(ijc) - international joint commission cause an increase in flooding on the canadian portion of the...
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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 ,,?< _)-