HomeMy WebLinkAboutAPA512Susitna Hydroelectric Project
Supplemental Report
FERC L(~tter of 4/12/83
¥.....".
--~---~--------~-
')
Item
k ··w'+
Page
C and
on the
River
r:S;te C
o;ects or.
r'9ace h
'roe an
~vents
:over
d ~ff t ~.+•..k ec s ~'~e
ectric Power ~j
dn Ice ver on the
;"'10gy)
Summary of 1979/80 A(:'l\"ial R~ce,'¥;:n5sa~·
DY'l)grCiffi
Summary of ',979/80 Frc;eze~·
Critical Discharge (0)a~d Power 0 ~(P)
at Dunvegan
~1aximum Potential Daily Wate,"L~vel Ranqes in
Peace River
Effects of Site C and DunvegAn ~,I~oelectric
Power P~ojects en the DJte of First I 'n
TQwn of Peace River (Normal Discharge'
~-""'~'~,.:;:'c:
j't ~';'t.__.;>......."'"..,,,,"'..,..,,......,.--.,
.)?
._J,,.
r
f
!
I
I
I
I
Location Plan
Comparison of Observed and Computed Discharge
Hydrographs
Range of Hourly Discharges at the Town of
Peace River with Dunvegan Power Peaking (1000 MW)
Maximum Water Levels During Freeze-Up and
Break-Up
Maximum Water and Ice Levels ;n the Town of
Peace River
Typical Ice Processes Observed on the Peace River
Degree-Days of Freezing,Fort St.John (A)
f)
Peace River Plan and Profile
Peace River Hydrometri c Data for the 1979 -1980
Ice FOrmation Period
Typ;ca 1 ~Jeekly Load Pattern for the Alberta
Interconnected PO\'Jer System in 1990
Hourly Flows for a Typi ca 1 ~Jeekly Load Patter'n
in 2005
Ice Cover Development on the Peace River
Peace River Water Temperature Data
Peace River Plan and Prof'ile in the Vicinity of
the Town of Peace River
LIST OF FIGURES AND PLATES
A
B
Al
Pl ate,
Figure
5
4
3
1
2
C
D
E
F
G
r
)I'
."
I
\I"".,.
'"f,.J
,
~J:
.,t
.J,
.J,,
I\i,f'
I"
I
j\J
I
\1
1
."
£••
ilf"<
iIf
((I
i (
•\1 1
Ii,
I
I
)
1
July 30,1980
P5645.00
Board
Mr J Yu
Energy Resources Conservation
603 -6th Avenue SW
Calgary,Alberta
T2P OT4
Dear Mr Yu
Dunvegan Power Project
Peace Rivftr Ice Study
It is with pleasure that we present the above report to the Energy
Resources Conservation Board.
Yours sincerely
..~.../J~)
,:.•~4;;.::-.ec...-i-l:.~
R Bruce Elson,P Eng
vie found this study to be par'ticularly interesting and challenging.
The results of the study have indicated that for all intents and
pw"po$es the Dunvegan Project wi 11 be able to operate at any time at
its full 1000 MW capacity.However,for a one to two week pel";od in
some years,the plant will be limited to a maximum of 920 MW whil~~
the ice cover forms and strengthens at the town of Peace River.It
is not anticipated that any'major impacts related to ice will be
realized along the river below the project other than the loss of
the ice bridge at the Shaftesbury Ferry site.
He would like to take this opportunity to thank you and Mr J Cockroft
for the valuable cooperation given Acres during.the course of the
study and in particular during the preparation of this final report.
If we can be of any further assistance,please do not hesitate tocontactus.
Toronto.Sllrlll1gton.Calgary,Halifax.Niagara Falls.Vancouver,Winnipeg
A~RES CONSULTING SERVICES liMITED
Suite 450 ..6712 Fisher St SE.Cal~laty,Canada T2H 2A7
TeJephone403 ..253-9161
Telex 03-825582
RBE:BS
Encs
,I
.1
.r,
f.
'f
I'.t'
'f
'J
'J.
,f:
"
'I'
'r
,~:
':,
·14
.~
1
o:}
t
".~(I '
......':,?
!
I
:]
12
15
15
17
17
18
19
Page
3
3
4
4
5
7
7
9
1
23
23
24
25
2.7
29
32
33
36
38
39
44
45
45
PEACE RIVER ICE REGIME
4.1 Operating Policy for tle Dunvegan Project
4.2 Winter Monthly Inflows to Dunvegan
4.3 Future Power and Energy Demands
4.4 Dunvegan Di scharge Patterns
4.5 Flows at the Town of Peace River
IMPACT OF THE OPERATIONS OF WILLISTON LAKE ON THE
PEACE RIVER ICE REGIME
DUNVEGAN PLANT OPERATIONS AND HYDROLOGIC REGIME
1.1 Scope of Study
1.2 Hydroelectric Development of the Peace River
1.2.1 Existing Developments
1.2.2 Proposed Developments
FIELD RECONNAISSANCE PROGRAM
:.2.1 Genera 1
2.2 Ice Observations
5.1 Development of an Ice Cover
5.1.1 Leading Edge Stability
5.1.2 Internal Stability
5.2 Winter Water Levels and Crjtical Discharges
5.3 Critical Power Peak at Dunvegan
5.4 Mid-Winter Power Peaks
5.5 Daily Water Level Fluctuations
5.6 Effect of ~!ater Level Fluctuations on Ice CoVers
5.7 Date of First Ice
5.8 Ice Front Location and Rate of Advance
5.9 Upstream Effects of the Dunvegan Development
5.10 Winter Road Crossings
5.11 Spring Break-up Regime
TABLE OF CONTENTS
ACKNOWLEDGEMENT
GLOSSARY OF ABBREVIATIONS
LI5T 0 r-TAB LES
LIST OF FI GURESAND PLATES
SUt~MARY
1 INTRODUCTION
2
3
4
5
,..
,II
I·
~..
'J
r
'J
t·,tr
,
'f
J,
f,
·r
L
, j
r ..'
L
l!\,."
!,
47
47
47
51
52
Page
t····iiW
Methodology
Model Description
Model Calibration
Model Parameters
THERMAL REGIME -METHOD OF ANALYSIS
A.1
A.2
A.3
A.4
TABLE OF CONTENTS - 2
APPENDIX A
BIBLIOGRAPHY
PLATES
I.,
('•.~...<
"
,
:1
If
r
,I.'.".I'
",.
;
If:
(
1
t "
'J~
t Ji
'1
J
Jj
,JI
J)
J.'~,.}'
J,
'1
J"
ACKNOWLEDGEMENT
Acres wishes to acknowledge the cooperation and assistance
of the staff of the Energy Resources Conservation Board;
Al berta'Envi ronment,vJater Survey of Canada,the Alberta
Research Council,and the British Columbia Hydro and Power
Authority in the execution of this study.
.~...
.;,,'--
r
I
,.,....;..I·\'."~
I
~F".,f,J
(.
,If
'-J
I
tJ
"
if'f ',';
\
(.
IFi,:
I'
i f:
.,-
.I,r f
.J
,L
f;
\f
I
{(J
l~
,
J.,...(f .
I.
I •
metres
kilometres
cubic metres per second
elevation
square kilometres
.megawatts
millions of kilowatt-hours
o
GLOSSARY OF ABBREVIATIONS
el
m
km
km2
MW
GW.h
/
!
t1
ir
I
1.(-...I •\,
.(
{f
(
(r
.~
~r
r
Lr
I
.....~~l
,
'"
,,:
t •
\f
/'
\.[:'
/>'
.
t 1
(.
'f
.
l:,
,.,'..,
~\
~~..,
,.J
f
:;
.fI-'r'"¥"'r
o
SUMMARY
-In the case of a II normal II Winter flow year,the plant will be able
to operate at 100 percerr capacity except for a very short period
of 5 to 15 days during formation of the ice cover at the town of
Peace River.During this per;od,it may be necessary to limit
plant operation to 96 percent of full capacity to allow the ice
cover to develop and stabilize at the town.Once the ice cover has
progressed upstream of the town (above the Smoky River confluence)
and consc)];dati on and freezi ng of the cover has taken pl ace,the
fUll capacity of the plant can again be safely used .
-In lIdrier"years,or years of relatively iow mean winter flows,
the plant will be able to operate all winter at 100 percent plant
Capacity without any restrictions.
- 1
This study was done to detennine whether unrestricted operation
of a 1000 MvJ Dunvegan hydroelectric development in the winter period
would cause ice-induced flooding p}"oblems downstream,particularly at
the town of Peace River.
The.results of the analyses indicate that there will be little or no
need to restrict the operation of the Dunvegan development as summarized
below:
To conservatively assess this matter,a "worst ll case for plant operations
has been used throughout the study.Thi s case assumes that on 1y 100 MvJ
or 10 percent of the installed capacity would be operated continuously
(base loaded)to provide riparian river flows with the remaining 90
percent meeting daily peaking demands.This mode of operation provides
the largest daily variation in winter flows and,consequently,the
greatest potential for flooding problems due to ice.
'.....,.·~~r.r.I••I'.•l.I~.'..,.."•............".,.
"i'!'"q ,.
r
r
r
r
f
r
r
r
J
J
r
!'-..-~
f
h
•Mare than lOO~MW could be operated at Dunvegan at aTl times except
during the 5 to 15 day critical period.
•To eliminate the restriction on the last 4 to 8 percent of capacity
for 5 to 15 days,Some remedial measures such as minor dyke height.
ening through the town of Peace River would be re.quired.
- 2
-In "wet"years,which OCcur l,;s than 20 Percent of the time,it may
be neces s ary to 1i mi t the p1ant ope rati on to 92 perCen t of fu 11
capacity for 5 to 15 days for the same reasons as explained above.
-0
[)
In the study reach from Dunvegan to 20 km downstream of the town of
Peace River,the only other problem would be the Probable elimination
of the use of an ice bridge at the Shaftesbury ferry crossing.
The stUdy has also found that the iCe COVer can be expected to OCcur
later in the year and more slowly than at present.Under nOrmal climatic
and hydrologic conditions,the river downstream of the Dunvegan project
can be expected to be completely ice-covered before winterls end.High
mean river flows and warm air temperatures Would result in open water
all Winter for some.distance downstream of Dunvegan,although the river
in the vicinity of the town of Peace River can be eXPected to be ice
covered.QUite unusual combinations of high mean winter flows and warm
temperatures would result in Open water at the town of Peace River all
Winter.
If_J"
IfII
r
f·
f•
f'
r
r
r
r
r
;
11;,'.
J,
.f..
.~r.
I
I
I
t
j
1.
(
1 -INTRODUCTION
- 3
Concerns also exist that any potential ice problems could lead to the
curtailment of plant operationsa Consequently the Energy Resources
Conservation Board commissioned Acres Consulting Services in November,
1979,to carry out this study to evaluate the impact of the proposed
low dam development at Dunvegan on the ice regime of the Peace River.
1•I -~e of Stuc4l.
Concern has been exprtssed about the impact of a hydl"oel ectric deve 1op-
ment at Dunvegan on trle ice re.gime of the Peace Ri ver.In the January,
1977,report entitled IlFeasibility Study,Dunvegan Hydro Power Site U
,
the Alberta Hydro Conmittee concll:ided that ice observation and evalua ...
tion programs should be continued since insufficient data had been
gathered to confidently predict the impact of plant operations on the
ice regime.In the past~spring ice jams have caused flooding in
portions of the town of Peace River located approximately 105 km down-
stream of the proposed damsit~,
The specific objectives of this studY,as set out by the Energy Resources
Conservation Board,were"to:
Review all available reports,information,and data pertinert to the
study.
-Conduct a field program Over the 1979-80 winter neriod desinred to..'......
prov;de i nformati on and data with wh'j ch to carry out necessar /
analys1s and as~essments.
-Perfonn analyses of the thermal and hydraulic regimes of the Peace
River,taking into consideration the effects of Williston Reservoir,
Peace Canyon (formerly Site 1),Site C$and Dunvegan.
-Using the analyses"determine the effect of various modes of operation
of a Dunvegan power ~lant on the Peace River ice cover under a range
of winter weather conditions and identify those conditions,if any,
Which would aggravate existing ice problems or create new problems.
J(II,
',,':t.
f'
'f
r
m"
~
I
J
J
I,
J
.~
'.f,
'~.J
,
j
I
j
Fit
At present,the only completed hydroelectric development on the
Peace River consists of the W.A.C.Benne:t Dam and the G.M.Shrum
Generating Station some 29 km upstream of Hudson Hope,British
Columbia.This plant began operations in 1968 and will Ultimately
have a total install ed capaci ty of 2730 Nl4.The reservoi r fonned
by the W.A.C.Bennett Dam,called Williston Lake,contains
approXimately 42 billion cubic metres of live storage which
provides for SUbstantial multiyear r'Jgulation of the Peace River.
1.2.1 -Existing Developments
Figure 1 outlines the course of the Peacs River from its orlgln
in north-central British Columbia to the Peace-Athabasca delta.
Plate A shows the locations of the existing and potential hydro-
electric sites considered in this study •.
- 4
The Peace Canyon Development,located about 22 km downstream of
the W.A.C.Bennett Dam,is currently under construction and will
provide an additional installed capacity of iDa MW.The reservoir
at this site has been impounded and first energy has been pro-
duced.
-If the studies ind~lcate ice pr'oblems will be created by unrestricted
operation ofa power plant,determine the amount and duration of
curtailments of power plant operation necessary to eliminate such
problems.
-As an alternative to power plant curtailment,if any,identify
and determine approximate costs of the most practical means of
eliminating such problems.
1.2 -Hydroelectric Development of the Peace River
,~.,,,jj
1
1
F
f
J
f
...J,
I
-.
Additional hydroelectric sites exist on the Peace River in
British Columbia below the Peace Canyon Development.However,
for the purposes of this study,only the site identified as
Site C by the British Columbia Hydro and Power Authority has
been incorporated in this work.Site C is about 84 km below
Peace Canyon as shown on Plate A.
5
'1'
1 .2.2 -12:sposed Deve 10Ements
The proposed Dunvegan Development is located about 127 km down-
str~am of the provincial boundary and 105 km upstream of the
town of Peace River.The feasibility studies completed in 1976
proposed that"the low dam power developmt3nt would consist of 8
units having a totalled installed capacity of 1000 MW at a full
supply level of 381 m.The reservoir formed by the dam would
extend as far as ,,:he provi nci a1 boundary and have a total storage
volume of 16 billion cubic metres.With reservoir drawdowns
of 5 mto 10 fit,the live storage Volume would be in the order
of about 0.40 to 0.75 billion cubic metres respectively.This
corresponds to about 3 to 6 days of storage for a long term
average outflow of 1469 m3js.and no reservo;r i nfl ow.
f
••••••••Ir,.
J
lJ.'.•flJ
f
1
"I.
.[
\...~
I,
LAKE
FIGURE I
•
•EDMONTON
•FORT
MCMURRAY
Z
<J:~
1.JJ:r:
U
~ALBERTA ~
<!
CJ)
CALGARY•
LOCATION,PLAN
PROPOSED DUNVEGAN
DEVELOPMENl:
N.W.T~
...lL
lr
FORT
NELSON •
BRITISH
COLUMBIA
200 0 200 KILOMETRES
.
,I
,-
,
If-f
I!
1.£
f.!
iii-
Aeri a1 observati ons were made from the begi nning of frazi 1 ice produc ..
tion and shore ice growth to the formation of a stable ice cover
throughout most of the Alberta portion of the study reach.A total of
four reconnaissance flights were undertaken,the details of which are
summarized in Table 2.1.It should be noted that the ice front did'
not advance significantly beyond the location observed on February 7,
1980.No reconnaissance flights were made durinq spring break-up
1arge 1y because it was one of the mi ldest events in recent years.
A reconnaissance program was undertaken during the winter of 1979-1980
to augment existing information on ice conditions in the Peace River.
The study reach extended from a point about 20 km .ownstream of the
town of Peace River to the W.A.C.Bennett Dam in British Columbia.
2 -FIELD RECONNAISSANCE PROGRAM
- 7
2.1 -General
Ground observations between the town of Peace River and the Shaftesbury
ferry crossing were also made du.ring the field tr"ips as well as on
April 21,1980,approximately two days after break-up at the town of
Peac=River.
In addition to the field trips,various local residents and Water Survey
of Canada personnel in the Peace Ri ver area \vere contacted duri ng the
ice fon~ation 'period in order to monitor the location of the ice front
between reconnaissance flights.
Discussions were also held with British Columbia Hydro and Power
Authority (BCHPAI personnel to e;<change observation information as the
BCHPA have been observing i.ce conditions in the Peace River since the
winter of 1973~1974.
ril..~
'".~4:.•...-'"..~...
~...••..0 1 ~'\•"':\~JI _.•~,.a"f,,A~......III :;:..."".~••;,.~G-'"~~~,---:,...I::,".,e.'\e"......I •
~t=.:~,~4.~.~~~.,~.
Extent of Reconnaissance---
.~
20 km downstream of the
tOWII of Peace River to the
W.A.C.Bennett Dam
20 km downstream of the town
of Peace River to the British
Columbia/Alberta border
20 km downstream of the town
of Peace River to the British
Columbia/Alberta border
20 km downstream of the town
of Peace River to the British
Columbia/Alberta border
~}ilgi"4!-¥'.'4'\~
TABLE 2.]
t¥:!'k.!e;x~
River
Conditions
Open water With some
border ice growth
and slush ice
Ice front located 44km
upstream of the town of
Peace Ri ver
Ice front located 162 km
upstream of the town of
Peace River
Ice front located 217 km
upstream of the town of
Peace River
~"It!k.!!!I''l
SUMMARY OF 1979/80 AERIAL R.ECONNAISSANCE PROGRAM
~f"'jlmm'l!'ll
November 30,1979
Survey
Date-
December 28,1979
January 15,1980
february 7,1980
.~."'~~.Il!l¥!!'~!5!!l~A§!i ...~
"
!f,>~1
I
co o
"
,;,:.,
~
1/
f)
l I
I,
"'...'-'-~----'"--.'._':-..-~~~
-·tj
::J
I
I
I
j
I
!
!,
I
r
j
1
I
!
i
j
tt
J
!
i
jIlliwiG""ri.··•
--~-
2~2 -Ice Observations
- 9
The events observed during the development of the ice cover on the
Peace River in the winter of 1979-i980 are summarized in Table 2.2 and
on Plate B.
The consolidated portion of the cover further downstream in
the town of Petice River did not collapse despite a corresponding
increase in stage of about 1.25 metres.
The most significant of the observed events,are outlined below:
(a)Ice cover fOt111ation in this reach of the Peace River can be
described as a juxtaposition process in which incoming frazil
slush and ice pans accumUlate against the leading edge of the
advancing ice front.Some thickening of the ice cover was
observed immediately above the Highway 2 bridge crossing in
the town of Peace River.
(b)Telescoping or "shoving"of the unconsolidated upstream portion
of the cover above the Shaftesbury ferry cross in9 (1ocated
27 kilometres above the town of Peace River)took place
following an abrupt three-fold increase in discharge at the
W.A~C.Bennett Dam on December 29 and 30,1979.It is estimated
that the 1 metre thick cover fonned initia11y at the Shaftesbury
ferry ;ncreased to about 2.4 metres duri nQ thi s period.
(c)The "effective lt channel bank along the river was generally
formed by ice accumulations on the sloping banks.Shearing took
place in these accumulations during the course of cover develop ...
ment,resulting in a vertical plane between the grounded bank
accumUlations and the floating central portion of the cover.
After initial cover formation,some smoothing of the underside
of the ice occurred,as evidenced by the decrease in recorded
water levels at ~4ater Survey of Canada stati on 07HAQOl at the
1:o\,/n of Peace River.The ice coyer$confined Within the vertical
ice banks,followed the water level change without breaking up.
r
F
r
f
F
F,
r
[
I
Ii
I-
II
t
,~
~
.,,
~"
N.'
\
(
I
!
!
-10
(d)The average ratE of advance of the ice cover decreased markedly
as the ice front progressed upstream.Whereas reductions were
due in part to air temperature and discharge increases,the re-
duction in ice generation area upstream of th0 advancing front
appeared to be more significant,as evidenced by the reduced
rate of advance from January 3 to 15,in spite of very low air
temperatures.
(e)Significant attenuation of peak outflows from the G.M.Shrum
Plant was observed at the town of Peace River.
f
F
f
·f
F
r
f
r
[
[
~
t
t
~•
~
.I
J
~
i
I
I
I
I
I
1I
I
I
j
lF
t
I
I
1 "
1
1
I
!
I
I
I!
1
I1
I
f
Difference between Peace River and
Hudson Hope discharges decreases
as channel storage is depleted
Average rate of ice front advance
is 11 km/day.Decreasing ratio
due in part to ~/armer tempera tures ,
but also to reducing ice generation
area upstream of advancing ice front
Peace River discharges decreasing
more sloWly than Hudson Hope due
to channel storage between stations
-11
Twenty-six kilometr.es of unconsol i-
dated ice front thickened due to
three-fold increase in discharge.
Consolidated cover in Peace River
remained intact with stage increase
of about 1.25 metr.es due to dis-
charge increase.
Stage rise at Peace River is due
to backwater effect of advancing
ice front.Discharge measurements
at Peace River are no longer
reliable
Inflow between Hudson Hope and
Peace River averages about
90 m3/s
Comments
Total stage.increase of about 1.0
over open water level experienced.
Average rate of ice front advance
from La Crete =23 km/day
Average rate of ice f~ont advance
is 8.5 Km/day.Largelange of daily
~!schargeS from 800 m Is to 1~7Q
m /s at Wil~iston reflected it.stage
changes of -0.25 m at Peace Ri ter;
i.e.attenuation of short durati~,
changes is appreciable due to
channel storage effects.Lag time
also appears to be increased.
Average rate of ice front advance
is 11 km/day.This rate is no doubt
sustained by prevailing low
temperatures.
Average rate of ice front advance is
1.7 km/day.Reduction is due to
both warmer temperatures and much
reduced iCe generation area upstream
of ice front.An approximate in ...
verse re 1ati cnshi p between di s.-
charge and air temperature is noted
during January and February (due
probably to power demands increasing
with decreasing air temperatures).
r1ean Daily
Air iem-
perature
at Peace
River
°c (std.dev.)
-16.4 (12.0)
-9.2 (6.4)
-23.4
-3.9 (4.4)
-9.9 (3.1)
-11.7
-3.3 (5.9)
-6.5
-12.1 (2.5)
-28.7 (8.1)
-26.1 (7.5)
-10.:-1 (8.6)
Mean Oaily*
Discharge at
Hudson Hope
725 ::60%
1048 ::56%
453
400 35%
1191 :12%
823
1?76 +23%,..-87%
1464 36%
1111 +35%-60%
"----,,
SU~~RY OF 1979-1980 FRErZEMUP EVENTS
Mean Daily
Discharge
at PeRce
River
3 +m Is (-t)
1479 ::8%
-**
901::72%
Event
First ice on river at
Peace River reported
by Water Survey of
Canada
Pe.riod
or
Date
NoV 19 -Pre-ice condition with
Dec 4 relatively constant
discharges
Dec 5 -Ice front at La Crete 1370 ::16%
Dec 11 Ferl"y crossing;
300 km downstre~m of
Peace River;
Discharge frOm Williston
Lake decreasing
Dec 12
Dec 24 Complete freeze-over
at Peace River OCcurs
Jan 3 -Ice front advances to
Jan 9 Dunvegan (km 100)as
discharges conti nue to
increase and air tem-
peratures decrease
markedly
Dec 21 -Stage at Peace River
Dec 23 ri ses about 0.9 m;
discharge continues
to decrease
Dec 25 -Ice front advances to
Dec 28 km 44 upstream of Peace
River.DisCharge is
nearly constant during
period
Dec 29 Williston discharges
increaje abruptly to
1200 m Is on Dec 30
Dec 30 -Ice front retreats to
Jan 2 km 32 upstream of
Pe'.1ce River.Cover
shove from leading edge
to Shaftesbury Ferry
(km 18),thickening
from about 1 m to 2.4
/I'~km 18
Dec 3 -Ice front advances to
Dec 21 downstream of Peace
River;discharges con-
tinue to be decreased
from Williston
TABLE 2.2
Jan 10..Ice front advances to
Jan 15 km 175.Discharge in-
creases slightly but
varies little.Low
tem?eraturescontinue,
but with warming trend
Jan 16 -Ice front advances to
Feb 7 km215.Mean daily
discharge decreases
slightly,bllt varia-
bility increases.
Tempe;--atures rise and
fall appreciably;n
period.
*Hudson Hope disCharges lagged two days to account in some measure
for travel time between Hudson Hope and Peace River.
**Discharge measurements at Peace River after this date unreliableduetoiceeffects.
f
Fi'
"
\'
r
,f
o
.'«'eib .....•
At present~the flow in the Peace River is influenced greatly by the
operations of the G.M.Shrum Generating Station at Williston Lake.
Hourly flow releases have varied by as much as 1000 m3/s in order to
meet the needs for el ectri C pO\AJer in Bri ti sh Co 1umbi a on any given dayo
To assess the influence regulation of flows has had on the develop-
ment of an ice cover in the Peace River,a comparison of freeze-up
data before and after the construction of Williston Lake was made as
presented in Table 3.1.Clearly,the marked increase in daily dis-
charges dur'j ng the month of freeze-up due to flow regul ati on has had
a great influence on the timing and duration of freeze-up in the Peace
River.In view of the 'similarity of the air tempel~atures,the diff-
erences in c1imat-ic regimes -between the t\'JO periods can be ruled out
as a major causative factor for the observed differences.
Further evi dence of the capabi 1i ty of vIi 11 i stan Lake to control the
winter flows in the Peac~River is seen by the comparison of daily
discharge on the date of complete freeze-up at the town of Peace River.
Since the construction of Williston Lake,the mean discharge has in-
creased from 464 to 1275 m3/s.
It is evident that regulation has on average extended the open water
season at the town of Peace River appreciably and has reduced the
average duration of freeze-up.This is largely due to the freeze.-up
period being delayed from November to December.December,as shown
by the temperature data in Table 3.1 51 is significantly colder on
average than November~and thus the volume of ice required to produce
a complete cover on the river can be produced in less time.
Of further interest is the greater variability in the dates of first
ice and freeze-u!-'resulting from the increase in variability of the
di scharge with regul ati on by the G.M.Shl"lum Generating Stati on.The
-12r3 -H'1PACT OF THE OPERATIONS OF VlILLISTON
f •LAKE ON THE PEACE RIVER ICE REGn~E
'j
f
f
1
f
r
r
r
.f
,-'t'
.f
f
-~~.•..........
.'."',<-':,.........,-,
/;,,J ,_.''''''''...'._,'
'''"'''''''''''~.~_'_..~~--/
I
t
""e'".....
"'
It is also interesting to note that the variability of the unregulated
Smoky River flows has decreased over the comparison period.
-13
date ~f first ice in this case is the date on which ice conditions~
frazi 1 and sl ush ice,were i ni ti a 11 y reported by t'Jater Survey of
Canada.
Flow regulation has also had a significant effect on the timing and
extent of ice conditions in the Fort St.John and Taylor area in
British Columbia.Historical records show that since 1968,the mean
date of first ice at Taylor has been delayed by about 50 days,from
November 24 to January ll;The variability of the date of first ice
has also increased from about 8.5 to 15~7 days.It should be noted
that with the exception of the winter of 1978-1979,ice effects have
not been reported by Hater Survey of Canada for the Taylor gauge since
1974.
Prior to the winter of 1968-1969,complete freeze-over in the Fort St"
John and Tay1or'area often occurred before freeze-over in the town of
Peace River.Under natural flow conditions the date of ice cover
formation at Fort St.J)hn and Taylor was therefore largely dependent
on whether or not an ice bridging point had developed at some location
upstream of the town of Peace River.A reduction in the volume of
ice available in the river due to thermal effects and considerably
higher discharges during the winter months has since eliminated any
significant ice bridging formations upstream of the town of Peace
River.At present,initial lodgement of the ice is believed to occur
between Ca.rcajou and Fort Vermilion,some .340 to 440 km below the
town of Peace River.
J;
r
J
i,
I'J:
t,-"..,
f
f
1
,i
If
f'
f!:~
f
I,.1.
I.~.£-
l~
I
.~~,."---,:-.~-~~}
......
.p:.
~
Mean
Nov-Dec Air
Temperature at
fort Peace
St.John River
-B.SoC
-lS.SoC
20 yrs.
i/
'~...~""l1.~~
Mean Daily
Discharge on
Date of Complete
Freeze-Over
...~~~
Mean -[JNOV.-6.50 C
Air Dec.-13.3 0 C
Temperature n 29 yrs.
~-1
Peace River Smoky River*
Mean Discharge
During Month of
freeze ...Up
"'~~~
TABLE 3.$
EFFECT OF REGULATiON ON FREEZE-UP
-----t~'<!;)t't-··.,
Date of first Date of Duration of
Ice at Town of Complete Freeze-Up
Peace River**Freeze-Over Period
~~..~
(
~-,;;,
Period
n =number of years obser-ved
m ::::mean value for n years
s ::std.deviation
*Smoky River flows presented to provide indication of
differences in natural (unregulated)hydrology
between the pre-and pas t-\~i 11 is tOh Reservoi r periods.
**The date of first ice is defined as the date on which
ice conditions were initially reported by Hater Survey of
Canada personnel.
R~
L
'\I
"<
r
.-
f'
f
f
r
I
r
~
..
,r",
f
f
,
J ..
.J
-15
4 -DUNVEGAN ,PLANT OPERATIONS AND HYDROLOGIC REGIME
4'"-QPerating Policy for the Dunvegan Pro>;ect
The daily 'winter flow regime at the town of Peace River will be
determined principally by power operations at the Dunvegan Hydro-
electric Project some 105 km upstream and,to a lesser extent,
by inflows from the Smoky River.For the purposes of this study it
was assumed that the Dunvegan Project would be used to the fullest
extent possible for meeting peak daily power demands in the Alberta
interconnected power system.That is,large daily fluctuations of
power flow from a minimum riparian flow to the max'imum installed
capac;ty can be expected to occur on a daily basis as Dunvegan follows
the daily system load pattern.One generating unit at the power plant
operating at 2/3 to 3/4 of full gate discharge was assumed as the
minimum practicable operating discharge,resulting in a riparian flow
of 300 m3/s (iDe ..approxo 100 MH).
The daily flow pattern at Dunvegan will occur at the town of Peace
River and points further downstream it although some modifications to
the timing and magnitude of the peak discharges can be expected.
The amount of modification will be dependent upon the effects of
channel storage and friction in the intervening channel and,to a
great extent,upon the daily operating capacity factor at Dunvegan.
The daily capacity factor in this case is defined as the ratio of
the mean daily discharge to the full capacity discharge at the plant.
With the foregoing operating policy for Dunvegan,and the thorough
regulation of the Peace River winter flows provided by the Williston
Lake storage reservoir,the operating capacity factor in the winter
for the Dunvegan Project over moderate to long time periods will be
determined almost exclusively by power releases from the G.M.Shrum
Development upstream.Slightly higher operating capacity factors
could be sustained by draWing water from storage.However,drawing
the reservoir down to gain any appreciable increase in regulated
flow would resul t in . a large percentage 1ass of gene\~ating head at
-.'1%
_(Ctt
1
i
I
I
I
I
\
I
1
I
,.
I
()
-16
the plant with a corresponding reduction in power peaking capability.
This is contrary to the assumed role for the Dunvegan Project.Thus,
it has been presumed herein that the Dunvegan reservoir WQuld be used
with only minor weekly variations in level to balance differences in
both daily load demands and daily inflows throughout the week.
Th~existing and proposed upstream power developments at Peace Canyon
and Site C,respectively,will not influence the capacity factor as
their operating policies would be similar to that assumed for Dunvegan
.for the same reasons.Inflows to Dunvegan are unlikely to coincide
with the desired flow release pattern from Dunvegan because of both
the travel time of flows between plants and the fact that the upstream
plants will be following the British Columbia power system load
pattern.
However,this is not problematical,as a storage volume of about
80 million cubic metres per metre of drawdown in the Dunvegan reservoir
will provide ample capacity for dai'iy re-regulation of upstream power
releases to suit the Alberta power system requirements.This daily
drawdown will not significantly affect the available generating head
at Dunvegan.
Based on the foregoing assumptions for the operation of the Dunvegan
Project,the range of possible flow patterns that might reasonably
be expected in the town of Peace River was estimated as outlined in
the following sections.
1
i
1
j
I,
I
I
Ir
\.
j
Equivalent
Dunvegan
Energy
GH.h
456
418
416
Extreme Wet Year
Equivalent
Dunvega.n Mean
Energy Discharge
GW.h m3/s
274 1854
271 1700
279 1694
Norma}Year
Mean
Discharge
m3/s
1115
1105
1111
,~_.
Equivalent
Dunvegan
Energy
GW.h
118
83
80
Dry Year
L~INTER MONTHLY INFLm~S TO DUNVEGAN
Extreme
Mean
Discharge
m3ls
439
338
328
~·1onth
-17
December
January
February
Winter month inflows to Dunvegan were determined from the 1976 re-
port on the feas i bi 1i ty of the Dunvegan Proj ect by r~onenco (Tab 1e
:)-25).The range of monthly power flow patterns provided in that
report were derived by river basin runoFf/regulation studies of
Williston t.ake for various scenarios of power generation development
for the British Columbia System and based on 40 years of hydrologic
data.For the purpose of this study,the results of the simulations
are summarized as follows:
4.2 -Winter Monthly Inflows to Dunvegan
The extreme conditions shown above are based on hydrologic events
that could occur about once in 40 years combined with the most severe
of nine British Columbia development scenarios studied by the BCHPA.
These numbers are subject to revision in view of develo!=,ments since the
BCHPA analysis;however,the data provides a reasonable basis for
defining the mean and low and high extremes for the possible winter
inflows to the Dunvegan Development.
4.3 -Future Power and Energy Demands
A forecast of the energy demand for the Alberta interconnected power
system was obtained from the September,1978 ERCB Report entitled,
UEnerg'y Requirements in Alberta 1977 ...2006".These are summarized in
the follOWing table.The annual load factors shOwn were obtained from
i'he June 1978 El ectri c Util"!ty Plann;ng Counci 1 report anti t1ed "A 1berta
El ectri cal Energy Requirements,Total Energy and Total Demand Forecast,
r
f
r
.flr
I
r
'f',"•l'
J
.f
-18
1978-2007".These load factors were used to calculate the annual peak
day power demands shown in the :table.
FORECAST OF POvlER AND ENERGY DEMANDS FOR
ALBERTA INTERCONNECTED POWER SYSTEM
f Year Annual Peak Annual Load Factor Annual EnergyDayPower
f r~w %G\v.h.
1985 5550 66.2 32180
!'1990 7450 67.5 44040r1995946068.6 568,,\,)
2000 11855 69.6 72270
;.f 2005 14480 70.4 89290
<'
4.4 -Dunvegan Di~charge Patterns
To obtain a repr·esentative sample of the wide variety of power flow
patterns that might reasonably be expected in the future!l a variety
of combinations of hydrologic conditions discussed in the foregoing
sections was considered with the energy requirements for the years
1990 and 2005.For each of the selected combinations,the energy
available from the Dunvegan Project was "stacked"in the system for
a typical weekly load pattern such that the total installed
capacity of 1000 MW (2940 m3/s)or as much of it as possible,was
utilized in the system each day.The typical weeklyioad pattern,
in conjunction with the range of hydrologies,provided a variety of
daily operating capacity factors for the plant.In each case,100 MH
was assumed to be base loaded in the system to provide the riparian
3 ...................flow of 300 m Is.Also,the weekly energy was balanced to match the
available inflow in dry,normal,and wet years so that large changes
in operating head would not occur,as previously discussed.Typical
results of the stacking analysis are illustrated on Plate C for the
1990 power demand.This indic;ltes that in low flow years,the full
capacity of the plant may not 'Je used for peaking operations ona
.".".t
tit
..19
if!f
Hourly flow patterns at the town of Peace River were derived from the
Dunvegan patterns by means of the Muskingum hydrologic flow routing
techn i que,whi ch accounts for the effects of channe 1 storage and
friction.Limited river cross-section data did not permit the use of
mor'e detailed hydraulic flow routing techniques.Plate 0 shows the
r~sulting flow pattern at the town of P(~ace River for the pre.vious1y
noted Dunvegan hourly power flow pattern for open water conditions.
Hourly power discharge patterns from Dunvegan for the example weekly
load pattern were derived from the foregoing power generating patterns.
Typical examples are illustrated on Plate D for the load year 2005 •
4.5 ..Flows at the Town of Peace River
regul ar basi s.In 1ater years,as the load grows,.the full capJ.ci ty
can be used even in these years as shown on Plate D for the yaar 2005.
To carry out the flow routing,a channel storage coefficient of 0.4
was adopted from an ana lysis of recorded flood hydrographs at Dunvegan and
the town of Peace River for open water conditons.The travel time for flow
between the points as a function of discharge was adopted from an
earlier analysis by Andres (l978).It was found that this method and
associated assumptions were suitab~e for open water conditions as
demonstrated by the resul ts shown in Figure .2.
In this analysis,it was found that the recorded conditions could be .
simulated satisfactorily with a range of values for the storage coeffic-
i ent (from about 0.3 to 0.4).The uppe.r value was selected for the
power flow routing computations in order to provide a modestly conserv-
ative estimate of the attenuation of hourly flows from Dunvegan at
the town of Peace Ri ver.
f
r
r
.'
r 2500{1
.'
r
2000
F -u
I 1JJ.,,.en
f ~::1500-
w
C.!)
•r a:
cd:
:t:
U
en 1000-,;
F 0..
3000
2500
2000
S2en
()
:I:
l>
;:0
1500 G)
rrt 0
"-c:::
~c.n
iTtrooo('"')-
o
500
II109876
DAYS
5
FIGURE 2
COMPARISON.OF 0.BSERVED AND.l.noro!
COMPUTED DISCHARGE HYDROGRAPHS."DOIO
-~
-
.~
~
~--I~,
~
43
OBSERVED,RECORDED FLOWS AT PEACE RIVER (STATION 07HAOOI)
LESS THE SMOKY RIVER DISCHARGE AT WATr NO
(STATION 07GJOOI).
2
1 1VMAY22-JUNE 2 1978
"....._.......
1/~
c.-l../V ~.....~----r=/~~V.-
L ...........-.....
V
~=-..........~....--
l/-'"~APRIL 27 -MAY 4,1977
--------
I;j
V-Ip.-1~/-..-::~~JUNE 27 -JULY 5,1969.;;:
I:'~~Il/'...............---
t---""l/I IAUGUST19-25,1975V~~I~.......-----:----:::::-
----COMPUTED,RECORDED FLOWS AT THE DUNVEGAN BRIDGE (STATION
07F0003)ROUTED TO THE SMOKY RIVER CONFLUENCE
(STORAGE COEFFICIENT =0'4 ).
o
3000
500
"
r
As the presence of an ice cover incl"eases the time of travel in the
river,the load flow'patterns derived for Dunvegan were routed a second
time with a modified lag-time/discharge relationship.As no hydrographic
data is available from Dunvegan for the winter months,the modification
was made with theoretical justification using approximate summer and
winter lag-times observed for flows between Hudson Hope and the town of
Peace Ri\{er.The adopted adjustment factor was 1.6.Typical effects of
an ice cover are illustrated on Plate 0 for a normal year.The results
of this additional routing analysis were later used to es·r.:imate mid-winter
water level fluctuations.
-21
The results of the power f~ow routings from Dunvegan to the town of Peace
River have been summarized in Figure 3 for both open water and ice cover
conditions.These diagrams show the maximum hourly discharge that
would occur at the town of Peace River for the maximum likely range of
operating capacity factors at Dunvegan (i.e.0.18 to 0.58).It is
evident that with Dunvegan operating at higher capacity factors,peak
discharges at the town of Pea,ce River will,for all practical purposes,
be equal to the peak power releases.Attenuation of peak discharges is
seen to increase appreciably for factors below 0.35.The estimated
capacity factor for normal winter hydrology is about 0.38.
It should be noted that if a higher riparian flow were assumed,the
effect would be to increase the attenuation for operation at a given
capacity factor.
r
r
r
,
r
r
r
..
f
I,
f,
·r
·r
J..
~~,"'1:"'r~........-..,~~
D
..o
I ;.fJ
\
.'C>
::-,~
n,j
"
i
j
r"
1
t ~.'.,,.~"",,,,:~~'!t-li_'~.JT·"_..::~
j."
~;;.
1,
1
.;)
"
1 .1 I
:::;:;..
NOTEq
2.MAXIMUM BOU~LY DISCHARGES AT THE TOWN
OF PEACE RIVER DEPEND ON THE FLOW
Ri::LEASE P'"';,TTERN AT DUNVEGAN.
I.MAXIMUM HOURLY DISCHARGE RELATIONSnlPS
ARE ONLY APPLICABLE FOR AN ASSUMED
MINIMUM POWER FLOW OF 300 M3/SEC.
04000
2000
3000
1000 .~
u900
JHaDo~700 :I
~
6..,",{\w
(!J
500 a::
<l::r:u400rn
is
300
1-1 200
..•·-l--l-
100
.-4 .t5 ·6 -7 '8'9"0·3
I I I I,III1I I
'2
•CALCULATED BY MUSKINGUM
ROUTING OF POWER FLDWS FOR
TYPICAL WEEKLY WAD PATTERN.
CHANNEL 5TORilIGE FACTO~=0-4 I-
IL-~
-I
I .t~t--_.J.-+.-I I I I I I 1--~._,.•,--,-_,,_L..J .LJ..1 t1
",2,·3·4 ·5 ·6 -7 ,8 .g ',0
200 I I I I
'00
4000 ,I I .,r--------.
f--.•'~"--INSTALlEDCAPPCITY (1\)00 MW)I--t +~+-
2940 ",;,I.SEC~,=__.__
3000 J.=--;,.==-t==F--t/~C''.'.n;;-;FTIe,.FttF"F-r?
2000 ~-it~:5M;-~mMf~:r:tl ~tt~~:~"'-+~1'''''''''''//+-r--la<.TERM AW.FlDW •/I'n~II 1469 M~f5EC."'../__-f-i--r----~'-f-h fTrl -,..--"
taoo !----+-.AVG.DEC.TO FE •FlOW~
900 -.•"-----r--3 I 1 1 J
OO\)----~i:-~'-IIIG M 15EC.fc,~r-1-I I I J
700 --,-~r-~r"--r-..f/', _
600 ._-_.4 ~~-'EEEE
300 •-,--r::::.-::-;-r--Il~'::''';':::E --:1-.._-..- '+--
--[\f\~;N_"~i;-TO FEa:-;:LO~;-r--I"-t-t--tl-ml-tr-~-
328M3/SEC.
w
C)cr<:I:
t.r
CI)a
-
d
\LI
U)
;;-
~
III
DAILY CAPACITY FACTOR DA!LY CAPACITY FACTOR
OPEN WATER CONDiTIONS
(NO ICE EFFECT)
I-----------------~------,
L'
-,"'".--',':',"-
ICE COVERED CONDITIONS-----------
(ICE COVER TO THE VICIN!TY
OF THE DUNVEGAN TA!LRACE)
FIGURE 3
RANGE OF fUJRLY DiSCHARGES AT THE TOWN OF U-Il'!
PEACE RIVER,WITH DUNVEGAN f'OWER PEAKING 1I000MW).M ~
tl
~:
1;
t <
t L
1
I
f1\i}
j
L
liJ··'·······~I'•••'•...•
I Ii'"ci .11''1,("~._,,r .
"
·1.11
-23
icI l '%¥it
(\
5 -PEACE RIVER ICE REGIME
5.1 -Develo~ment of_an Ice Cover
As deposi ti on occurs,it restri cts the channel flow sect;on,ther'eby
increasing the water depth at the leading edge until the velocities
are low enou9h to permit slush accumulation and continued advancement
of the 1eadi.ngedge.The maxi mum wi nter water 1evel s in the Peace
f{i ver fora given discharge are observed to be determined by thi s
process of cover development.
The developrrent of an ice cover on the Peace River is typical of
mode'ra'cely steep and wide rivers.When the river water surface has.
cooled to the freezing point,fraziland slush ice form,being accumu-
lated in a downstream direction until a moving blanket of ice pans and
slush filling the river has been obtained.This blanket lodges at
some constricted point in the channel to begin forming a solid,stationary
ice cover (thi s point is currently near Fort Vermil ion).The upstream
or 1earling edge of the ice cover advances in an upstream d'irecti on as
more ice is supplied to it from the inflowing blanket.Ho~,ever,
typically the front soon reaches a section where the velocity of flow
at the leading edge is too great for the slush to remain there,and it
is instea.d carried under the established solid cover to be deposited
on its underside at the first location where the velocity pE~rm;ts.
Subsequent to its initial fo·rmation,the internal stresses in the
cover may become too great for it to remain in pI ace as the front
continues to advance further upstream.ConsequentlY,the cover com-
presses,or telescopes~to increase to a thickness which can resist
the developing stresses.Any further increases ;n thickness that
occur are then due to either the depositions preViously described or
c;i gn;f;cant increases in di scharge..Once the cOver has cansol i dated
in this manner and gained strength by further freezing,rather large
5.1 -Development of an Ice Cover
-23
5-PEACE RIVER ICE REGIME
--'
--
As deposition occurs,it restricts the channel flow section,thereby
increasing the Water depth at the leading edge until the velocities
are low enou~h to permit slush accumulation and continued advancement
o.f the leading edge.The maximum winter water levels in the Peace
Ri ver for a gi ven ai scha.rge a re observed to be determined by thi s
process of cover development.
The deve 1opnent of an ice cover on the Peace Ri ver is typi ca 1 of
moderately steep and wide rivers.When the river water surface has
cooled to the freezing point~frazil and slush ice form,being accumu co
lated in a downstream direction until a moving blanket of ice pans and
slush filling the river has been obtained.This blanket lodges at
some constricted point in the channel to begin forming a solid,stationary
ice cover (this point ;s currently near Fort Vermilion).The upstream
or leading edge of the ice cover advances in an upstream direction as
more ice is supplied to it from the inflowing blanket.However,
typically the front soon reaches a section where the velocity of flow
at the 1eadingedge is too great for the sl ush to remain there,and it
is instead carried under the established solid cover to be deposited
on its underside at the first location where the velocity permits.
Subsequent to its initial formation,the internal stresses in the
cover may become too great for it to remain in place as the front
continues to advance further upstream.ConsequentlY,the cover com-
presses,or telescopes,to increase to a thicknes5 which can resist
the developing stresses.Any further increases ;n thickness that
occur are then due to either the depositions previously described Or
si gni fi cant increases in di scharge ~Once the cover has con~Dl ida ted
in this manner and gained strength by further freezing,ratner large
.."=.~.,·1.1iUl'lllttIl1f.'.'..'Il._.IU\MWl~,..,..~..,,"..""'---...'.(;
fr~
\
.tr
Ie
j
II
I
f
I
I
f
I
I
I
j
II
Il~'
I
II
L,I,.~
if
discharge increases are required to disrupt ito
Subsequent to its formation and consolidation,the under surface of the
ice cover becomes smoother due to the flow under it,and the water level
decreases slightly for a given discharge.This process has been reported
by a number of investigators.(see Michel,1971).Typically,the dis-
charge capacity of the ice covered channel for a given water level might
increase by 25 percent.
VFr=/9H"=O~1541 l-e
-24
5.1.1 .,.Leading Edge Stability
-
The observed hydraulic characteristics of the Peace River channel and
experience with increased mean Winter flows due to regulation by Wil1·iston
Lake suggest that the prevailing processes will not be altered by
further increases in the instantaneous flow at the time of cover formation.
This suggestion has been born out by subsequent analysis.However,with
the increased instantaneous or short duration discharges,due to power
peaking operations at Dunvegan,the process will occur at increased watp.r
levels~with resulting increased ice cover thicknesses.
As noted above,the maximum water levels in the town of Peace River.
occur as a conC\equence of the requi rement for \'/ater depths which wi 11
yield astable leading edge as it passes through the town.The minimum
required depth for stability is de·;ined by a dimensionless ratio
cailed the critical Fraude number which is defined as follows:
where V :::velocity at leading edge
H =depth of flow at leading edge
9 =gravitational constant
and e ~porositY:-T ice blanket,normally between 0 and 0.73 .
This relationstip has been derived from theoretical considerations
which have been amply supported by laboratoryexpe~iments and obser-
vations in other rivers and channels.If the Froude number at a given
.......
I
I
.~
"(,
.J
!
.,
I
I
I~It
t
I
.~...,
•t-......•
r \,~
~(
~i
.~-
Ana lysi s of the "internal stabfl i ty of the i ce co~(er at the town of Peace River
was under~aken to:
--25
river section is less than the value indicated by the foregoing equation,
the ice front can progress.If it is not,then the water depth will
increase as described until the Froude number is equal to the indicated
critical value.With porosity normally varying between 0 and 0.73,
the normal range of c ...·itica1 Froude numbers is 0.154 to 0.08.
5.1.2 -Internal Stability
Based on observations made during the field reconnaissance program
and on subsequent analysis using available river cross-section data,
the critical section for leading edge stability .was determined to be
near the bri dge crossing sect;on some 800 m upstream of the Water
StJrvey of Canada gauge.Hence,the use of the channel width at that
section in the analysis rather than the gauge location section width.
Froude numbers at the Water Survey of Canada gauge (NO.07HAOOl)in
the town of Peace River have been det\::rmined under winter conditions
for a period of 22 years,as shown in Figure 4.Data obtained at time
of spring break-up is included,as the same staging phenomena prevails
at that time as well.Clearly,the range of critical Froude numbers
typical of experience else.where envelopes the Peace River data with
the exception of four break-up points.These points lie closer to the
open water rating curve for the gauging station,probably because
of the volume of ice at break-up in these years being too small to
achieve the necessary staging.There is,however,no way of confirming
this.In any case~it is not of concern for the purpose of this
study as the upper boundary condi ticn of the data corresponding to a
Froude number of 0.08 is the more critical envelope.This must be
conservatively adopted for assessing the critical ice condition dis-
charge value for the 'town of Peace River.
Cl'
·f
·J
·J
~,
I,
\f
-.-..
I
~{r
{\r
(
((,
r
IJ
IJ
(
t ,
(
{f
,
"f
{~"i
('
'f
'"(r
n
ell'
C)
.........'ioIj"........_.........-
~'_'t~
,~'.~>.......
-~
7 (OIB)2/3
~-.....-,.,,
.~
~~
~
6
~
ADVANCING ICE FRONT __
............-.~""'.........
.'!!.~
-,...
o
--~.,
5
.c FRE.EZE UP DATAJ.19511 a.958TO
0-BREAI<UP DATA.1978/1979
ENVELOPE CURVE-
----..
-~
4
.--.......,
o
-~
--..
.~
3
o
...--
~
._-,.....,--"""""".
~..'
2
~~~~~."~--()~x,y ..-1 ~..RIVERBED'.Q
.':J"I I FROUDE No.::-y....=JL I .
JgH -e'i H 3/2
WL=WATER LEVEL
B=RIVER WIDTH .~451 M
g=9·8 M /SEC/SEC
H=(Wl'-310·0)=C (QI B)2/3
Fr =(1/0 3/2 )v'g:0'080
........,~.-.'_",.-..
n~
"'~iii'~'-
~
~
1-
o•~~
II
'-
ENVELOPE CURVE
••I
CRITICAL FROUDE No.=O'08
{E =O·73}
"-~~
u
o
L I I 'J I I I II I I J '--l.....-L-.1., _I I I I I _.1.I _
o 1000 4000 5000 6000 7000 8000 9000 (Q)
--.-,
. I I I /I I Qttt\"';)
:"\"
\<Q
"Ol~
'-:
~'?x FRPU~E NO •.•.•CH54 J'I-E 1..I~O (E=O)~'"~I •r \
318
316
317
313
310
314
312
315
31J
~
~
enw
fr
f-
lU
:E
I0::--=WO
>0~«O::;x:
w ......0°<C.
W 0
0..
2
ZZ_0
..JI-
W·ce(
>1-WcI)
..J .
0:::0Woo
1-.:,,;~;>
~-
':2:
:::>
~
X«
~
~-.,.".-,..~;",~
Q
,tr&~au
-r----:~_MOJ'«....~;r C;._~.~_'''''"':<..-,
"s:::0»
f11Xrn--NS:",es:I
c~-0.]>
»--fzlTt
0::0
(Dr
:::0 fTl.",<»1T1
A r
,(J)
Co
:Dc
;0
Z
G>
r:c:1 IJ'6ft'C
.•••••~Q •DISCHARGE IN M 3 /SEC.I
t ,I
I
j
J
I"
MC)h)
-27
From the water surface and iCE:cover profiles calculated for discharges
of 500 m3/s to 3500 m3/s,it is possible to construct water level/dis-
charge relationships at various points through the Town,both downstream
and upstream of the Water Survey of Canada gaugeQ Figure 5 shows these
relationships for the cross-section adjacent t the West Peace River
dyke and the Heart River confluence.Included in Figure 5 is a corres-
ponding envelope curve for the mean ice surface elevation.
*This information was obtained from discussions with representatives
of the town of Peace River.
5.2 -.Hinter Water-'Levels and Critical Discharg.es
Typical results obtained from the analysis are illustrated for a
discharge of 2500 m3/s on Plate F.
The latter information was requ'ired to determine water levels within
the existing flood protection dykes along both banks of the river.
The West Peace River dyke is approximately 2.2 km long and is currently
constructed to a level of about 320.5 m as shown on Plate F"Itis
understood that the 4.5 km long dyke,along the east bank will be raised
this year to a crest elevation of 320.3 m at the mouth of the Heart
R".-k"1 vera
-confirm'that the governing ice process would nat change with increases
in peak di scharge that mi ght be rea'}i zed with the Dunvegan Project.
-obtain water surface/ice cover gradients for the river reach through
the town of Peace River.
The analysis was carried out by means of a mathematical model which
simulates the thermal generation,upstream progression,packing and
thickening of frazil ice at formation as well as the accumulation
and jamming of ice.The associated backwater effects along the ice-
covered and open water reaches of the river are calculated in the
mathematical model using the standard step method.Application of the
model to a wide range of hydraulic conditions has proven its capabil-
ity to simulate fragmented ice coVer behaviour.
--_.----.,.."..,,---'._--------------------------
{
tf
l r
1
[
f
If
,f:
I
r
l f
~~
r
'f""",
t
'f
{\f'
f
If"<I . ",
f
lr,(
'~.
,rr
o
..'CHi.t::i:
r
7
FIGURE 5
(Ii
-~
6
MAXIMUM WINTER WATER
SURFACE ELEVATION 2KM.
UPSTREAM OF HIGHWAY No.2
BRIDGE CROSSING.
(ICE COVERED CONDITION)
MAXIMUM WINTER WATER
SURFACE ELEVATION AT
WATER SURVEY OF CANADA
GAUGE No.07HAOO I
(ICE COVERED CONDITION)
OPEN WATER LEVEL Ar WATER
SURVEY OF CANADA GAUGE
No.Q7HAOOI.
DISCHARGE (M3/SEC X 1000 )
MAXIMUM WATER AND feE LE\IELS
IN THE TO'NN OF PEACE RIVER'
I
~2700 M3 /SEC.
----....---.:.....,-I~---I
345
CRITICAL DYKE CREST
ELEVATION 3~
1M FREEBOAR~.
MAXIMUM ICE SURFACE ELEVATION 2KM.UP$'T'REAM
OF HIGHWAY No.2 BRIDGE CROSSING.
'I
DEFiNITION.SKETCH
324
320
322 1
318
316
310 t I
0 I 2
312
314
zo
t-
§
LaJ
..J
LlJ
-
Q
Z«
a:
lJJ....~
r
•<·:r
,(
•
t f<-~<'-!'
I
If
r'
I,lr
i r
,[r
If
{
l r
If
r
t f
,
I
;f
•:l
t
1
J
f
.,
,
D
m3js
2700
Critical Winter
Discharge
--•<
Increment of
Qyke .Hei Qht
m
o
f .i:
ir
J,_...........-
CRITr'CAL WINTER DISCHARGE
IN THE TOWN OF PEACE RIVER
Critical Dyke
Crest Elevation
m
320.3 (existing)
320.5 0.2 2800
321.0 0.7 3000
321.5 1.2 3235
322.0 1.7 3455
-29
5..3 -Critical Power Peak at Dunvegan
At this location,the critical dyke crest elevation will be 320.3 m
upon completion of the flood dyke along the east bank.
By combining the foregoing critical discharges INith the results of the
power flow routing in Figure 3 in Section 4.5,the maximum peak power
---~-------~-~-~------------~~----------~---~-~~-~--
A criterion of a minimum of 1/0 m of freeboard between the mean ice
surface and the critical dyke crest elevation has been adopted.
This will provide a minimum freeboard allowance on the water surface
of 1.5 m.The critical winter discharge for the town of Peace River
on the basi s of these cri teri a is seen fr'om Fi·gure 5 to be abot::
2700 m3/so If the dyke crest elevations were to be increased while
maintaining the same freeboard criterion,the magnitude of the critical
discharge would also increase as shown in the following table.
The cost of raising the dykes or of other means of flood protection
WOt(J d bl?part ofa subsequent phase of the work if required and as
such has not been estimated for this report.
JI
iF
f'.ff..iif
(If
Ir
fy
If
f,
[;
[.
[I
tf
(f
.if
\,
[
I~
I
1
0
-
-I
I
t''_"".......'_
discharges that can be released at Dunvegan without risking flooding
in the town of Peace River at the critical time of ice cover formation
there,have been derived.The results of this analysis are summarized
in Table 5.1.
-30
As outlined in Section 5.1,the critical discharge at the town of Peace
River is governed by the requirement for leading edge stability of the
ice front as it passes through the Town.Upstream of the ice front,
the river will be partially Govered by a thin drifting blanket of slush
and pan ice accumulations.These accumulations will decrease in sur-
face area density in an upstream direction.The overall effect of this
loose ice blanket on peak power flow attenuation between Dunvegan and the
town of Peace River cannot be precisely determined.
Very large installed capacities could be safely used if the Dunvegan
power plant was to be operated at low capacity factors"However,with
the prey';ously descri bed Ilnormal"hydrol ogy ~the operati ng capaci ty
factor would be in the range of 0.35 to 0.40 for an installed capacity
of 1000 MW with 100 MW base loaded.In the Ilwet"hydrology years,values
in the range of 0•.40 to 0.50 will occur.Consequently,a capacity factor
as high as 0.50 has been assumed in defining the critical peak power
release at Dunvegan.This does not preclude higher installed capacities
at Dunvegan which could be used to good advantage for peaking in normal
or drier years.The optimum installed capacity for the project is a
matter of project and power system economics,being dependent upon the
fl ow f~-equency and is beyond the scope of this study.
Consequently,it has been assumed for the purposes of this study that
attenuation of peak power discharges between the leading edge of the
ice cover and Dunvegan wili be similar to that of an open water condition.
Fi gure 3 i ndi cates that there is 1esS attenuati on of peak fl ows '~or the
,
open water case than for the case of complete ice cover.The cri-dcal
discharges and power peaks for the Dunvegan development have been
assessed on the basis of this assumption and the ice front located at
the ~ritical river section in the town of Peace River~
("
\",.j ,,'
\ j
(
i J
~,
(,I",.",
. J
t
ftf
r{f
If
If
'.[r
lr
I I{,
(I
\,
~~I1i(1!l~
J~)
I
j
j
I
I
I
!
I
I
J~
l'~
i
I
!
I
j
I
J!I ,
r'~~~
I
I 1
:\~\1\'
I \jIIIII~
!
1
I
1
"',~"~':)
~
w
--'
l,~
_..•..··"·>-4
~..._,...-~~.,
.......-.--~
i
!
I
I
i
I
[
!
i
f'
I
II -=....,.1I'~i .••••.•·_···i •._~~--------------------........~_._----_.'-'.
~"'-'~~.q
_.....,....>_....
i "-"!!"'1
_.-~~--".
DUNVEGAN OPERATING CAPACITY FACTORS
0.2 0.3 0.4 0.50.6
Q PQ Vq----rrQ PQ p
m3/s MW.m3zs !lli.m3/s MW m31S!1!i m3/s MW
5290 1800 3050 1040 2785 950 2700 920 2700 920
5490 1870 3170 1080 2890 985 2800 950 2800 950
5880 2000 3390 1155 3095 1055 3000 10203000 1020
6340 210n 3660 124,5 3340 1135 32351100 3235 1100,
6770 2300 3910 1330 3565 121~3455 1175 3455 1175
.....~....-.-..•""-....~--..--_.,
TABLE 5.1
CRITICAL DISCHARGE BH AND POWER PEAK (PLAT DUNVEGAN
~~~~~~~-~~~
2700
Critical Discharge at ,
The Town of Peace River
3InIs
2800
3000
3235
3455
.~~-'~
Critical Dyke
Crest Elevation
320.3 (existing)
m
320.5
321.0
321.5
322.0
Note:
1.Based on a minimum of 1.0 m of freeboard above mean ice cover surface.
2.Based on assumption of most severe possible ice conditions in the town of Peace River.
3.Permissible peak power limits are based on preliminary analyses with limited r'iver section
data and are subject to refinement when more detailed river surveys have been comp·Jeted.
4.Existing dyke crest elevation taken as 320.3 m at the Heart R'iver confluence (east bank)
on the basis of discussions with the Town Engineer for the town of Peace River.
5.Based on 100MW base loaded and 900Mt~available for peaking operations.
~'~.-
I
Li--,
I•~...
,.....:~......""",;,f.'-
I ,I
.,32
_...__t<:.f
As noted in the earlier brief description of ice cover development on
the Peace River,a decrease or "se t-back!l in water levels fOT a given
discharge occurs with smoothing of the underside of the cover once
internal equilibrium has been achieved.This results in a corresponding
increase in the dyke freeboard and gives rise to a possible ice formation
operating strategy which would limit power peakiflg capability to the
previously ta.bulated minimums for a relatively brief period some years.
Increases in peak power discharges coul d be perm.itted after the decrease
in water levels has occurred.The application of the strategy is
described below.
With open water conditions from Dunvegan to downstream of the town of
Peace River,there is no limit,for all practical purposes,to the peak
power that can be used at Dunvegan.However,as the ice front approaches
the Town from downstream,increasing w~ter level stages are rea.lized in
the Town as previously noted.Peak power releases could then be reduced
to the critical values appropriate to the prevailing hydrology.These
reduced power releases would be maintained until the ice front had
advanced upstream of the Smoky River confluence,consolidation and freez-
ing of the cover he.d taken place and lI set-back ll of the water level had
occurred.It has been observed that this smoothing of the ice under-
surface and corresponding decrease in water level (fora given discharge)
occurs within about a on~week period.
It is evident from Table 5.1 that a minimum winter power peaking
capability of 920 MW ot'"92 percent of the installed capacity is
feasible in llwet"hydrology years with capacity factors in the order of
about 0.50.For "normal"hydrology years with a corresponding capacity
factor of 0.38,the critical power peak at Dunvegan would be about 960 MW.
It should be noted that this assessment is based on-the somewhat conser-
vative criteria perviously discussed such as the 100 MW base load assump-
tions,the peak power flows occurring when the ice front is at the Town,
the leading edge stability being controlled by the upper boundary cond-
ition corresponding to a Froude number ofO.OB,a river channel storage
coefficient assumed to be 0.4 and the attenuation of peak flows corres-
ponding to open water conditions.
5.4 ...Mi d..·t~i "ter Power Peaks
r...
"
!r:
r
if
i
!
·f"'I;
•
J
· J
· J
fl
·r'
1,F
I
If".,
IIf
Ir
fif"l '
r
I
I f..·.
I r
If
I
I 1
r
I
I f
!I
!I
.
·r
o
-33
On the bas'is of the thermal calculations and assessment of the effects
of Site C and Dunvegan reservoirs on the rate of cover development as
described later,it is estimated that the reduced peaking policy would
be required for 5 to 15 days.(The shorter duration corresponds to
cold climate/low mean flow combinations at the time of ice front advance
through the Town;the longer duration to warm climate/high mean flow
combinations.)Peak power releases couid then safely be.increased
appreciably,with the limiting peak discharge being determined by the
minimum desirable dyke freeboard and the amount of Il se t-back".This
phenomenon occurred during the reconnaissance program as described
in Section 2.Typically,the Ils et-back ll phenomenon will permit an increase
in flow for given level of about 25 percent.
As in the case for the ice formation period,the mid-winter power
peaks could be substantially larger for small values of operating
capac.ity factor at Dunvegan,due to the increased attenuation of peak
flows between Dunvegan and the town of Peace River.
On the basis of a minimum freeboard of 1.5 m on tha water surface and
an increase of 25 percent in discharge for a given stage at the upstream
end of Town,the mid-winter power peaks were determined for capacity
factors in excess 'of 50 percent.;These are sunmarized in Table 5.2.
5.5 -Daily Water Level Fluctuations
The water level fluctuations to be expected in the town of Peace River
due to daily power peaking operations at Dunvegan have been estimated.
The maximum range of levels would occur for the higher operating capacity
factors for which little attenuation of peak discharges is realized,
but for which the daily minimum power flow also occurs at the Town.
Table 5.3 summarizes the maximum daily ranges that might be expected
for mid-winter conditions with both an ice cover in place between Dunvegan
and the town of Peace River including the Il se t-back ll allowance,andror
open water conditions.
(!
t .
r
I
I
I
L
II'
I
j
I
!
I
1
\;
I
I,
l~
I
I
j
F-~;:
1
\
1
I
r
I,
,...Z]
•T .
G
I
I
I
I
1
Corresponding
Power Peak
MH
-34
1120
1190
1295
1410
1495
o
3300
Critical
Discharge
m3 /s
3490
3800
4150
4400
TABLE 5.2
MID-WINTER DISCHARGE
AND POWER PEAK AT DUNVEGAN*
m
320.3 (ex;st-Ing)
Critical Dyke
Crest Elevation
320.5
321,,0
321.5
322.0
*for capacity factors in excess of 50%
rr
r",
,i
r~
'IlI'f<.
;f
If
,l
\f
{"
:,-
I
:r
:,
,
:r
1 f
I
. :J,
:,
.
.f
J
.f
.l'
.11
l[,
\
r
!
I
Mi(!-
tvi lIter
Wi';h
liS!~t
ua,:k"
of ice
COler
Tim:of
Yea,r----Ice
Formation.
Period
3.9
3.7
2.3
m
2.2
m
3.7
3.62.1
m
1.9
2.0
m
0.2 0,4 0.6
Open Ice Open Ice Open Ice
Water.Covered Water Covered Water Covered
1•1
1.2
m
-35
bunvegan Operating Capacity Factor
TABLE 5.3
MAXIMUM POTENTIAL DAILY WATER LEVEL RANGES
IN PEACE RIVER
co
320.5 1190 1 .2 2.1 2.3 3.9 2.4 4.1
321 .0 1295 1.3 2.2 2 ..4 4.1 2.6 4.4
321.5 1410 1.4 2.4 2.6 4.4 2..7 lit:..,..1,,1
322.0 1495 1.5 2.6 2.7 4.6 2.8 4.8
Notes:
3.Water lev~1 fluctuations for ice covered conditions are based on
preliminary analyses and are subject to further refinement when
more detctiled hydraulic data becomes available.
Critical
Dyke Power
Elevation Peak
m MW
1.Range at Water Survey of Canada gauge No.07HA001,800 m down-
stream of Highway 2 Bridge in the town of Peace River.
.3
2.Minimum power ~low from Dunveganassumeq to be 300 m./S ..(100 MW base 1 Hlded)
320.3 1000
(existing)
320.3 1120
(existing)
:r
If
lr
r.
'r
I
i:r
if
Iir
~r
(
~r
•':r
:f
1,~r
I
d
.t
t
J
.J'
II.rJ
-'ff
~!7
With decreases in flow sUbsequent to cover formation,the floating,
central portions of the cover follows the falling water level.If
freezing at the shear line3has taken place,the central portion will
simply sag until the strength of the bond betweetl the floating and
grounded portions is exceeded by the increasing weight of cover support-
ed by it.Since theshea~line is a V~t'~y significant plane of weakness
at the point of greatest str'ess in the·cover,the cover will always
refracture close to this point.
If the decrease 'in water level is sufficient,t'ie extremities of the
floating cover will come to rest on the channel bed,with sagging again
occurring with continuing decreases in level.Ultimately,the cover
could assume a position as illustrated in Figure·C;for a low flow stage.
Fracturing as shown will occur depend:Jng upon the local channel con-
figuration and the initial cover rigidity,to pennit the cover to
conform to the channel bed.
The thtee stages of typical ice cover development described in Section
5.1 are il1ur ,,,"ated schematically in Fi.gure 6.Of particular note
in the second stage of development is the grounding of ice on the
shoreline and the subsequent development of shear lines more or less
parallel to the riverbanks.This process is the key to the response
of ice covers ;'0 most reaches of the Peace River to large variations
in water level.
5•.6 -Effect of\~ater Level Fluctuations on Ice Covers
-36
o
--
.,...,"•.-'J
As the discharge and stage increase from a low value,the sections
of central cover will simply float oack into place,or develop a
"hingeH mechanism,depending~pon the rigidity of the cover.Unless
the COver is maintained in the low pcsition for prolonged periods of
time,it would be expected to maintain its flexibility and would not
need to form the hinge mechanism.In fact,observation of the Peace
River has shown that incrJ~ases in the position (tf the cover to ele-
vations in excess of the initial formation leve~are possible,as
illustrated for a high flCr~J stage in Figure 6.As long as the central
cover is :"estrained laterally by the vertical shear walls of the
grounded ice,the hydrodynamic stresses in the cover can be transferred
\f
I .
!
~r
1
i',
I ~
J
i
Ir
f
J f'-
\~I
I,
fi
\'
.";",'"',.,·~··t
t
l
\
f
ItIt....JI-
I
-~".'=-J"'.'O:",'-------.-.--.-...'
-,:~.•<
_Iq~."l'.f')'.o'c...""'"1iI._
-
-36
5.6-Effect of Hater Level~t:'l uctuati ons on Ice ,Covers
With decreases in flow subsequent to cover formation,the floating,
central portions of the cover follows the falling water level 0 If
freezing at the shear lines has taken place,the central portion will
simply sag until the strength of the bond between the floating and
grounded portions is exceeded by the increasing weight of cover support-
ed by it.Since the shear line is a very significant plane of weakness
at the point of greatest stress in the cover,the cover will always
refracture close to this point.
-
The three stages of typical ice cover development described in Section
5.1 are illustrated schematically in Figure 6.Of particular note
in the second stage of development is the grounding of ice on the
shoreline and the sUbsequent development of shear lines more or less
parallel to the riverbanks.This p~"ocess is the key to the response
of ice covers in most reaches of the Peace River to large variations
in water level.
If the decrease in water level is sUfficient,the extremities of the
floating cover will come to rest On the channel bed,with sagging again
occurring with continuing decreases in level.U"ltimately,the cover
could assume a position as illustrated in Figure·S for a low flow stage.
Fracturing as shown will occur depending upon the local channel con-
figuration and the initial cover rigidity,to permit the cover to
conform to the channel bed.
As the qischarge and stage increase from a low value,the sections
of central cove.r will simply float back into place,or develop a
Uhinge ll mechanism,depend'ing upon the rigidity of the cover.Unless
the cover is maintained in the 10w position for prolonged periods of
time,it would be expected to maintain its flexib·ility and would not
need to form the hinge mechanism.In fact,observation of the Peace
River has shown that increases in the position of the cover to ele·!-
vations in excess of the initial formation level are pOSSible,as
illustrated for a high flow stage in Figure 6.As long as the central
cover is restrained later'ally by the vertical sheiir wa.lls of the
grounded ice,the hydrodynamic stresses in the cover can be transferred
C"'\)t·,(~;"",.'<v;,z;<f~,
".:,~_.._w_.";~~~.l"''''''.·.bl:ll:m'-__''.;''Q...r_..
\J
[,
.1
f
.f
F
'f".,.j'
"',
,[1'f
r
"r',,:"
1 .
If
1lr
If
'"
~~
;;:
~:
~~.
l'i'
Ii
...
r;
i:·
i
'.
IT
·am
I
FIGURE 6
[iJ
.-....-------...................._-c
TYPICAL ICE PROCESSES OBSERVED
ON THE PEACE RIVER.
C\
_!
lEPJING EDGE STABILITY DETERMINES Co.VER THICKNESS
INITIALLY AS ICE FRONT ADVANCES THROUGH SECTiON.
COVER THICKNESS iNCREASES SUBSEQLENT TO PASSAGE OF
ICE FRONT AS STRESSES INCREASE IN COVER AT SECTION
DUE TO BODY AND DRAG FORCES ACT!NG ON COVER UPSTREAM
Of SECTION.COVER MAY Al~D THiCKEN BY DEPOSiTiON IF
ADDITIONAL ENERGY LOl)S REQUIRED TO CREATE SUFFICIENT
STAGE FOR STABLE IrE fRONT AT SOME UPSTREAM SECTION
SHEAR LiNtS FORM AS COVER TELESCOPES TO INTERNAL
EQUILIBRIUM THICKNESS.
FLOW UNDER COVER OR SLUSHiFRAZll DEPOSITS SMOOTH
IJNDER SURFACE OF ICE COVER,WITH CONSEQUENT DROP IN
STAGE FORA GIVEN FLOW.
LARGE DECREASES IN FLOW RESULT iN SAGGING AND
FRACTURJNG OF COVER.HINGE MECHANISM MAY FORM.
DEPEN[JING ON HOW RIGIDLY COVER HAS FROZEN BEFORE'
LARGE DROP IN WATER LEVEL,COVER WILL flOAT
BACK UP WITH FLOW INCREASE,EITHER WITH HINGE
MECHANISM OR AS SHOWN FOR H1GH FLDW STAGE,.
DEPENDING ON RIGIDITY OF COVER,
LARGE INCR EASES IN FLOW WI LL FLOAT COVER.COVER WILL
NOT FAll PROVIDED ITS IN1TIAl iNTERNAL EOUlllBRJUM
THICKNESS WAS DETERMINED AT HIG~FLOW AND fLOW DOES
NOT REACH ~TAGE WHiCH fLUATS COVER OUT Of CONFINES
OF GROUNDED ICE SHEAR WALLS,--
FRACTURES (HINGES)DEVELOP DURING
FALLING STAGE.
STAGE I f'E\!ELL-f"MEN'f..-
LOW FLOW STAGE
STAGE 2 DEVEI..OPMENT
HIGH FLOW STAGE
STAGE 3 DEVELOPMENT
I EFFEcnVECHANNEl WIDTH,
4(BEtWEEN sHEAR'"WALLS:
11 cCc~",~"~~",~
"'-~:-..-'~-'-'''''-----''~---''~~'''~-
THIN CuVER By JUXTAPOSITION OF FRAZll SLUSH
AND ICE'PANS AT ICE FRONT
•c ".~=~__~_~'n C ....'~~.""
==========-==---------------------..-~-oJ
~OUNDE:D ICE
I
lGROUNDED ~E
""GROUND.Er.Ie':
'..,FLOATING ICE.COVER
\....~,~'~.;<::~J '::.,f-,:;:....,...~.ON ~~I
j.,•••~...-
".•;,.0:...,~,.'
I "-w ","=.=_''''1
•:-'..•r <)~'.q .p •t l)o.,
(j
to 'the shor'e across the shear lines.If this contact is lost,the
internal stresses cumulating in the cover in the downstream ,direction
can disrupt its equilibrium.
-38
5.7 -Date of First Ice
Using the thermal regime mathematical model and therange·s of input
parameters described in Appendix A,calculations were undertaken to
In the event that the eov~r develops at a'low'flow and is later·
subjected to a large flow,it could be expected to fail because of
the loss of shoreline contact,or because it is too thin and weak
intel"nal1y to resist the large stresses resulting from the large flows.
This is,of course,what happens at spring break-Up as ice covers
thin and weaken due to wanning at the same time as spring melt increases
run-off.However,this is not critical ifit happens in mid-winter
due to variations in power peaking patterns,provided that the critical
discharge as previously defined is not exceeded.All that would be
expectedi s a dynamic restructuring of the ice cover toa greatef"
thickness at a higher elevat~on as occurs at spring break-Up.As noted
in Section 5.1 on leading edge stability,both formation and break-Up
data conform in determirring maximum water levels.As long as the
critical discharge is not exceeded,water levels will be acceptable.
From the foregoing insight evolves an operating strategy fal"the
proposed Dunvegan Project at the time of cover formation which will
preclude dynamic mid-Winter cover disruptions.The strategy is quite
simply to operate the plant in the mode in which it is expected to
operate throughout the winter,up to the limiting critical discharge
(or peak power)value.Under these conditions,the maximum desirable
water levels under ice conditions will not be exceeded,but the ice
cover will be able to develop with gl'ounded ice,elevations and internal
strengths appropriate to the planned winter peaking operations.
Continued Ilexercisingll of the cover on a daily basis will maintain
its flexibility.
/1.•,3'·
I\I
r
w {
\,
I
;J
r;I
t
I
*
(J
1
~
.f
\
Jf
~~"
f
,J'
(.
I:r
r
~
;,
t
IL
I
\
{~
'f'"":
\
I
IT
!
o
tttnnn.
Q •
determine the length of open water reach down£treamof the Dunvegan
site,with both Site C and Dunvegan reservoirs in place.These
calculations provided the basis for estimating the effect of the
two proposed reservoirs on the date at which ice can be first expected
to appear in the river at various locations.
-39
-
In general,delays of from 1/2 to 3-1/2 weeks in appearance of first
ice can be e;:pected,depending greatiy on the severity of eariy winter
temperatures experienced.Similarly,the prevailing hydrology was
fow.d to have considerable effect with higher flows delaying date of
first ice by up to one month.Tables 5.4 and 5.5 summarize these
effects for the reach of the river in the town of Peace River.
The 1ocati on of the i'ce front as the ice cover cleve lops on the Peace
River has been observed for the past 7 years,since the G.M.Shrum
Plant began operating.The results of these observations are summar-
ized on graph no.5 on Plate G..Evidently,the position of the front
0'C a given calender date depends markedly on the prevailing climate.
The 1973/74 and 1976/77 w'inter saasons were the coldest and wannest
of thf:record,respectively$:'and are seen to provide upper and lower
bounds to the observed data.The more not'1Tlal cl imati c years are seen
to be clustered in the middle area of the plot~
The three curves shown on graph no.5 on Plate G hav~been adopted
to represent typical years in which the climate is extremely cold,
normal,and warm.The three curves are felt to be representative of
the prevailing situation.Although there has been some variability
in the hydrology in the period of the record,it has been II nea r ll
nonnal,and the curves are thus regarded as being appropriate to the
normal hydrology of the river.
5.8 -Ice Front Location and Rate of Advance
~,~;f;;;';';~:"':';'~~:y·::~"'fil:>"'·~'-'.."
~•
I
f
I
{r
\f"-:'...
1
1r
I
~I
\
{
10
{~
t
I r\~'
,
t.f
Early-December
3 to 3-1/2 weeks
Early-Dece~mber
Late-December
Late-December
Early to Mid-
January*
.-40
Normal
Normal
Mid-November to
Early-December
2-1/2 to 3 weeks
Late-November to
Early-December
foil;d tc Late-
December
Mid to Late-
December
Early to Mid-
January
Climate
Cl imate-
~;Jr"'\
~,~.....
Late-November to
Early-December
Early to Mid-
November
Early-November
Eal'~ly to Mi d-
January
Late-November to
Early-December
2-1/2 to 3 weeks
TABLE 5.5
EFFECT ·OF HYDROLOGY ON DATE OF FIRST ICE AT
THE TOWN OF PEACE RIVER
c'
-
Date of First Ice
(Williston Lake,Peace Canyon,Site C and Dunvegan ReservoIrs in Operation)
Date of First Ice
Reservoir Combinations Cold
TABLE 5.4
EFFECTS OF SITE C AND DUNVEGAN HYDROELECTRIC POWER
PROJECTS ON THE DATE OF FIRST ICE IN TOWN OF PEACE RIVER
(Normal Discharge)
Williston Lake,Site 1
Site Cand Dunvegan
Williston Lake and
Site 1
Normal
(1110 m3;s)
High
(1854 m3/s)
Low
(328 m3/s)
Difference in timin9
Peace River Discharge
*Computations indicated that for this case,ice would appear in the river
for only a very short period.
t
•
f
J
~.
I
1f;'
I f I
~
I -
IIf
(
If'\",
,·rr\ 1
if
,-
{f
{
,\I
i,
:i·{
if
....~-_....._--:J-.....-....
.."J.....
Examination of these results prOVide some
,'oJ '.•..I :'J-•"'lor _• •,Q'..\~•..1.T u -
For the case where the proposed developments are in place,it was nec"
essary to as~ume the ice front started at Fort Vennilion and to carry out
the analysis from this point using an approximate step-by-step inte-
gration p'rocedure.Histor'lc dates of freeze-up at Fort Vermilion were
used to estimate the initial starting dates for the calculat;ems to
determine the mOdified rates of advance of the ice front.
-41
With completion of the Site C and Dunvegan projects,the observed
pattern of cover advance will change considerably.Obviously,the front
will no longer be able to advance past the Dunvegan Site.Also,the
loss of ice generating area both upstream of Dunvegan and downstream
due to the thermal effects of the storage may reduce the rate at which
ice is supplied to the advancing ice front on any given day in any
c1 imati c year.'In turn,the rate of advance of the ice front wi 11
be correspondingly reduced,with its position on any given date being
very much altered.An assessment of these potential changes has been
made as described briefly in the following paragraphs.
The results of this aTlalys;sare presented on Plate G and summarized
The 1ength of the open water or ice-free reach in the ri ve.f 011 any
given day due to the thermal effects of upstream storages was detennined
for each of the three typical climatic regimes by means of the math-
ell1atical model described ;n Appendix A.This was done both for the
existing situation with only the vJ.A~C.Bennett and Peace Canyon dams
in place and also with both Site C and Dunvegan dams assumed to be in
place.With this information,the length of ice generating reach was
calculated from the known position of the ice front on corresponding
days.This is of course readily done for the existing situations
where the ice front location·has been defined from observations for
the three typical climatic regimes as preViously discussed.
:~T~bl-~c c ~-d'~7"'IQ t::::>,J.u all ;)••
ins;ght into a few of the.potent;a1 effects of the proposed power deve 1-
opments.In general,ice cover development can be expected to occur
iE'rt"~
_'!'!wAD .··.'i·'ur,·{
~<·<:-·~~"ill:ji.1f_'!ili~rll~~,_'l..-~~:t~'f":'~·r,~':,:,•.,~,.."~,,,,~:-'..;;:>",c_':,(
o
~f
I
,r ..
l
ff
TABLE 5.6
SUf'iiMARY OF ESTIMATED EFFECTS OF SITE C AND DUNVEGAN,HYDROELECTRIC POWER
PROJECTS ON THE DEVELOPMENT OF AN ICE COVER ON THE PEACE RIVER
......--.._..'"""",~..,...•.~.,."-,"",,._.,
'~.".'"~.'~'··_1 .'-~'-1-J
--...
~
-_......,
~~
.•.'~
.......",...-...
Early-February (less than 1 km/day)
Early-January (less than 1 km/day)
Early to Mid-January
(6 km/day)
Mid to Late-December
(14 km/day)
late-January
(4 km/day)
-~-,....-...~-~...----.,..,'"'..-,,..-..........
(with Norma]Hydrology)
Reservoir Combinations
Mid-December
(20 km/day)
Williston Lake and Site 1 Will i stan lake,Site 1,
Site C and Dunvegan
Early to Mid-January
(7 km/day)
Mid to late-December
(12 km/day)
Mid-January
(8 km/day)
Late-December
(llkm/day)
."~--'
Normal
Normal
Warm
Climate
Cold
Cold
Point of Comparison
2.Time of-;ce front
arrival at Dunvegan
Bri dge (irate of
advance).
1.Time of ice fro~t
arri va 1 at the
town of Peace River
(rate of advance
through town).
I I I I
"
Warm Ice front does not reach
Dunvegan
Ice front does not reach Dunvegan r~..
3.Furthest advance of
ice front upstream
of the town of Peace
River (time of
at~ri val)'.
Co I.d
Normal
310 km (Early-March)
235 km,near Alberta/B.C.
border (late-February)
100 km;Dunvegan project
(Early-January)
lOll.km;Dunvegan Project
(Early-February)
+::-
N
~30 km;10 km downstream of Dunvegan
(Early to t1id-February)
65 km;35 km downstream of
Dunvegan (Early-February )
Warm
Note:1.Ice front rate of advance var'ies markedly with air temperature on specific dates ;indicated
values should be regarded as a;,~roximate norms.
2.Cold and warm year types can be regarded as moderately rare events.,L1
.•...,",I
.'..'.......~-(
.~
1
,i
~J
f:-
I
.-."-......-''\.
-t::>o
W
.-...,'"'""""'.."--1
.".-...-
~~
---"'-'~
-~
itf/&-""""_~
Mid to late~January
(7 km/day)
Early to mid~January
(4 km/day)
I ce front does not Ireach Dunvegan
55 km;45k.m downs tlream
Dunvegan (Early to mid-February)
Ice front does not reach Dunvegan
65 km;35 km downstream of Ounvegan
(late-Febl"Uary)
._.---.......-_,,'..."A.~
Mid-January
(8 km/day)
Climate
Cold with 260 km
high dis":(Late-February)
charge
Warm with 200 km
low dis-(Early to mid-February)
charge
Cold with late Oecember
high dis-(8 km/day)
charge
Warm with
low dis-
charge
Cold with Mid to late~Oecember
high dis~(13km/day)
charge
Warm with Early~January
'low dis-(11 km/day)
chat'ge
TABLE 5.7
SU~1MARY OF ESTIMATED .EFFECTS OF SITE C AND DUNVEGAN HYDROELECTRIC
POWER PROJECTS ON THE DEVELOPMENT OF AN ICE COVER ON THE PEACE RIVER
(with Combinations of Extreme Temperature and Hydrology)
Point of Comparison Reservoir 0ombinations~H"""il"..."l,-,i-s-to-n-."""L-a"'-k-e-a-n--:d"""'Si te 1 -Wi]1i ston Lak"'-e-,--"""S'"'="'it.,...·.e-·-:::1,.....,-------
__._51 te C and Dunvegan
1.Time of ice front
arrival at the town
of Peace River
(rate of advance
thi"ough town).
2.Jime of ice front
arrival at Dunvegan
(rate of advance).
3.Furthest advance cf
ice front upstream
of the town of Peace
River (time of
arri val).
Note:1 ~Ice front rate of advance varies markedly with c.dr temperature on specific dates;indicated
va.lues should be regarded as approximate norms.
2.Combinaticlnsof climate and hydrology can be regarded as rare.The two combinations of
tempe't'atur'e and hydro]ogy cons ider'ed were chosen Dn the bas i s of a trend towards an inverse
relation between temperature and power demand.That is with lowering temperatures,power
releases.from storage (Williston Lake)tend to increase.;i.
L"'J
:.':....<";·.--->1
:-.----.---·I~,!-,"~
I II
.>........-..v.(
-44
5.9 -Upstream Effects of the Dunvegan DevelopmenJ.
later in the year and more slowly than currently occurs with the
existing power installations at Portage ~~ountain and Peace Canyon in
British Columbia.For normal climatic and hydrologic conditions,
the ice front can be expected to reach Dunvegan shortly before winter's
end,subsequent to Site C and Dunvegan power developments.
Although moderately rare combinations of high mean river flows and
warm ail""temperature fr~Y prevent the ice front from reaching Dunvegan
in some years,it can be expected to advance to a point upstream of
the town of Peace River in most years.Quite unusual combinations of
high mean winter flows and warm temperatures may prevent the ice front
from reaching even the town of Peace Rivc~.
Under the extreme conditions,the ice 'front may progress far enough
upstream to ccuse a backwater effect.r~aximum tailwater levels at Site
C would have to be determined by a detailed analysis which is beyoiic
the scope af this study.However it is anticipated that these
The proposed Dunvegan Development is not expected to have a significant
effect on winter tailwat~r levels at Site Co Thermal calculations
i ndi cate that there w·nl be i nsuff;ci ent ice generated in this reach to
a11 ow the thermal covel"formed in the Dunvegan \"ese:rvoi r to progress
much beyond the Alberta/British Columbia border.Except for a combin-
ation of e~.tremely cold climatic conditions and low flows in the river,
(a relatively rare ~vent),most of the reach will remain o~~n all winter.
It should be noted that the net reductions identified for the rate of
advance of the ice front a.s a result of Site C and Dunvegan will be
somewhat smaller if the Site C project is not undertaken due to its minimal
thermal storage.Most of the reduction will be directly attributable to
the Dunvegan Development by reason of its proximity to the town of Peace
Ri ver o
r
I
J~f,,.
I
(\f
If
('
I ~\r
i
(
\
I
1
[I
.....pr.
Although the Peace River itse1f tends to dissipate its ice CQV~t'"
quietly,the Smoky River has been known to break up tn g \:ery sudden
and forceful manner,particula\"ly dur'ing years in wriich there is a
significant amount of runoff.When this heppens,a glut of ice is
pushed into the Peace River channel.Spr7f1g f100ding has not occurred
as lC;lg as br-eak-up in the Smoky Rfver has been relatively mild.
The PQt~;ttial for sp\'3ing break-up flooding at the town of Peace River
wi 11 b~'.dla ltered by the Dunvegan Development provi ded that power operati ons
are modi fi ed as requi red from the time that break-lIp on the Smoky
River is imminent until its ice has safely dissipated or beert ty'ans ..
ported well downstream of the town of Peace River.Since dissipation
normally occurs within a period of about one week and as break-up
5.11 -Spring Break-Up Reglme
-45
Other than the town of Peace River,there does not appear to be any
other areas within the study reach that will be significantly affected
by changes in the ice regime as a result of Dunvegan power operations.
However,it is expected that the present utilization .of winter ice
roads to cross the river will not be possible in most years.There
were several such crossi.ngs located in the vicinity of the town of.
Peace River in 1979-1980;the most notable being the Shaftesbury ferry
crossing.
The town of Peace River has been occasionally subjected to flooding
during spring break-Up.The primary cause of this flooding has been
the accumulation of large masses of ice in the Peace River channel
downstream of the Town.
5.10 -Winter Road Crossings
levels would be no greater than those that would be experienced in the
area without the Dunvegan Development in place.
I
I
j
\
{.
\;V
\,
l'~~l
f'
{'
If
\i
,
(
l
I
\
,
I't ),
I,
"(,f
\
~:..~-~-•.,-,,,.f ..,o'~•
,.tP'q I.•...•J.
occurs \'Jell after the peri ad of wi nter peak power demands,any modi fi ca-
tions would likely bea negligible detriment to development of the
Dunvegan site.
-46
To operate the development in this.manner would l'esultin a loss of
heac!and consequently tne ability to meet powE~r system requirements.
Nevertheless,flood contro1 benefits may justify the opel"ation of the
plant in this mode..This would have to be dE~termined by a detailed
analysis which is beyond the scope of this study.
With a live reservoir storage of 0.75 billion cubic metres,the Dunvegan
Development will in fact have the potential to reduce sprin~break-up
.flooding potential.r~anipulation of the storage would be required,
however,wi th the r'eservoi r bei ng gradually drawn down dur;ng the month
of March to create a flood storage reserveo This reserve would have to
be held until it became clear whether or'fl0t it would be.needed"A
perfunctory analysis inrlicatss that spring flows would be able to
re'fi 11 the storage in the event it WiS not needed for flood contro1.
fI ,...,
\fi,
(
{f'
f~
[,
(,
I ,
i.
t
f
I
J :
f
!I~;
I
I
":'....'-\......
o
A.Z -Model DescriE!i9n
A ~THERMAL REGIME -
METHOD OF ANALYSIS
..47
Water released from lower levels in a storage reservoir during the
winter months is warmer than the freezing point~and therefore has the
effect of removing a reach of the river downstream of it ~om active
frazil ice generation..The length of the reach required for the water
to be cooled to the point where ice gener,ation can begin (approximately
OOC);s essentially a function of three variables,namely,the dis-
charge in the river,the temperature of the water released from the
reservoir and climatic conditions (mainly air temperature and wind
velocity).Therefore,in order to predict the ice regime of a river,
it is necessary to determine the cooling rate of the water.
Acres has within its library of computer programs,a mathematical model
that performs daily heat transfer computations for any combination of
reservoirs and/or river reaches.This model was used to evaluate the
combined effects of reservoi r sturagf=at Site C and Dunvegan on the ice
cover development wi th respect to the date 0)<:'first ice,the rate of
advance of the ice front and its time of arrivi~1 at various points along
the river.The effects of varying climatic and hydrologic conditions
on ice cover development were u1so considered,
A.1 -~Iethodo logy
Computation of the cooling rate from an open water surface is based on
the heat budget approach.The heat budget is expressed as the sum of
the major components illustrated and described as follows:
.".,...
F'.,
r
(
(
i
{
(
{
I
{.,
is the net heat transfer at the vtater surfaces
is the solar radiation incident to the water surfar;e
is the reflected solar radiation
is the atmospheric radiation incident to the water
surface
is the reflected atmospheric radiation
is the back radi at;on or the net energy 'i ast by the
body of water through the exchange of long-wave
radiation between the body of water and the atmos-
phere
is the evaporative heat exchange
is the conductive heat exchange
is the heat required to supply the latent heat of
fusion of snow failing into the water or the h'~at
gai n from r'ai nfall -_.
is the heat gain from flow friction losses in a
river reach
-
Hnet
Hs
Hsr
Ha
Har
Hbr
+ + +Hnet =Hs -H +H - H .- Hb - H -He·-Hp.+Hfsraarr e
where:
'vI -48
(
(r
f
1.\r
,.
I f
(
(f
,
1
{r:
(
(
{
......~J •1
".t.. .\
~I '"f
,\
a
-49
a :::0.8
a t:0.5 to 0.7
~,MIi.'tt'..',.,
;j
t.=anY
1
a =a form of local heat transfer coefficient
t.=thickness of solid ice1
Windy lakes with no snow
average lake with snow
J =ac..cumulated degree-days of freezing
A value ofa =0.6 was adopted for this ani.\lysi.s.
Each of the above components is determined using the empirical relation··
ships presented in Raphael (1962)and Michel (1971).Several other
possible sources of heat such as the conduction of heat from within the
earth and heat gain from groundwater inflows have been neglected because
of their relatively small magnitude.
where:
The coefficient Ila";s obtained from experience to represent the time
average va"lues of the various physical and thermal properties of the ice
and water~as well as the highly variable and complex heat transfer
between the ice and the atmosphere.Heat transfer at the ice/water
interfqce is also considered in the selection of "au.Values of the
coeffi ci ent,deri ved from fi e1a experie.nce are:
Al though heat transfer f~'om the lower ice surface to the atmosphere
actua11y occurs in two stages,the model assumes that the upper ice sur-
face is at air temperature and therefore heat transfer occurs frorn
conduction alone.Experience has Shown thi$approximation to be
accept~ble4'
Heat transfer computations for a reservoir also take into account the
forma.t1on and growth of an ice cover once the reservoir temperature
becomes uniform at about 4°C.The ice cover growth ;s represented by a
simple relationship originally derived by St('f~n and simplified by others
(see Michel,1971).
!
\
{r
c
(f
(
{f
,r
('·
f•
i
\
{
(
!·
-
qc =rate of heat transfer
kc =conduction coefficient
t.::'ice cover thickness
1
t f =freezing temperature of water
Ts =upper ice surface temperature
where:
-50
..
Transfev'of heat by convection and radiation from the upper ice surface
to the atmosphere is not considered in the model.Baines (1961)notes
that this practice is equivalent to assuming an overcast sky condition
and a strong wind,whereas the average winter cor.iition is one of
moderate sunshine and light wind which tends tc produce thinner covers.
Heat conducted to or from the lower ice surface.(ice-vt/ater interface)
is described by the follow~ng equation:
Afte\"performing daily heat transfer calcul ati ons,the model then
determines the water temperature at the end of each river reach and also
ictentifies the point at which frazil ice begins to form on the water
s tlrface.The cri ter;on adopted to determine the length of thei ce
gener'ating reach)i.e.,frazii ice begins to form at water temperatures
less than about O.loC,was supported by observations made by the BCHPA
during theiY~ongoing fie.ld investigat.ion program on the Peace River .
The validity of this assumption is supported 'vy data collected on the
Nelson River as reported by Newbury (1966).Newbury's analysis of the
.data showed independence of ice growth from wind conditions and a trans-
fer coefficient very near the generally accepted value for conduction
through ice.
f
(
.~~.
(
f
(
_t,ry "'«if,
A.3 -Model Calibration
The computations'to determine the outflow temperature in a reservoir
take into account the additi'onal heating or COOling effect caused by
daily inflows.It;s assumed that the temperature would be uniform
throughout.the entire body of watere This approximation is considered
reasonable for the reservoirs below W·~·.<t iston Lake because they have
relatively small storage volumes and thus relatively short turnover
periods.
-51
Calibration of the heat budget model was based on continuous daily water
temperature and air temperature data obtained from the BCHPA for two
periods -January 1977 to March 1977,and November 1977 to January 1978.
Although BCHPA have been recording water temperatures in the Peace
River since about 1973,the above periods constitute the most compre-
hensive data available for the reach between the vi.A~Cc Bennett Dam
and Site C.Water temperatures have not been recorded on a regUlar
basis between Site C and the town of Peace River.
The objective of the calibration was to reproduce the daily record at
Site C using the Peace.Canyon data and the meteorological records at
the Fort St,John Airport (with the exception of air temperature)as
input to the model.The air temperature data used were thosecbserved
adjacent to the river by the BCHPA.
A comparison of the computed versus measured thennographs at Site C for
the two periods is presented on Plate E.It can be seen from the re-
latively close agreement achieved that the model is suitable for pre-
dicting the cooling rate from an open water surface.
(
(
f
(.
,.
\i f
I
i
I \
{
(
{
(,,
dye brit .,
-52
Channel Hydraulic Data
The typical climatic regimes,de$ignated as cold~normal,and
warm,were selected from meteorologic records at the Fort St.
John airport for the period 1969 to 1979,which covers the
period of operation of the G.•M.Shrum Plant.The 1973-1974 alld
1976-1977 winter seasons were respectively the coldest and warmest
of the record,and were therefore used for these two extremes.
Thel972-1973 period was selected as a normal winter season.A
comparison of the accumulated degree-days of freezing associated
with each climatic regime is shown in Figure A.l.
The ri ver channel between the N.A.C.,Bennett Dam and the town
of Peace R,ver was subdivided for computation purposes into
three hyqraulically distinct reaches.Relationships between
mean depth versus discharge and mean velocity versus discharge
were then derived for each reach using data available from the
Water Survey of Canada.These are summarized in the fol1owing
table.
,
"",.--
''4'~,~..,'"",,,,'.......'",..•.~:...,•flo ••••
.:,'~,"•'.• •0.•..'.'...'.
A.4 ..,Model Parametf-rs
The basi c input parameters that \vere used in the model to compare the
effects of Site C and Dunvegan storage on tbe existing ice cover develop-
ment are outlined as follows:
(a)r~eteo.ro 109i c Data
(b)
~,:p~~~",~~,.
".
1
\
,"l
l
(
(,
(
t
ft
(
(\
[t
r,'
600
400
o
200
800
1000
2200
1200
1400
1600
2000
1800
1976-1977
FEBRUARY MARCH
5 1015 20 25 5 10 15 20 20
FEBRUARY MARCH
5 K>15 20 25 5 10 15 20 25
JANUARY
5 10 15 20 25
JANUARY
I
5 10 15 2IJ 25
5·to 15 20 25
DECEMBER
DECEMBER
5 10 15 20 25
5 10·15 20 25
NOVEMBER.
NOVEMBER
510 Ie 20 25
a
400
800
600
200
2000
1800
1000
1200
CJ)
:J
CJ)
....J
Wo-
<.!l
.~1600
N
W
Wa:1400
l.J..
l.La
-2200
(~
~
C3
I
W
W
0:::
fBo
o
ttl
~
-J::>
~
'::;)
o
-0
\<.1:
,....."'-..-.-......._'-...,.....--.--'~~...-..~..,.-..--.",......,.......-"-----.,~-;~.,---......'--"'\
.,;e.,,,,,,~....-'~."_._.
FIGURE AI
DEGREE -DAYS OF FREEZING IIPDll!
fORT ST.JOHN (A)•un L
:-1 ............----------1
I ,I
96 km 2
97 km 2
9 km 2
Surface Area
at FSL
Mean
Velocity
t~ean
Depth
d =.1162 Q~44 V =.117 Q.35
d =~129 Q.44 V =.013 Q~55
d :-;.025 Q_S2 V =.188 Q.29
Total Storage
Volume
1.6 x 10 9 m3
2.2 x 10 9 m3
0.2 x 10 9 m3
Corresponding Water
Survey of Canada
Gauge
07EFOOl
Hudson Hope,B.C.
RESERVOIR DATA SUMMARY
E1 381 m
El 462 m
51 503 m
07FD002
Taylor~B.C.
07FD003
Dunvegan~Alberta
Full Supply
Level (FSL)
MEAN DEPTH/VELOCITY RELATIONSHIPS
Characteristic
Reach
-54
W.A.C.Bennett Dam
to Site C.
Dunvt~gan to Peace
Ri ve,-
Site C to Dunvegan'
where V =mean velocity in metres per second
d :<=mean depth in metres
Q =d;scharg~in cubic metres per second
Plant
Dunvegan
Peace Canyon
(c)Reservoir Data
For the purpose of this analysis each plant was
assumed to be operating at full supply level.The
reservoir ·:torage volumes and surface areas associated
with these levels are summarized as follows:
Site C
r
fI c
l
[
[.
[
[
f'
f
[
[
_..--"
-55
Water Tem~ratureData
Hater temperatures measured in the G.N.Shrum tailrace in 1976-
1977 and 19TJ-l978 were used to develop a typical thermograph for
outflows below the development.This location was the point for'
all of the calculations undertaken with the heat budget model.
Examination of available records shows that because of its great
size and depth,temperatures below i~;ll;ston Lake do not vary
significantly from year to year.
Cd)
-
Andres~D~D.,1975;Ice Break-Up Observations and Mitigation
at the Town of Peace River;Alberta Environment Technical
Services Oivision~October,1975.
Andres,D.O.,1978;Effects of the Dunvegan Dam an the Ice
Regime of the Peace River at the Town of Peace River;
Alberta Environment,Technical Services Division,
July,1978.
Baines,W.O.,1961;On the Transfer of Heat fr~m a River to
an Ice Sheet;Trans.E.l.C.,Vol.5,No.1.
British Columbia Hydro and Power Authority,1975;Peace
River lee Observations 1974-75;Hydroelectric De~ign
Di vi sian,Report No.768,October,1975.
British Columbia Hydro and Power Authority,'1977;Peace
River Ice Observations 1976-77;Hydroelectric Design
Division,Report No.870,October,1977.
British Columbia Hydro and Power Authority~1978;Peace
River Ice Observations 1977-78;Hydroelectric Design
Division,Report No.961,December,1a78~
British Columbia Hydro and Power Authority~1976;Peace
River Sites C and E Feasibility Study;Hydroelectric
Design Division,Report No.796,May,1976.
Doyle,P.F.,1978;Observations of Fall 1977 Ice Packs on
the Peace,Athabasca,and North Saskatchewan Rivers;
Alberta Research Council~Edmonton,Alberta,February,
1978,interim repo~t.
Doyle,P.F.,1979;1978 Freeze-Up Observat;lons on the
Athabasca,North Saskatchewan,and Peace Rivers;
Alberta Research Council,Edmonton,Alberta,January,
1979,interim report.
Energy ResQurcesConservationBoard,1978~.Energy·
Requi rements in A1 berta 1977-2006;Report 78-1,
September,1978.
Garner,L.,1979;Ice Break-Up Observations at the Town
of Peace River;Alberta Environment,River Engineering
Branch,unpublished report~
BIBLIOGRAPHY
-II:II!
!
t
I.,,\,
The Nelson River - A Study of Subarctic
Ph.D.Thesis,Johns Hopkins University.
Newberry,R.,1966;
River Pl"ocesses;
Nuttall,J.B.,1974;British Columbia Hydro Site One,
Impact on Peace River Ice Conditions;Alberta Environment,
April,1974.
Raphael~J.M.,1962;Prediction of Temperature in Rivers
and Reservoirs;Journal of the Power Division,Proceedings
American Society of Civil Engineers,July,p.p.157 -181.
Szabon~W.,1977;Ice Break~Up Observations a~d Mitigation
at the Town of Peace River;Alberta'Environment,Technical
Services Division,April,1977.
The Alberta Hydro Committee,1977;Feasibility Study,
Dunvegan Hydro Power'Site,Volu~e 1;Main Report;January,
1977.
Thurber Consultants Ltd.,1976;Sites C &E Hydroelectric
Development Proposals,Lower Peace River Environment~l
Study,Volume 1,Development Proposals and Resour~e
Inventories;September,1976.
Gerard,R.,1975;Preliminary Observations of Spring Ice
Jams in Alberta;Proc.Third IntI,Symposium on Ice
Problems (IAHR),Hanover,N.H.9 August,p.p.261 -277.
Joint Task Force,British Columbia Hydro and Power Authority,
Alberta Environmen~Water Resources Service of British
Columbia,1974;Observations and Report on River Ice
Break-Up at the Town of Peace River,A1berta,during
April,1974;October,1974.
Ke11erhals,R.,C.R.Neill and D.I.Bray,1972;
Hydraulic and Geomorphic Characteristics of Rivers in
Alberta;Research Council of Alberta,River Engineering
and Surface Hydrology Report 72-1,Edmonton,Alberta.
Michel,B.,1971;Winter Regime of Rivers and Lakes;U.S.
Corps of Engineers,Cold Regions Research and Engineering
Laboratory,Hanover,NQ H.,April,1971.
Monenco Consultants Ltd.,1976;Peace River Power
Development,Dunvegan.Oamsite,Feasibility of Hydroelectric
Development;Calgary,Alberta,June 1976.
BIBLIOGRAPHY (Continued)
,.
,.·10
_~Jt
---I~.,
~\
'I~,
i
.,"
PLATE
A
"...;,
;1'
1"__
'--'"
:,,,
,~.....
1980JUNE
"
,t,,"'''p
~~,,\l
"
:.::o.'~"('.•.....\.
:'.\t'
RIVER
AND PROFILE
~
PEACE
PLAN
30 0;--'"......_.__•30 KILOMETRES_"'_:tr2
50 KILOMETRES
E -s'"iT]
~ENERGY RESOU~CES CONSERV.l\TION BOARD
•DUNVEGAN POWER DEVELOPMEr~T ICE ANALYSIS
/?'A::?CJp;~p.cr:~.f:S-"-:::::.-._~'---AcRES
SCALE A
SCALE B
~~~w
i::<
700
GOO
:lOO
PRDPOSEO DUNvEGAN DAM
PLAN (SCALE A I
_...~i
,,~,..,...-
i ...l,t ..~
ALBERTAr
Ii
1 .1,.~-.,.,"'~-I;"
I""\.',.w:'"",,-\:-
""-\'
~.
'::,"
.BRlTISH COLUMBIA
f SITE C (PROPOSED)
I
1
.PEACE CANYDII DEVF.lOf>t>'£NT
(!)\IOER CONSTRUCTION)
,'.'f''''\:...;~
•\~<:J~\
B;~·_""'J.1Y~~,.,..',,:."....~~.~'.,->....''''',:~....:::.~l\.\l.J:..
1"<;••••,-.'J'''~\\\,....~·~.h.;:l;}.,.•.--J,)'}<,,.'.1".-.',"'"--l~.·~l;··.."'~-\·~~t:,·'~"",.:i::~'\~
"\';:1-.'i.~';·,.r-"
.0,','':"~~d\\'\.t',{:.,
'I...'~:l.it';"',~~','TI~'},2j ;-''V:
'••',"1 r·~'.-'/~..''t<t"......."'..:",~.•':"li~.
"'
....u.,.
'..::.......'
N
"-~;tJ.i,._'.,~.'-(.i_'.~".~~,~.'f'~t::::::"...J:><t~;:~~~LJ.to.;(;~.4.fi':,.u4'••:'~;::t ..'.'~.,'""~0 -....._ •f~'"_
,,,.~-.,~.,....!;~'...e'~"'"~.1 ' "1\."
':..~''!".\''',.1"\-1 ...~.'{'l".I.,."!j ...."..,;"1 J!L ".'~\•'''~'1 ~(.....,.•.".~'......\"]'",-~-~.'.,...~.'1..".~n j'"r n,'uo't,'",.',,~!--'\,.-',.....~,.-.
,"':\i .~,'.,'lA"..,':"....\1'":-:,....'.::'-I'~,,.'\.%-f",,,~':'.
¥-.......:~::·t I ,:,',"~,..~,~-:-..7 !.J ••"".'-~~f ~••,u
..'.~"':;.~'~_.:f ~:j~'.:~::.~;-:'~:~.
..,...,-.¥,,~'....,.y ..',,:"',.
..."........,,",~,~,......-.;-,"'";.'~:-.....~!'
":."',.~;.,.~••'..1
#-,...,.""Cf ,~.;'\·.\t.....~-,jOlt "~...
•~"t"'~.c.ni;h\",\.("1 ,'!~.~~.,...~"C"1 ..p~'"~'\s~,.a£,L '''iIl \.~.....~.....,"'"'......,.llC_..~N,:.·~,·"-~,...i','T~~..",l~;~......:.:;''f''.)'",'a-"'}'"•_.k ',~,•r,...·.,T'.~~---'_.r :1..~#".,,~..:..~"""~'::~;"";,'l~~
:........4:~..,"~id':~'j _~~..-~:".,,JIoOo.:"..,~_.-'t '\..~,~'",'......f .....::1 ,~~lf:"."·ttt..:·~~+~,;'.~t
'-.'.....;zM;\.•.,;t~:I".,h~::~~~:-l-
.....'.~,>4
,.·f ......
'..\
.,.
'"_'f!i
-$I
~.•.
"
WILLISTON .J'\
LAKE -f.
r'W.Ae IlENNETT DAM
FSL ~i G ~PORTAGE:MOUNTAINOEVf:LOPME/>/T
:::-
~'..
"«\P'"'",
>--:,"
.,.
-.....\.'
700
l ....-lr·
".
GCll
'.,."~~<'""',,'
~,'q....\~
500
400
....
13:=w
~
zo
i=~
ttl
-J
W
~1
,
~~;..,~
.;;0;-do
'~".~'T""",;,.~~I"'~'.~f ;,..
~O,7~",...
.,~'"''...
..
"t:..••_):.",
..--
.~~
,
"t",--/'~\::..f ~..~...~'"'~"::""
•~:(""l~••
,.~..."':..".~~.o;~/"..'.:.._~',",.~~...-l-
~''':'\,:.,..:r~.'''-,
A ',:T~;'..;~...j.:'~":
-.~~,·~C~'.,~..",::~,:•..
~,'"..",,(:~-;:.',...t .~:.;:......
..,~,~'",~~.~~.t~~'''';''.':..
I~o,II ~:r~,t Ii'S.'_',~..:t.ii.,__,.•....."...:.
j,04 ~i,,~,oJ,,.."t\.,.....,,"f·~,;;,./._,,-<:,"",'-••,.
~~:~""'~!Jr...':'-'.~~~--.
-.....'1 ,",'",
'...-',.,~r .;:"<..'~.\
...
ALASKA HIGHWAY (BRIDGEIATTAYLORI
I I
I 00'/"CLAYHURST fEARY
~._.HIGHWM No.2 SHAFTESBURY FERRYIBRIDGEATDUNVEGAN I-400
•~•l -!-'-''"--r..~-""'"'''-----~-..".""".
»oJ L_'_._.,I'1_[-,1..,I PROFILE ''''''''
IIIIi ,.eMTa !'!.=etI
..11 ."~."__,,".,,-__'.0,'_..__~................"_>r~"..,.....;_w __~","";-W""""""",·'"
l
FEBRUARY
lO J5 20 25053'1I
1980JANUARY
10 J5 l!O 2531
DECEMBER1979NOVEMBER
11 f II -.--
r!I
,I
;!
I IIH
I
,
1
1 ~T 1
i !f
;
II N-1ITI '
Tdl
I
'·1
If
..
II
I
I r TIl
II II 'H
"~,I
.II
~
ih
w_flO
cru:>•...~
<I 0It:l-~~~a:-10...~
a'1t:<!i!--20>'ii:~W,~-~.-30Z~.~
-~~-~O
..,......-,.__~~.~_,.,.,._.,.,~..__..~."~_........,•__p~_.•_•••,:-,....-=-,~......,.e....·__'_''''~_''''...,....~'"'._".~,~........_.....-~~......~_~_~.....,,'~~,.~4.>_'~~'W""""""~"=~~~""~_~_"""__'~~""""".....,~~__•-".,.~--""~..---'--'-----~-~-7-'~-.---~--..~-'~--'--~~-~~,·----------'------~----'-
<"i
~
,,
l
j
l
J
~EI~
)
...
I
i
l-~',~""'lJi...r-
~
~;.'
I.
PLATE
B
o..........._-."""'T"
JUNE 1980
PEACE RIVER HYDROMETRIC
DAT!~FOR THE 1979....1980
ICE FORMATION PERIOD
1!7/6~
-ACRES
IIPom ]8NE;RGY RESO\J1CE;S CCNSERVAl10N BOARD
IIDD£O OONVEGAN POWER DEVELOPMENT ICE ANALYSIS
.bill!iQ
...OBSERVED LOCATION OF ICI::FRONT.
NOTE
RECOROED DISCHARGES AT PEACE RIVER ME PRELIMINARY DATA
AND MAY NOT BE ACCURATE DURING THE ICE FORMATION PERIOD
DUE TO ICE EI'FECTS,
LHttlnH'++.J+l.J.+-J-+++-:~
Ilf !t I!
';TI8'++I,H++H+H-t++-H-
III f~r:~HlI-l-H-H+H+H
l'~
I ttl'+-;4+11-+H+HH-l-+
I "
5 '015202:129
FJ:BRUARY
3'
19BO
JANUARYDECEMBER
1979
NOVE MilER
1GOO
:!i:)!!!!p Ill!!!!iii!',!!!!!1 II Tp ~n ~~4lII11111l111Iil!
I l I III i I j;!I il !I!1 11'I I I I·'r-RECORDED AT PEACE RIVER lTf1Tf11T1TlT11
1 I,'~i!.TMi,cl I 'I I"II I I WATER SURVEY Cl'CAt/ADA,STATION No,07tlAOOl )I''.J-l iJ ".f'....I'JI I!I f
1500 .1:V.i',I.i i
~i 1 .'l!!:1!I't lIt Ii .11 I I "VI II I 11 I
f YNl.nlhr.q11 IT :},";'\L f •,Ii II I I ~,-H;i+H+141
-Hl/1+
1HII+II-H+H
13oo'ivil}111:f'!.lllj'\;II It,',I :,I I'lffiH1111111-'+H+ti
I ~!d I I!It lUll II I 'i I I ,III
1200 J''....','.'.'1\.'I.•..,.*1 II i 11II!i lllld!l':I I \I I'II .I,I '
1100 !1 •,I ,.!.,I I \I!'t1\+1rl--t1l+H1t+-\+H-IH-t+1
:I :I n l!I ,;'I J '~I fAi;,I'11'I I ' ,
1000:r;:;;:i:I ,lli,,:j ll,'f!~l';p Ill;~,';Pi!:!"\~:~r ~~-':4+IIJI:llllllm+4m'l1l0~••,,11;1 !iil,i l Ii il 1'....Ul11!11 !Ill ~a ~i-!+III I ;,I I f l!~~;.ff,!,~lh
";,,'!.;ii j'll',1::,;,'j';Il,I;Vi,j ,l!l l Ti,'IAI '\;I l '11:1),.III jT'l 11111~.T ""/',I ,,,'""I I I ,i,In"\It:I '
i ::!,;1 l '~~.H}P 111 q I ':1'\l-t l r.'I lj I hj uu I.I'\:!I I i I '.,~F+t,'j "I :w'11 I:
:::;,'.;iL ;;Ii"i;t,j,"~;ln:l !lIn Ii I1nTIrrn;fn r 1PITT1T!\I!lTFntrntm1Tllif 1.llrt~·'~lI I!!rrm
-~ex...s e~~~ti 7~ti
~:~~GI
7pQ
~GOO<:
t.J
~
tQ-~~o
~~-""...-4008zfE3
-"300ti·~_.t:::
'"~>200
EI-
'i=@i:.ql4..1009~
t.
Z<:..,
~
f3
'"..,....
.5
~It:
S
Ma
~
I
•,.I....•• •• •.!.••.......\...'-...\~-..
(I •l .~'"..~';'..I • ..•-I:lo.I "•J
.I ......t _..."'.....-- .I.~J •"......-
---,-"~._,,..,,--_.--~,.._---.-..---,,-,,-.---,+,",.,..•.••."'--.~,~.._.._.•~~...:--;~.~~~..~.•-~•••"~~.~.'---'---"~"""-~-""~"'----"~'-'-'-'~--,---."'-~-~--cc.••_~"__._~-_:1:t_.,,"-.-..,,----~~,,_..---,,-~-_._--""-~--""--"~-'''-'--_._-~_...~--~_.~-"""-".._._._--~.._------""._.~-,--_.._--,,~---_....:j~-~_.~~~"'~----
'-."""'_._..:,~.__"~-"",,,.,,,,,.~,,,,--,,,,,,~,","""'_-""-"""'__;"'-"'-'_'~__;_~~__"'#_._'__.-.._~-'~~~'_~""_~_.__'~.~''''''''-'_'''-<_"_:'__-_~o;.~._..."""•.."._".'"........~,~~_..__"_,,~.,..._.__~>.~~__~~~.~..,...~~:--"~.__'~_'._M ..._.:~_...,......,..~_>-~'"....----.,--~_~_:...~"...._.,..._.~__=--__............_._.._..........~~.....~~-:~.~~~-...--..-_.........--~-.__".__.__..-~:---..---........-_~-....~-''''-",,~.......
HOURLY LOAD WRArtON CURVE
PLATE
C
DUNVEGAN
IOOMW
Z-'83MW
1980
TYPICAL WEEKLY LOAD
PATTERN FOR THE ALBERTA
INTERCONNECTED
POWER SYSTEM IN 1990
LOW FLOW YEAR
l~~_1 JUNE
ACRES
~PD(ll1 tNERGY RESClJRCES CONSERVATiON BOARD
fiUOld DUNVEGAN POWC"R DEVELa"MENT ICE ANALYSiS
!:illlt
I WEEKLY WAD PAnERN BAstD ON JANUARY 14 TO 20,1974 LOAD P.ATTERN .
2 HOURLY LOAD DURATION CURVE Q£jTAiNEO FROM 1978 ANNUAL STATISTICS
REPORT E:lECTRIC UTILITY PLANNING COUNCIL,SYSTEM EVALUATION
_~NO "t~IA!lILiTY COMMITTEE.
MONDAY TUESDAY WE~Sf':.t ,~Y FRIDAY SATtJROAY SUNDAY
I /I../I I
'j v III 1/1I /
I(~I\1/011 !\.I~11~1\I '1"1\11\
I II)1\I r"I i
I I III I I II NJI
i I ,
I;Ii :J
!I I .'.
i 11I'!,'1 .1
III III
r II !II i I
i I J 'tll ,!
II I I .
f i I I 'II 'i'!~.J:1 1
.1 "
,,
J II~f I ,
II I·!I :i :I I ![.v
I.:
NORMAL FLOW YfAR
MONDAY TUESDAY WEJN:SOAY TI-U'lS!lAY .I1lDAY SATURDAY.SUNtY.Y
TYPICAL WEEKLY LOAD PATTERN (1990)
aooo 8000 8000
I !I I
1000 1-.I~~l I j I ,I i I I I II 7000 7000
jUI .~~I
.,,6000 6000 .,,6000
~
I;wl ~5000
~
!:l DU/lVEG~N 900MW !;t
~:ooo 1'-\t ~
1 I if 1\11 1\J
ffi 500)
::<I :::<.f'•
0 I 0
:l ~ooo 1 j :i 4000. i
I 4000
ili II I ::IE
t '"<>~l I 0
~3000
.I!I j 1 1 i 3000!j j I I I II 3000
!I !I i II!I I
~ooo .I ~ot 1!COO
T I I II '!',II;I .
;:II f ;i 1 I
10liO 1-+-
1 t I'I 'I -I .I '000 1000
ItII!I !OUI'M:GAN 100 MW
I I
0-0 0
DUNVEGAN 100 MW
1008060
PE.RCENTAGE OF TIME
~"~
HIGHfLCJN YEAR
.,
,,,I l
~Q ~Q.
I>\QNOC.Y Tl.I£SDAY 1/;~~ffi.nt.YSATlJRO,!l,~SUNDAY
100
.0 9:)z<l
::l:....
0
a:80....
~
""70
~
15 6Q
~
,5 50
ua:
~
40
0
o I "1 I ,!I !'et
1000
2;:lt;O
1000
aOOlf I I I II I I I ( I ,I I iii I ,",I Iii I
l!!:;0001 11 I IV HIll il I i UJ r:II.':-:\1 !f AI :I j 1
!<i3:-8:.000-
::IE.
o
:a:~
~
_1 3000
(:::::::::::~:'.
_I&!!!!!I..-i~
_____,~.__....___".~__....__..__~__._...._1:t.~~.",~.,·...c....__~__~__.-__~._~~__~•.-..,.--•.---••-.-_-.•.••,,-,,-,,~,~_c_.~,-_..._".."..........~_.-,.,.,..--_.-------"_..,,.
!-II'.'!.FLOW YEAR
{NEAll WEEKlY F'llWER RELEASE C1'l32a M3/~C.l NORMA'"FLOW YEAR
(MEAN WEEKLY powEll RUEASt OF'94a fA 3 /SEC)
LOW FLOW YEAR
I MEAN WEEKLY POWER RELEASE OF 6~2 M 3 I SEC'
['..'~
~~~_6&._
l~
..W'v':
PLATE
2000
o
1000
15000
14000
13000
;f:•
IZOOO
100..
10000
sooo
eooo
1000
/::OUNVEGAN
4':'11')0
/-Ff.A(£Ril;'R~/to.
,.-3000
TH THURSDAY
F FAIDAY
5 SATURDAY
LEGEND
su Sl.tID>iY
M ~O'J!JAY
T TUESDAY
W WEllIIESDAY
HOURLY FLOWS FOR A
TYPiCAL WEEKLY LOAD
PATTERN IN 2005
LOW FLOW YEAR
IIPD(D I~NeRGY RESOURCES CONSERVAnON BOARO
HUn 0 DUNVEGAN PO'NER DEVELOPMENT ICE ANALYSIS
t!QlI
HOURt.Y ~OW PATTEIINS SI-I;l\'iN ARt ht'l'flESENTATIVE EXAMFlES
0'T~-RANGE OF HYDROLOGIC ANO OPERATING CONDITIONS
COtISID"IitO IN THIS STUDY
1
r !~Ii;~:::r Iv
I ,:\I II.'~'..r ~
i ! 'i •A I
~!!~Y ~\~..:lkf+.~:I"
MONlJAY TUf~DAY i\'Em';S()AY THl1lSDAY FRIDAY SATUf<!IAY SUNDAY
Jell'·185 209 I 210 313 'I~e I Z11
I !•I·
I
..~OUNVEGAN
1"1 WOMW
I ~~
!;I I ~~i I
II.I".~IIII\.AI
1\1\1/
-
MON DAY tUESDAY \',WIE$OAY TfUlSOAY FRIDAY SATUAOAY SUNDAY
4000
3000
o
2000
1000
DA1.Y
CAPACITY
FACTOR
~
.~:::.w<:>a:~u
!!lc
4000
o
o
3000
~__~OPtN WATER
rooo
___WITH ICE COVER
lOOO
15000 15000
14000 140!l1'l
13000 '"
13000...
1;<
IZOOO ~IZIlOOm
:lO
I
11000 "11000~
10000 ffi INIOO
~
~ooo ~ooo
eooo eooo
7000 1~00
...
Z65 1,,1
SATURDAY SUNDAY
NORMAL FLOW YEAR
NORMAL FLOW YEAR
'300 I :<51 T a3S I ~oo I 'lB.
MONDAY TUESQAY WEOOESOAY TfUlSDAY FRiDAY
-H-ItH-HHiir--il+tt--fi-H+4Jll.1M+>lLM-4+-A+Jj rooo
Mti1mh+1H+HI-A-ffi+-H--4fL'~L.JI..lI+-W-l-.gJ)L.'J 1000
II
II
I
I :I~NVE\'JI.'I
I rII ,1/900 MW
I lilil N.1
I:: I•t 1I {
L \/,~'I ,'II"\I\.w
f
!til I It \!/.
1
i
t:.CWAY TUESDAY WE!lNESOnY TI1\.RSOAy FRDAY SATURDAY SUI'DAY
(~mEIOOMW AT DUN\J£GAN ASSUMEO TO BE BASE LOADED IN SYSTEM)
4000
0 1 t t j I!(t I I 1 I I!i !J I It lIt!I!I I ,
2000
30Q')
3000
MOtlOA'f TUESDAY WEllI'ESDAY TtrnslJAY FRiflAY SATIJROAY SUNDAY
\'::00
4000
1000
:zOOO
t'Atl..y
CA~AtITY
FACT{lIl
HOURLY FLOW PATTERNS FOR OPEN WATER CONDITIONS
tiILl...~<t~
~Iei~Oil:
a~~,
li3
1Il
~::<.
~
~u
.~
·I£I\CE M'ER
~:;'\J
40=0
2(!CO
1000
TYPICAL WEEKLY LOAD ?J.~TTERN FOR THE ALBERTA INTECONNECTED POWER SYSTEM IN 2005
...It.-.~
"'-'-"'-OUNVt:GAN
(PEAce:RIVER ASSUW£O 10 BE ICE COVEm:O 10 THE VICINITY a"111EWNvEGAN TAlLRAce:)
HIGH FLOW YEAR
HIGH FLOW YEAR
MorlQAY TUt;5llAY WEct£.SCi:t(TIWSOtlY FR'"...AY SAI1.JlillAY S\JNo.W
417 I 3BZ.l 513 .~"~4 I 5~I a16 I 34e
Mct;llAY ltEStJi,\(\'t~TIUl:;O.\Y mDAY SATUR!lAYSUNoAY
~()'EN WI\TER
4000
aooo
___WllHk:E
~COVER
2000
1000
oo
EFFECT OF AN ICE COVER (X\J HOURLY FLOW PATTERNS AT THE IQWN OF PEACE RIVER
30:1:'
MONDAY TllE5Df.Y \\'Etf£$tl/(f THIJRSI).'Y FRit.t.Y SATIJROAY SUNDAY
4000
-4000 i I;J iii I t I
3ll~O j---,;,--;x;+~r+-"'l7"'l+7--m--;=;n+.::~;'+------i=rl
2ll:l0 H+IH#¥~:+t-H'n++'-lM+lTH±-fHc----iLI--++'!Ht-++
lOOO
IOC:!
G 0
tow
tAl~T
CAPACITy
fACTO<!
15000.r-T"""""I~15000 15000
HooO I I 14000 1400<:1,
III 1
il,30CO1300<:1 1II1 1\II I
1300<:1~I 'ill I I ~...OOWEGAN
:\IZOOO
.!;t.~I l'i i ;'900MW ~~IZOOO .1 t _~II I m IZOOO
I I •:lO•!I0
0~.11000 1d I
J I 1IUOO z 11000
w.I '11 !II j I g0IIc,15 10000 IVl II 10000 '"10000IlItII,I~II w2V-'I I ~~I I II .a..
'000 '000 ~ooolI·,j !I !j III \.t I'll'1 III!I I
500;)H-+I j'~
BJOOII•DOOOI:.1,I I I'!I'J 17(\007000IIjI 7000
.~
~~<t:;:
W j
.~~
5a:
'!!!wn~
~
'-'w
U'l
~:::•w
.~
5
U'l
E
t~..?~::J JUNE Igao l D jL- -__-----===~===--.,--------....---.-..L------~____=I
-
10
PEACE RIVER WATER
TEMPERATURE DATA
PLATE
E
2
10
9
8
7 ~:;
tTl6::0
;;l
:;;::
ill
::0
~4 c
:0
",
3 -;
£;
9
e
o
7 '"~
tTl6:ll
iil
5 ~
~
~4 c
ill
3 ?
£;
2
o
IJ~lm J::NE:GY ~~~R~~~~~~~~~l1QN ..~ARD
MARCH
MARCH
MAR
5 10 1520 25
MARCH
FEBRUARY
FEBRUARY
FEBRUARY
5 IQ 152025
•FEBRUARY
JANUARY
JANUARY
JANUARY
J 510152025
JANUARY
DEC~MBER
RECORDED AND COMPUTED WATER
TEMPERATURES AT SITE C 19I1.
DECEMBER
DECEMBER
RECORDED AND COMPUTED WATER
TEMPERATURES AT SITE C 1977/78
w 10 15 20 25
DECEMBER
NOVEMBER
NOVEMBER
5101';2025
NOVEMBER
-,-._.----25
:5 _____-~_..-._---
-
-COMPUTED i
--RECORDED
..(V
.JI 1\~~~M r
.~WJ'V 'JV w 1:1 WV
.
r .....___..._•.•..--25 a:.....·IC ~~JI!.......,...__._.......----~
_.25 S _.,--_........¥,10.1 .1""cv ~;;J
.
"--""I'\S
~
_.
\.V;Ji'~---COMPUTED
---RECORDED\.
l ....
V\'~)}'i\
\J~A
..n LY:A.j.rV"
\/
.
.
-.~.~
10
~
9
e
,0
E 7
o
W £>
tl:
;:)
,~tl:5
LLJa-
il]4....
tl:LLJ 3
\i?:2
10 10
9 €f"
8 8
7 ~U 7::;~
6 g}llJ 6
~tl:
",~5 .E::<t :;"a:m LLJ::0 a-
4 ~:::E
LLJC....::0
l'I
3 -;a:3LLJS~~2 2
o
e
o
nl'l~
rV~-1]f
../-.....,.-='-""=..ry--
5 10 'i;2b .25
MARCH
,PORTAGe IMOUNTAIN
!(GM.SHRUM TAILRACE)
FEBRUARY MARCH
:5 lOIS 20 25 5 10 13 20 25
5 10 IS ,2025'5 10 15 20 25
FEBRUARY MARCH
5 lOIS 2025
•FEBRUARY
~I:'
JANUARY
51015202:1
510152025
JANUARY
5nJ:\?025
JANUARY
DECEMBER
51015 20 25
5 n J5::Ois
DECEMBER
O~CEMliER
SIO 15 20 .25
5n IS 20 25
DECEMB~R
RECORDED WATER TEMPERATURES AT
PORTAGI="MOUNTAIN AND PE/lCE CANYON 1977
RECORDED WATER TEMPERATURES AT
PORTAGE MOUNTAIN AND PEACE CANYON 1977/78
NOVEMBER
510 15 2025
:;10 152025
NOVEMSER
NOVEMBER
s '0 ,1$20 25
51015 20 25
NOVEMBER
10
I I ---L-~-i-
nl II~II I
W 6 I~.I +._-~4 1 '.I'I I
9
-:1 -
o I
~
10
:.'\T I -I I ~g
"~,PORTAGE MOUNTAIN
7 '""........../(GMSHRUII TAILRACE)f T L ~/---.7.~
W 6 !'L'6 ::0
Cl:\•~.~~'5 "5.~
~'4\-I\,\.E
:'\.'\4 ~
W 3 ~\\J\3-;~.S
3'h ~
2 '~"1-<"'-:J --\"""2PEACECANYONSITEll"~\V v-.
.\f'\~j\7l I I
o I I '\J kr...J 1
tl:3W~
1 ~2
I--------~------~======~---------------:..~..-------------------.,
~~
,...,\00'"• .,.
<.01 ,~~tt -I'•..•.••Ao r -.......'1J:.~•..;.....,..,i'","I ~\....~~9.!r..0Io0o--~:,.'•::"
--"-.....,.-..--_.-._.•_.--~--~--~-.~-'".._•.._.._~..•.,._.-._.--.--------.-.--..-.-.~.;-~---"--~-c::·_-___,--_-.._.-_-_.-._.-._'..11_..-=_.__~~._.__=._-'l~:,-~__.._._...._~_~_..._~_.,;.....'______.._~~__._,~,...:..~
~.
~
~,k(,
.;I~.J
iJ
Ct,n
F
PLATE
1980JUNE
.'
30
WEST PEACE RIVER DYKE
o
PEACE RIVER PLAN AND PROFILE
IN ,THE VICINITY OF THE TOWN
OF PEACE RIVER.
s
".
I.PDl'IE1~ERGY RESJURCES C(NSERV~ThJN BOAAOflundDUNVEGANPOWERDEVELOPMENTICEANALYSIS
c:=;;-'"
SCALE IN KILOMETRES
30
J.
'",-:
•~HEART RIVER
'/"'-.~I .~
,
",,:1
A(·····~:>2
''''.'•....,~..:..-?:-"<./
--..,',,,',~.Ii..,"/
.,;/#
'.~
ffl
lr...
W:::
~
z
~w
-'w
330
320
310
300
10
'")~.
/
}.~,
J;:}A~,,«--:..;,.
8 97
--.~
~I;NING OF PROFILE
65
"I<
4
f l'ROPOSro OYKE ELCVATIJN
i ALONG EAST BANK
i
PLAN
32
III,
PROFILE
.PEACE F!tYER TOWN !-tMITS
SHAFTESBURY fERRY
r-
UNDERSIDE Of'ICE COVEll
ESTiMATEO MEAN ./--R1VERflEl)PROFILE/'.
G711
RlVEROSTANCEIN KILOlolETllES fROM HIGHWAY N.,Z BRiDGE CROSSlNG
......--....
<~.-.;~~'-'
9
tlAR 6Rl~G£-,HIGHWAY No<!ERlDGE
CQ,1I'LlT£D ICE PROflLE:.ElOSTIN'i 0Yl<£.aE'l:tm.ON...r·.·HEART f 1-wS C Gt.UGEFORADiSCHARGE'2500 M'3/SEC AlONG WEST BANK.",'.R1VER Jt .No.07H'001
\ I WEST PEACE RlVERl '.,-~-------_..J;L......_-~~::=::~~~::'7i='~t=""'~·~::;·:dL=-=-____.::._~
:.._".SMOKY RIVER !laTA ...
Iii iii i I I I I Iii 1 i j iii
5 4 3 2 I 0
10
3~O
".....>7',..•",•....~..•.'..,.",.I."•~.t l"....•~t". .../I;t$.•••\J.i'nl·'j/)ili:'\_,'.......:~:rl_,"'.......',,"""1'.'il,r ...",.~-·i{~,:;;\··~'""'...~~•-t~I,~'.."-~.')..#'.J'!">--,,,,~,.:Pt ./"'".:'t~,'.",".-f '(,~,,~',-~" .oJ _l'.t4'">,,_.'."";~-.
•..••""'....~~..'Y'''~'';"lit I •.,~,f(t:II,\'<.' .J':-...',....,'.'I'''''.r'..'••'J'~"j 'I:•r:i'''.,,..."....',1",'.I..:.,u:-..........-~.••,:,.t...~'''',">.........I ,.,:~"I':.~.J'",,','fl';{<t '''",.-,1,1f'''1!';)~-~'-~--~,;,:",.~t+-;\:---y-:--_,...",__-.
f,•.,·~.",'~--::.,r ,...:.~,,~.~...ft,.'I1#,J'...i~...~'?L""v "',.1 .......",..,0 ..~";"""~'~'"l'lfffttil"''''~.¥:¥:~!$''t''t'''..:~,.,...t·~".·~(·/i ..,,:"~~-i':...ff·:;').r-~''\i ~W'1 "..."):'...:_,..J ~j<~.~~~...-...J~'.
..j".....#:'..'.~.'.",r1'I "....~~~_~v l #"-~~--..-..~#~-~#...(J,
t",.t"t ,>of'.~,~.!{~1.....11"........Jf,.~<1 -#'!--::~~:'.........',""-)1 ....-~...of .,'"..........~:..41,~........,
.,~~.................J~...-~~~...#j,...............//,"'~1'U.""1~..~~\
",,f'l'....~-I"-....".,.''..'-.."..I.,'"...I''".........1'..1 t _
4..1"7"'1 '1<....,It ~/(<"""I ,.'__~'t'.'...../'"..7"'.........,"'",'"..i+-"~.-';\,,'r'.":',..,>'--";~'''';~.,~•"~:""'."1.......-..~..'""i"~.....<tr '.t:.~__"':..,'r~,<iT -~"'~~:",,,~~.&-,""'/:.••~..,.~~".....'~....,~/..;.,
1;(.~,~,-.-""-,j ~-'''"~.f:(,.."~"",..,~'-'1:,,~.)I"~"'--~...,.,."lot",1"~,~~.,..""1004',,~J'.t _..:"/'
...•'.~-&'!!"...",./..",;...,.~f .•,h",,'.....,'.'./.~fl'"!!t '-./"'."-:"'-':,;,-.~,''it t"......-""",,'r<3~.,~~·'.·:,.."".:......-;;.'"1'N"~tl /I'~.'E(F'#~'.........-'.i-t;P~r/..........,,"~'/..."\'
................'···r'"".-""'""",--""""~..'l,~~,'!../r..,r ....i~1'>..',~,.--'.,,"'"~/~_....'I t "~-....../'Ii'l.~~..',-.t,/,~
'!..-.....:..---....i*11'-·!,~;~....~,'...}/.t~~."';""..."\'t;.~."l~.I ..if"':'"'11"~.~#~.-:-'
>:Y"y-",,'...•':.~~:.'J;~'/:.':':~,,':,-.c;.•••":~'1>'/,/."........"";;....;..
I "",U'"I ....''1'..::---".•....'.'.-.,'......"~,,,,.A ...,'~~>;"...':J,...'.I'"-.,.-,~".'".'~"J',..'{"'".";."{./,,'.........',,,:.,~.".'f',"./\,.',.1;';"F :;'/''-,.',1"...,.~.......:.I ',,;,...'....."\...(l'
'..":'..j){'-,-'c'..ii'"'-.i '-...t'.'i ..;·.::r-··'\.,','1~..."'"".'....''',-;..:........,j..........."..'i/".",..,,"~7"~'.."...'.;<t",.'-1.;-..~/,";-~j':/.......,,f '.././','•.....L'"'....;
•~"A ~.'...:.""'-L
300
III
::320...
:l:
~
Zo
i=
<[
~310
-'....
~=====:;::==================__-====-____________________/'~..4 0
.~/,.b(;"1.~~_
___._'_...._~._._..~,.;-~~t ...-.,.._..,-__.========;============:=========-="J---ACRES----,j I
-~'....,'.'.'>"~.;S ">.',~._';c'.,.':....~"•.••;';.J ";...',.'.'.....-,.:,'..."•.';1 ..·.···"....
<,~,~~~-"._.,__,..,;.C__,.,.;,......;,.;.,~~.'-:':'"_~,,~.J1i-_
,
~
§
'"~
'"o
-"'5
I""010~I'I
-00'.""
?<r-;
'"5
DUNVEGAN
20
j
I
I
3.NORMAL FLOW-WARM TEMPERATURES--"'-
I I ---1+--.~-+.t~-,-1-----J<a ALBERTA-BeV-I .I BORDER
oW
5 IS 25 515 25 5 15 25 :;15 25 5 15 25
NOVEMBER otCEMBER JANUARY fEBRUARY MARCH
~·:c
'7(.
aoo
l!;
5152551525515255152551525
NO~DECEMBER JANiJARY FEBRUARY MARCH
6.LOW FLOW -WARM TEMPERATURES
1~1~llENERGY RESO~RCES CONSERVATIoN BoARD
~
~
~
'3.
15
5::;
d~>
1;:
fi:
iI III !!lilT III I
700 l :::Ii "[I ,
,.-..j ,.;mt'.t f •'
L
:;I •I .l [1.·/!ALBERTA-B.C.
600 ~t.:''.'I''I'i I BORDER,'I .,
I,'I ,!;l !;i iT
500 L j -l-l'1'.'1 OONVEGA~1
!I'
~.L/1 ,.:[1:TT:
w%i 7',l-o-FEa:,,,,.oa /:j I I I 'ACE Ri\lER~I!if I'i I ....:-1::>i Vi.;I "!I
...'f i I I 'I5m~:i:IIex:I .."1.~•f-..../1/1',:' "l~I -....-:I I ,i~200 .i j ,I;
t)I''''-,I .I j I 1
fi ·.f R'~I ,I 1'1
9 '00 II \J'I
j
.'I,
I if ...If,•:y".Ii!I I
oili,!f,l i,.II{,II ,ili l
liL 0
:;
G::O •
5;v t=t:.j---'-.I
::l;I
'"~:~4:0
tI1n.
o "'''''....~.
o·"••·"
Q'·..~~>-~5 ••
9"'.:~g-"
-<5
'";;l
3
o §
~o
:tt;~'"~15 11>
~
x~
ill ;:'"
-0a.."
!Co
'"
5 ~
DUNVEGAN
ALatRTA-B.C,
.BORDER
I I I !I f<I PEACE RIVER
NOVEMBEROECEPI.BER .JANUARy fEBRUARY
~1525515Z::51S.551525
iii Ii'"I Ii.I
5 <525 S 1525 5 .~~5 5 1525 51525
MlVEMBER DECEMBER JANUARY FEBRUARY MARCH
5.ENVELOPE CURVES FOR NORMAL FLOW
(08SERVED DATA)
~152$51525 5 1~~5:;15255 1525
NOVEMIlER OECEMBER JANUARY FEBRUAR'r MARCH
2.NORMAL FLOW -NORMAL TEMPEF:ATURES
o I I;fil'l!t I I I I I I;11 j'I I I
loa f-----H+-I II
JOol Illd I I~I
600
800
~cn 1---I f Ii I
5DO I I I I I'
600 I I Y I ,:~I 'I ..,.I I
700 I Ii!I ,P'
l:l
:;
5:;
~>
~
NOVEMBER'OECEMB£R JAt~lJARt FEBRlJARY MARCH
:;1525 ~1525 :;1S.'5 515 2551525
800 !.I .1 1111 I I I I
II III !I .I I
100,"I .,I 'I ,
,I ,I ,.'i'1<1.ALBERTA~B.C.'I.'.:.I d II ~.''I Y.L 1 I.'BORDERII,Iii!,,~/'-t-I-1'H'-H-'-I-l-;...H4-l
nil Ii )I iyf '~ill 11
'"-;•OIi'lVEGAN
j :,'I •i r /IL r !jl -,-I
500,!1/III'J '/'!:
=t _l'-~I .,!PEACE RIVER~::l!1 I I Ia:x ~oo -;-.,,20
~!K \1 H l'lil,
5 ~o ~k\I:'!i-Hll:R I !,':f ;II IllJ,,~~,'
J.!'/-...1 '";I :j
&200 1/l\!I :i I~!J l'-~lll d '
9 10C l-1/I ~,l 1 .
Ii .,Iii,Lj 1i.~~WJ :J \1
l5
::l;
.~.:Ea:x 4CO I J"Ii!•/'I !'
::>
a
::J
~
~
l;:
fi:
:;
...
.~.....,
~
&
ti~.;J
~
o
."
AL&llT4-B.C.
BOROER
p
.~
9~
Ii),-f'l
-"'0
0-"~~
~.
o
5
();;
'"".m
o~.."
P~x.z
10 .::,g
-"'0g~
-<a
'";:
~
:D
:;
15
MARCH
I '14FEACE:WfER
OBSERVED DATA
NOVEMB£R OECEMeER
"1$<551525
I-H--"I I::t-.I.-f;=.i 'I I i l-l-t I I j J i I J.DUNVEGAN
0"1 'I'1il"'j'f1c:=+-+'t"''1
o I I 11 I t I !J lIt I ,!,-,t '=t::==+-+l I :!~-iJI
S Ci2$:;1525:;'52$$'52551525
NOVEMl3E.ROECEMBER JANUARY ~E!l1lUARY M4RCH
l NORMAL FLOW -COLD TEMPERATURES
aGO i 'i Ii'i ,
$COl I 'I I.Ie l:>o .....-q-I
X'O,I I •I fl'r!1 I 'I •. I •I I
II "I", I ,.'I I1O:JI,:,~1 .~"'i'
600 I I 1 V I I
1;,.!I 1 I:::i=I
zoo I I .H \\1 I 1 I .';I 1"t I
~o I .!I I U 11 "II If I II i
70°11 i i!1i I ';11 ..71'1 ill!'!1111::!I
~
::l;
~~"co 1----+I I J(;I I I 2(;
t;
Q,::>
~3Ctll IIPi II!f!:
'fE
UJ\l
&20°1 I •t/:'~l I ':I Ia
~g It~1 HA
z
3
-~
l:l::>-
~e
:;
~
~-
--~PORTAGE MOUNTAINANO P~ACECANYON
---PORTAGE MOUNTAIN,PEACE CANYON,sITe C,ANO,DUNVEGAN
LEGl:NO
4.HIGH FLOW -COLD TEMPERATURES
5 1525 ~'5Z3 S is 25 ~1~25 5 lS2S
tJOVEMB£R OEC!:~BEF .JANlJARY fEBRUll.fty MARCH
~
NOVEMBER OEC£M!l£R JANUARy
~C;<5 ~1525:<Ci25
800 I II ,1I I I I II I I 1 I !1 !
.~~4 col':"i it rIll j~111!•!r:ACE
RlVER
§-
,..J
5
:J
,,},
::l;
l!i 6001 IVI "I';IllIj'l;;~__,,t.',_I 1
~
IE
tl
&
I
:::~:;:o ~;;II "ICE COVER DEVELOPMENT
6 1975"1976 •"ON THE PEACE RIVER'"1916"1971 II •.I
a "'"137.• •t•197a ..1979 • •_7 r::;.'PLATEL·1979 •1~•._~~~~]J~NE1980 LG J--_.-_..,._-_.-.-_._._--.------~--_._..__..•__--•..
r"'"