 0.5 1 2 5 10

It was found tha t the f lood peaks would be lowered very l i t t l e w h i l e

t ravel l ing through this par t of t h e river because of t he r e l a t ive ly f l a t

hydrographs. It was therefore considered unnecessary to rou te t he floods

through the remainder of the r i v e r where much less natural storage would

be available t o f l a t t e n t h e peaks. It was rather assunled tha t the f loods

would travel-se the rapids and t h e r e l a t i v e l y narrow and deep valley

through the Red River flood plain without significant modification

except f o r the addi t ion of local inflow.

ll.

The study by the Corps of dngineers has estimated that the proposed works

i n Piinnesota would increase discharges up t o 6,006 c f s a t Caribou by

varying amounts. Protective works of two kinds could be constructed

f o r t h e purpose of pceventing damage f rom this increase i n flows. A

double dyking system along the r iver channel in cer ta in par ts of t he

river course would prevent any damage outside of the dyking system.

Enlargement of the exis t ing channel in such a manner t h a t t h e same water

l eve l s would occur f o r the increased flows as are experienced with

ex is t ing flows, would also prevent any damage, Both of the a l te rna t ives

have been considered and cost estimates have been made. In addition,

a br ief s tudy of the e f fec t of channel-deepening has been made.

I n order t o prevent damage from t h e proposed r\rorks, a double dyking

system would require a capacity of 6,009 cfs as flows below t h i s

amount are increased. To protect the land adjacent t o the ex is t ing

floodway from addi t ional f looding, rehabi l i ta t ion of t h e floodway

dykes would be required. It i s estimated that flows i n excess of

4,000 c fs would escape through openings which have been eroded in

these dykas.. The new dyicing systein would begin upstream from

Gardenton. Further downstream a t t h e Rorth doundary o f Section

3-2-6 EPPL a double dyke would lxvs t o extend almost continuously t o

the North Boundary of Section 12-2-6 dW1.

12.

In gene ra l , t he dykes have been loca ted re la t ive ly c lose t o t h e r i v e r

i n those areas where t h e r i v e r does not show a strong tendency to

meander, Where wide meander loops occur the dykes were located outside

t h e meander belt6 Cutoffs were included where t h i s i s advantageous i n

maximizing the protected area o r reducing the length of dykingr The

locat ions of t he proposed dykes a r e shown on Figure 3.

A.dyke cross-section with a 12-foot width and 3:l slopes has been

used in przparing the cost estimate. k freeboard of one foot ha5 been

allowed. AS t he dykes cut o f f the drainage of the adjacent land,

drainage di tches paral le l t o t he dykes have been proposed. Water

from the drainage di tches would be discharged into the r iver through

gate controlled structures.

The t r a f f i c b r i d g e s a t Gardenton, Stuartburn and Roseau River vi l lage

would have t o be raised about two f e e t t o c l ea r t he proposed water

l eve l s , Maintenance of the dyking system would be required through

i t s l i f e .

Channel Lhlargement

The increased damage due t o the proposed f lood control works could be

prevented, as well , by enlarging the channel cross-section sufficiently

t o accommodate the increased flows a t the same .water levels, Since

peak flows o f d i f f e r sn t magnitude are increascd by d i f f e ren t amounts,

t h e minimum flows were determined a t which significant f looding would

occur along various parts of the r iver . The amount by which these

f lows would be increased was computsd and formed the bas i s f o r deter-

x in ing the raquired channel enlargement,

The reach f o r which channel enlargement i s required i s about the same

as t h a t f o r which dykes have been considered. Along other par ts of

t he r i ve r t he narrow valley limits the flooding t o small areas

immediately adjacent t o t h e r i v e r , which would be fur ther reduced by

channel wideningr The f lows a t which significant flooding occurs i n

t h e Gardenton-Stuartburn area have, been estimated and a re shown on

Figure 9 together with tho required increase in channel capacity

derived from the flood routing computations.

Widening o f t he r i ve r below normal water l e v e l was considered t o be

impractical because of ths cos t and because of t he tendency of t he

r ive r t o res tore i t s established regime conditions.

Backwater curves were computed assuming the r i ve r t o be deepened i n

reaches immediately downstream of the f lood areasI It was found t h a t

the lowering of the water surface carried only a short distance upstream,

and th i s a l t e rna t ive was not investigated any further. Figure 15

i l l u s t r a t e s the r e su l t s of the channel-deepening study.

Maintenance woilld be required t o prevent growth in the channel enlarge-

ment from obstructing the flow.

Cos t estimates of the dyking and channel enlargement plans have been

prepared and are based on 1366 construction costs and land values.

14.

COST ESTDiATX

OF

DYKIKG kLTdRIiATIVE

d

500 acres Q $ 75.00

C W I N G

S t r ipp ing Borrow Areas 95,000 Cu. Yd. (9 0.40 38,000

Cutoff dxcavation 16,000 Cu. Yd. 43 0.50 8,000

Compacted hbankment 628,000 C.U. Yd. Q 0.50 314,000

GRASSING

200 acres @ $ 20.00 4,000

DRAINAGE OF LAND WEIND DYUS

R A I S I N G i 3 2 I D G G (3)

R W I L I T A T I O R OF' G I S T I N G FLOOIMAY

110,000

30,000

40,000

$910, ooo

LAND PUiKHASE

322,000 Cu. Yds. @ 0.50

GRASSING

190 acres 3. $ 20.00

RlCHA.3lZITliTION OF S I S T I N G FzOOmKf

CONTINGENCIES

ENGINEEXtUG & SUPERVISION

TOTAL CONSTRUCTIOii' COST

MAINTENANCE OF SYSTEM

$4, COO annually f o r 50 years at 5%

50,000

l61,ooo

$442,000

1.6.

DOWNSTREU'I EFFECTS

Downstream of the Roseau River Rapids the r iver gradient f lattens

abruptly and remains a t about one foot per mile to t he confluence with

the Red River. In the reach upstream of Dominion City, the river

meanders i n a heavily bushed valley containing numerous old oxbows. I n

this reach some minor flooding of the val ley bottom occurs a t discharges

of 3,500 t o k,OOO c f s and t h i s would be increased s l ight ly by t he pro-

posed works i n United States. However, since the to t a l ax t en t of the

flooding under present conditions is small , the s l ight increase i n

flooding would not be of significance.

Downstream of Dominion City the stream valley narrows, the val ley f lood

plain gradually disappears, and the flood-susceptible area i s ac tua l ly

the valley bottom of the Red River. Through th is reach backwater from

the Red River controls the water level of the Roseau River, and studies

have shown tha t t he Roseau River will contribute to flooding only when

the f low in the Red River i s near to o r i n excess of i t s bankful

capacity, This i s i l l u s t r a t e d by Figures 13 and 14 which show backwater

p r o f i l e s f o r s e v e r a l Roseau River discharges combined with two

conditions on the Red River--the median spring flood (about, 20,000 cfs )

and the 4% flood (about 5'2,000 cfs) . The study shows t h a t no increased f looding in the Red River Valley

would r e s u l t from the proposed works i n t h e United States, unless the

Red River was on the verge o f Tlooding over i t s banks.

Under these circumstances some damages will occur occasionally and

sore compensation f o r these damages might be ju s t i f i ed , The actual

e f f ec t would be d i f f i c u l t t o determine without much more detai led

water l e v e l and f ie ld da ta , This further study would not be

warranted until the final designs of the United Sta tes works are avail-

able b

i I DEPARTMENT OF AGRICULTURE - CANADA P. F. R . A .

ROSEAU RIVER PROJECT

FIG. I LOCATION PLAN

SCALE : I INCH : 40 MILES S E P T . 1966

P.F.R.A.

ROSEAU R IVER PROJECT

FIG.5 1 FREQUENCY CURVES I

NEAR CARIBOU, MINNESOTA

SEPT. 1966 .

'0

Note Woter levels shown on X-Sect ions represent a Uischarge of 6000 C F S

DEPARTMENT OF AGRICULTURE - C A N A D A . . P. F.R.A.

ROSEAU R I V E R PROJECT

FIG. 7 CHANNEL AND

WATER SURFACE PROFILES

(SCALES: A S SHOWN SEPT. 1966

+’ .

.

2

/” c

c-

4

l., 4

c

LEGEND

- PROPOSED OlKES

B\ PROPOSED CUT-OFFS

r- DEPARTMENT Of AGRICULTURE - CANADA

P F R A

ROSEAU RIVER PROJECT

FIG. a PLAN OF

DIKE AND CUT-OFF LO CAT I 0 N S

9 6 5 I I

NOTE Added d!srhcrges shown are i h r

musf be lncreosed fa C 0 U n : C r O C t nmounts by wh,ch b a n k f u i c o p o c ~ t )

proposed flood control W W t S

In M t n n c s o t o

9 4 5 i I 1 IO0 200 300 4C)O 500

D I S T A N C E IN FEET

DEPARTMENT OF AGRICULTURE - C A N A D A i

P F. R . A .

ROSEAU RIVER PROJECT

FIG. 9 RIVER DISCHARGES

ABOVE WHICH SIGNIFICANT FLOODING OCCURS

S E P T 19,66 1

w

w w " Y = Y Y

0

w Y

Y c

s

OEPIZfiTMENT OF AIP ICULTJPE t l V A D 4 P F R A

ROSEAU RIVER PROJECT

FIG. IO INCREASE IN WATER LEVEL STUARTBURN TO GARDENTON REACH

DUE TO P A O P O i E O WORKS

IN MINNESOTA

S L i T 966

z 0 c 4 > W _I W

-

V t- W u 0 W W

-

z 0 l-

> W _1 W

- a

0 . c

W 0 0 w 0

-

969

9 6 8

967

966

9 6 5

9 6 4

9 6 3

952

951

9 5 0

9 49

948

947

9 4 6

-1 - - - I i ~

I I I I I I I 1000 2000 3 0 0 0 4000

D I S C H A R G E IN C F S

AT GARDENTON

-

-

-

1 1000 2000 3000 4000 5000

D I S C H A R G E IN C . F . S

AT STUARTBURN

DEPARTMENT OF AGRICULTURE - CANADA P.F.R.A.

ROSEAU RIVER PROJECT

F1G.I I STAGE- DISCHARGE

CURVES STUARTBURN - GARDENTON

SEPT. 1966

ROSEAU RIVER PROJECT

FIG. 14 BACKWATER CURVES

IN LOWER REACH W I T H RED R I V E R A T 5 2 0 0 0 C FS

.

970

960

950

z 0 !- - 5 94'c W -I w

0 ; 93c P 0 w a

92C

91C

90( . 151 e -

, . . . ! I

I00 . - " 140,000 130,000

-: DISTANCE IN FEET

J

I20 ,OOO

I IO, 000 l00,00~

DEPARTMENT OF AGRICULTURE - CANADA P. F. R .A .

ROSEAU RIVER PROJECT

FIG.15 WATER PROFILES

SHOWING EFFECT OF CHANNEL DEEPENING

SEPT. 1966

100

9 9

9 8

9 7 ,

z 0

W -0 w

96

'1 r W

2 95

9 4

938

9 2 14

00

L% , IO 130,000 I20,000 Il0,OOO l00,000 90,000 80,000 70,000

D l S T I N C E N F E E T ,o,s ,,LE 500, , I C ,RsE8oa"o 18611113 FUC J K \ c

DEPARTMENT OF AGRICLILTURE - CANAOEi

P F R A ROSEAU RIVER PROJECT

FIG. I6 WATER SURFACE

PROFILES NATURAL AND DIKED CON~ITIONS

,.enl ,,?< _)-