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TRANSCRIPT
IID£00~& c §rnJ&®©© Susitna Joint Venture Document Number
O(_lj 10 Piease Return To
· -~ DOCUMENT CONTROL
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AI ra ENVIRONMENT Water Reso,Jrces Management Services
December 13, 1983
Mr. Wayne Coleman Harza Engineering Co. 150 South Wacker Drive Chicago, Illinois U.S.A. 60606
Dear Sir;
RE-2
Re: Your Request for Infonnation on Ice Effects below Dams -------------------------------
Technical Services Division Telex 037-2006 TWX 610-831-2636
Da~e R~~:-eived R""-1+r:-rt Tn
Subject Designation
1Oth Floor, Oxbridge Place
9820 - 1 06 Street
Edmonton, Alberta, Canada
TSK 2J6
Some time ago you te 1 ephoned us and as ked for the above i nformation. Please excuse my delay in forwarding such material as I
. could find.
,.
I have enclosed the Table of Contents and three papers on the subject from a workshop held in Canada in September of 1980. Also, there is enclosed the Table of Contents and one related paper from a similar workshop held in 1982.
Finally, I enclose a copy of a report I wrote for Alberta Environment on the observation of the river ice conditions at the Town of Peace River in Alberta, which is some 245 miles below the W.A.C. Bennett Dam on the Peace River, owned and operated by the British Columbia Hydro and Power Authority. As can be seen from the report, the effects of the dam, in terms of ice problems, are fe 1 t as far dm-Jnstream as the Town of Peace River.
The River Engineering Branch is embarking on long-term studies of the effects of dams on the ice regime of the rivers they are located on for two other rivers; the North Saskatchewan River below the TransAlta Utilities Corporation's Big Horn Dam, and the Red Deer River bleow the recently completed Dickson Dam. Unfortunately, at this time we do not have anything we can send you on these studies, as this is their first year of study.
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Ag~in Sir, my apologies for the delay in forwarding the material are offered. Please accept the very best wishes of the River Engineering Branch to you and yours in the upcoming festive season.
Yours very truly,
Gordon D. Fonstad, M.Sc., P. Eng. Head, River Studies Section (for) M. E. Quazi, P. Eng. Branch Head River Engineering Branch
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PROCEEDINGS OF
WORKSHOP
ON
HYDRAULIC RESISTANCE OF RIVER ICE
CANADA CEN1 RE F08 INLAt\J~ WA.1 ERS
BU8LING10t-... Ot\:TARIQ SEPT 23- 2L 198C
EDITED BY
G. TSANG AND S. BELTAOS
SPONSORED BY
- NAtiONAL \'VATER RF SEARCH INSTITUTE ENVIR·:J~\Ir..,~t:NT CANADA.
- vVORKINS GROJP ON HYDRAULICS OF ICE COVERED RIVERS. NATIONAL RESEARCH COuNCIL.
... • I . , ~ ~ - . . ~ . . I • \. ~ \ • • _' ' • • o ' . • .•
TABLE OF CONTENTS
Foreword List of Participants
W eJcome and Opening Address - T. M. Dick Introductory Comments - K. S. Davar
Session A - Complete and Partial lce Cover Chairman: B. D. Pratle
Flow in ice covere:d channels: some fundamentals - R. Gerard
lnvestibation of the •resistance coefficient for the underside of ice covers - S. P. Chee and M .. R. Haggag
Conve:ance capacity "''it!-. ice cover for the r-.;as~waak River, N. B. - B. BurreJj anc K. S. Davar
Hydra~lJc resistance o! tne ice cover in thE: lrner;,atiooaJ Rapids section o! the ~t. La·wrence- RJver - D. F. W ithe:-s?oor,
.<:>'la~ .• ·s;!- o: '-cb:J!~ p:-of:Jes under ice- in s:-,e:1Jo·.:. st:-ec.-ns - D. J. Calkins, D. De6 a'1C C. \~::."tnso:-,
A C!'-::-".21"~~/._.,a:er le,,e; relatio:-tshi~ io~ in- co\e s-;.a:li;;'!) - R. K. Carsor. a,c S. T. L~\~·,oe· ·
Se~:.:o; P - lc<:: Jc.ms Cr.e:1:ma.n: S.. Be,ta:-:
c•.:~ane";S:l:~ c·: flc·.;. ~.-;-;.).;, c. ro_;;-. fioc-r;r,[ co.e:-- ~ .... Ge>g..!~ a:-,:: j, C. 'iat,r•:JC:t:.J>.
Tnt- :..·eak..:;· p:-o-:e!--:- an: t·1e- ci:>: Jo:.~--.:=.tio:. of tne 197~ ice JC!r.!- o:- t:..,~ At'.e:~=s~e: R.jve: c.t Fo:;: \~:~•.,.:~:-a~ - D. D. Andres
0::-:.e"\'a~~o- ai"J:::. c.:-,:: _.·s~~ c.·: i<et::ze u:- Ice JC.rm. or ti•E' Peact R.;, e~ nt::e:· Ta) jo•- T. Keel',:: .. L·. S. Pe::..; a;-;c \. C. Kc.rt:1a.
DJ<:.:..J!:.S!O"': pa?e·- B. \~i:·.e: (wnr repJ) by D. D. :.,-,j,.es
H~aro.J!Jc re~:s:::-,;:-~ g-=··e:oie-c t: !~:ZJ: 1::e f~:-i;",::·;o-; ( ~r e>..1~"ldec. a:')~~-:::::'! J - ::. P. Gt~L-1; anc T. E.. :1:-~~·"ar:~;:.
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Hanging darns in the Manitoba Hydro System- H. R. Hopper and R. R. Raban
Analysis of hydraulic a d ice conditions at Terrebonne in relation with winter and spring floods - P. R. Tremblay and D. Thibeault
Harnessing frazil ice - R. E. Perham
Acoustic detection of frazil formation - Thos. 0 D. Hanley, S J. and S. Ramachandra Rae
Session D - !\.1Edelling Chairman: H. R. KJvisild
LimJtatJOns to numerical modeJJing of ice in rivers - F. Ch~ment and S. Petry!-.
Recen~ improvem~nts in numerical modellmg of river ice - S. Petryk C. Pa111.,; ana F. Cle:nent
EvaJuc:tion o! 1cc- jam r'J;Jgh:oess. The;me5 River. Ontario - ~ . L. Knowles and D. B. Hodgl'1S
Sess!O:-. E - \\ rc..;::>-i.l::C:-.c.rr:.o.'1: K·. S~DO::\c'
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295
296
295
A DISCHARGE/WATER LEVEL RELATIONSHIP FOR ICE COVER STABILITY
Robert K. Carson and S. Thomas Lavender Acres Consulting Services·Limited
Niagara Falls, Ontario
INTRODUCTION
The critical Froude number of 0.08, proposed by Kivisild, has beer. usee extensively to define the li.mi t to upstrear.. progression of an ice cover. Subseauent analysis by Michel (1965) has yielded the follo~ing relations~ip
( ~ C' I ) (1 - E) t B ( , ·!:_,
- - E' ( 1'
"'·here \'
c E +-...
=
= :::
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flo~ velocity ir. open water at the eo~~ c~ t~e i~= pack
a=cele~a~ioL c! ~=avity :lo .. ~· C~F"-!".
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= =
t~ick~sss of ice pa=k a~~sity c! ~ate~ an~ ic~. resp~~~~vel~ porosity o! ic~ pa~k. volu~e c~ ~a~er v0~ds
c:,~if!=:5 r.~ .. t:-·-t.a: \rc.:;.~=--~ o: i::f ?t:=~-.
A: a :~~:~i~; va:~s c! rE~a~1ve ice t~J=~~EFE. e~~al t.c : '~ anC. c £;::-c::~c 9ra\.·i1:.~· c:. ic~ e'=::=..: t..:~ t.!l:i::: t.ec::::--·':S
- -If " - ':"
- :t.: ....... , r {. : ~ ... - t
~:.us 1 thE porosi-t;• c= -:.hE:. ire. a~=~-·.::at~v: .. , v::.:::-.. iE" d:::·e:-"5Er .. t. or~ -the ir.cor:.i:;s:: ice SU?f'·l ~- tc tl':E lea::ir:q -=-:.c-::- c: t~~ c~ve~. ~r~~uen=es thE s~a~ility an~ pr~~=ess~c: :~ ~he lea~:..:-19 ~C·~:.~ J..J. in=.:..,·:i:S~a~ s~*liC ice fj_o-: •;-~c.:r~E:~: :: = c: ..... 4, ... ';,... c--~"'.e --- ":"--·~~- ---.,-~-- _,.., r.:.c·~ a- r ·:· ...... - .. ·--,.. ___ iJ-:: -"""::.-- c. c .: ... u .......... : ~.--.. ....... -:...:.. c:.:: _. • .;._ •. ::. '-~--·"':'. ~:,'-""'::,-:..:..1
a~ ac:~~~=?~ic~ c~ ~=azi2 sl~st an~ s~e:: :cL !~a=~~:~E ~!t~ :=. _t.J:t'OSi-::~ f"C_-~c.--· tC C -~ •··l.·l, be c:;-'--'"-1P -- - -:;-,.-- •• :'::~ r··~"rt::..,.. - ---- ·1- ..... ..,.. - -~C::--- c- c ·----t.:::' ~ .. - .... -..·_ .... o: O.GE .
.... · ... ,r:::.. --4•;-;;:.·· , .... ~~,(;.,. .--,.,....-c.c: .. ,...,~· ..L. .&..'\- ~ ..... -""'T"'*"""-' .:-c.. ,.....1"'"\_,.:.;_ .... ...:; '---t..-'--~ C-~- '-V-· --:·,:) .. l-1.!19" t...O ._ •• E .......... ,. ........... "" '"'-- \.,...o ...... ~--t.J.:->~S lr,.-,..-~ "'.: ... ,. -r.::. c-\·~.,. ~s a"' 1 e tc .... ~-c:~c:s- .. --•--;o.-,r- ...... -- ...... , - .... ·- v ~- .... -~ :-- ... ~_. _.: ...... -=-·.:-.... E'-'·eB-:uajJ.:y, s:,;:,:: c!"itl:ra: sec7.ior. ir: the- :-;~.~e:- r.::' .. b~ rt:a"'",..:.-:5 Vt"·-·c-f: t..,..,::.. ··-::..cr-.,~;:..,... c·:::..,.. n,.. ,o ..... ~ot:....,.. .,.---.-,.· ... c::C' ~ .. -::~re;o,.. -··- ... __ ..... -·- -·'\<-- -·· ..... ..A.·· .. -· .!"'"- .. ':"-,_ ... _ -.:--- -·\ ....
1c~ arr~~:~; a~ ths ~~~er t~e lc~ cc~e=
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cover at the first point downstream where velocities permit. Gradually, the accumulation of ice to the deposition limit restricts the flow section and the stage/discharge relationship adjusts accordingly until the ice cover can progress past the critical section. In this manner, the stage/dis~harge relationship at ice cover formation and breakup in river reaches at, and adjacent to, the critical section is governed by the Froude number for cover progression.
Use of Width as the Parameter Describina the Froude Number
The o~jective of many ice engineering studies is the deterrr.ination of maximum stages resulting f~o;. ice accumulatio~s. The Froude criterion has been used to predict hyd~a~lic conditions for cover progression in many studies. However, it can be difficult to deterrr.ine the appropriate velocity and flo~ depth for a naturul channel, an~ the dat& may not be availatle at the crit~cal cross sectio~s foy a ran;e of discharges.
1~ a re=ent Acres st~ay c! floo~ing on ths Peace ~ive~ at the To~n o! Peace River, t~: Froud: c=i~e~ic~ ~~= refc~.~late~ i~ ter~s of dis=harg€ an~ c~an~el ~i~~~ as
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L_orF __ CIIRVE~~- --·. y~ i - ---- •- FRf.f.ZE UP DATA} 1957/ ~8 f'llllltl\t f nnllllf No - 0 CIR ~ TO
l F -o n1 ·-...... 1 I o- MEAt< w:.• DATA . 197'8/1979
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·-. FROllfl€ No = 0 154 ..tj":'E
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Q·[)l<.;f.HI\Rf.F IN M't<.;FC
nr.,aiRr. I MI\XIMUM WM[~ l FVF.L/PI~CH/\RGf RELATIONSHIP DURING FREEZE-UP f\nJ Rf.'?E 1\K Ufl
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I The slopes of lines plotted against the upper and lower
limits of the field data at formation and breakup at the critical cross section correspond to lines of constant Froude number equal to 0.154 and 0.08, for a range of porosity from 0 to 0.73. Thys, it can be concluded that the upper limit to the WL-(Q/B)2/J data envelope represents an upper-limit staging criterion at formation for a mixture of frazil slush and ice fragments. The outlying points in the breakup data are assumed to correspond to cases o:!: limited ice supply (mila ~inter) at hish discharge ~hich limited the staging and cover ~regression, although this cannot be verified. zero-flo~ in~ercepts of the constant Froude nurr~er lines !:ra:::}:et that. of the oper;-\o.•ater rating cu:::-ve.
The
1: t1le Vil.-{Q/B)2/3 relationshi-c is established at a cress sectic~ other than the critic~l cross sec~~on, the upper li~it to the envelcpe will not rep~esent a critical Frc....:ae nc;..ber c-:f 0. OE., but rather s.:,:-;:e lov.·e~ ,·al ue cc.~res-· ?C~~ln= t~ pro~~essic~ at thE critical cross ssctio~ ocver~e~ 1:·;: cr it:!'::: Fro~Ce: nur:ber.
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=: ~ :~:.:;: :=: ;- ~= : ...... _.,.._
C.=-:. - .... 1 lS 1~iresr:~L. However, ~~~r~ out:i~~! b~:o~. ~~at seE7 tc c:o•1.., -t!. c----=--· .. -tc ~&:~era2 1 =~
·-.- -~ ::.:. r- -... . ..- 1
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number concept which, as has been shown by Pariset. et a11
, applies only to "narrow" channel jams. However, it is difficult to see ho\\· a channel as wide as Peace River at the town of Peace River can be subject to the "narrov:" type of jam, especially during the spring breakup period. To illustrate this point 1 certain implications of the analysis suggested by the authors are examined in some detail.
1 - The approach of the authors is based on stipulating Fer = V/./gE = 0.08 which is derived b~· putting t = H/3 and E = 0.73. This value of porosity may be realistic for the beginning of freeze up b·.:1-t appears too high for spring jar:.s.
2 Kith t = H/3, the cocp0si~frictio~ factor, £0 , for the flov: under the jar.., is: f 0 = 1.2 S/F~r •v;itf: S = cha~~el s:o?£· Pu~tin? ~cr = O.OE and S = O.OOC35 (~elJerhals e~ a12), gives fc = 0.065; this lE toe lc~ fer flo~ u~der an ice ja~. The corresoonti~~ Man~ing coe£ficie:r.t
1 r ...... , is ec;::.a.1 to 0.02~ Hl/t. v;::ic~. a~e:u-• seer.;s
toe lov. fc:; tr-.€: a-::;::icc;J::lt: range of E value£:.
3 -
cc:~siCera: i c·:-___ ._:. __ ... _" ~ -""' - ..J -.# ~ ••
a..:
r •
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= =
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er~=~= :c:· s~t:c.= s:-:!"~:J·;:-:.!'-. ~=~ec:.s i: .= ~a:1~~:- ::: .. -.-trJe.:. :tc~!1F tc·~~:re= tht. ice :1-eqT:i~:'.~~ ~:-.. ': -c·~
T r ,...,.... cr ~ -- ... --,_. = (J.:i c~~: ~ i • 'for :.~~ != :'.: s:::t Ci:~ussi~:.. ~;,.- \·c.:~;.-____ .. _ .. ~ ..
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in which fi = friction factor for the underside of the jam; r. = density of water.
Putting Fer= 0.08, ~ = 1.3, Si = 0.92, Ci = 96 Par fi/fo = 1 (usually the jam is rougher than the channel bed and fi/fo is larger than 1) and with £ 0 as small ?S 0.065, this condition reduces to H > 9 m which is not satisfied ir. any part of the data range sho~r. in Figure 1.
Refere:1ces
1Pariset, E., R. Hausser and A. Gag:1on (1966). "For~ation o= Ice Covers and Jcc- Jar::s ir. F.ivers''. J. Bye. Di\',, ASCE. Vol -9 2,. 1'\0. RYE..
F.. , c. F.. 1\e-il} I. Bray {1972). c: E.: \"t?TS
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"'··.: 't~.:: ~·.~:~·s:s "'·c:';ld Z'S r:•:-::..:. ~=~~:~: c .. ~a: :I:·:- -:.t-.~ =::::=..:s::~c-:~ rf=<c~:·~·E:':.
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~he cover on the Peace River develops by the leading edge advancing by juxtaposition from a downstream closure point. As long as the depth of £lo~ is sufficient, the Froude nu."llber at. the leading edge wi 11 be less than critical and the cover can advance. In the Peace River, ~his is qenerallv not the case, with certai~ sections b~in9 more critical than ot~ers: viz the bridge crossing section i r. the. TO\·:r-, of Peace Ri ~.-·er. l..,'hen the ice f ro~t ~'\Jaches tri:; set:::t~ or:, a mar}:ed increase in sta?£< is eguirec tc obtain the critical Frou~e r.~~ber vaJue.
This sta9inc; is achieved by inflov;ing ice (pans c: slush anc/o~ frazil~ being transportea under the leacinc edge and dco0sited under the cove~ at the firs~ do~ns~rearr sE-c:.io:-.... -:.ere veloci~ies \,·i12 r.>er::-.it {als<" descrit.a.':"lt: by a "depos:ticr." Froude nu!r'J:-o.::r). \·;~cr. <:~E tyd}-al:Jic graajer.ts in the reaches downstrea~ of t~£ critlca: S£<C~Jcr. ~ave beer. steepened su!!icie~tl~ ty :ht 6epcsi~ic~s (::>s,_s:itJ~~ -:c the r:a~ll:iiru:r ol· "r--.::~i:it1-it:~-·· c~:-,:-s::.:.~.r \·-2:oci:y ~~er severa: tilome~e~s dcwr.s:~cs~;, the r~~-=r€~
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-.. -........ ""::
--~-- .... -:::--c:- ... c . . . .... ..,. "'' ~,_ ' --- -~ .. -&E ~-s~~vs~ ty Dr. Boltaas.
• ~ ;· : :. ,;. = a : F r cuds • s 0 = -c i a~ s i .. c~· .. t?!·:-:.~.;;=J a~ }east a;~~ro:.:ir:;.":(~ .. d~w~r:!!3~ end ci te:essope~ ~~a=~~s
_,. ..... .. .. .. . ..... ....
~.~!·":r ..lr v:~~ et ~~\·t :s a:-~ at::a:.r:e=, :-;r'·v.~:-··\. ;•. a: :: . .-: crit.~a: r~~~~£ ~~~~~r staa&.
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118
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place do~~stream to achieve the desired level. the ultimate cover thickness may be determined sition.
That is, by depo-
In the authors' studies of ice cover development in the Peace River, calculations with a comprehensive mathematical model simulation incorporating a backwater routine with all the ice cover processes as developed in the course of other river studies confirmed the stages of development observed in the field and also pern:itted evaluation o! ice cover profiles and water leveln for a wide range of disc~ar~es a~ freeze~p. The winter rating curve for the Town of Fe-a:-e River is irJ fact det err..ined in "'ery J arge measure by the discharge at the time that the ice cover advances thrcug~ the town. This rating curve ca~ thus vary markedly fro~ year to year.
hlthoug~ the a~thors' i~vestigations die no~ req~ire d~~aJ1e~ otservations of brea~up conditions in the Peace F:J'\.:-::-, :.;-..:.sam.=- ice "ac::-urr.:.:Jai:.ior.'' ;.rocesses ap;.ly. In t~lF ca~c, :he even~s i:.ak& F!ace ~~s~ ~ere ra~idly at i:.hE s:=~:~l:a~i:.ly hi9her s~r1n; cischar~es witt the brie~ b:.:i:. a:::-~~: :~!:o~ c! a large vel~~~ o! ic~ !rc~ ~~~ Sre~key :: .. ··:: :::::~vtar:,:. ~~~ r-·rc::e.ss: ~ ere :.!:1;s rr.~~E:: C:..~:ic~Jt
::-.-:. :c-::e-~ a::~ c.:: s::--:;;:s€-:5 e}:c~;::.:.ic•:-.s. , s:?~:ar:~~ o~ the tr~a~:.:~ ~ro~e~s~E
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:--· ·r·~ :·a·~· Cc.-:a \\·h.:.:~ rCo=.u=e= ~,. tr .. ~ 1:-.c:.~a.r:.E:-:: ::>=:r.::-: o: 2 ,-wa~~r :eve: v~rsus (Q 1 E) ,:. Cl~a=ly, t~f fo~r cs~~e~-
~~c~F \aY:&t.:e~ are not re~~ir~~ 1~ :h~ data red~=:io~. : r-:- f o :--: :r~ a-: the ernpir i ca 1 :)· C ;.6 :..J ~== \·a l1Je$ c: t:-.~ \r"'ar ia::~s arf :~ a=cord with the~re~isa: a~~ e~?erin~~~a} ,-::·...:cz..: r:-·::.=::n~C e-ls~'A·her~ sir~~~; .. :e~as. c:,r-.~i=.e;lc~ tc there :;-..:.~:. !:.::~ res'.:]-: b€'in9 the t:=eC.: c-::c:. o: th~ rr.a:;.:.::.rn.l7. ~~~s1~~~ ~5:~r le7~:s a~ the Tow~ c£ F£ase F:ve~ fer a~y ~:~~~ t:~=~a~ce t~5~ night reasc~a~:y ~~ ex;e=ted d'.:~~~? f ~- .; : = ~ - J F ~ ·""• ~ c ~·.: : ~ ~ ~ : C:P-'f"' ~ r-..-__ ...._ ..... --··
:c;-; :.:-.~ 115
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at a noncritical section would p:roduce a significantly different range of estimates for the range of Froude numbers at that section.
3 - No detailed comments on the analysis preferred by Dr. Beltaos are given as the basic pren:ise of t = H/3 is incorrect on two counts. First, the au~hors die not make this assum';)tion, as alread\' noted. Second, it is unlikely in faci to be correct ~s the ratio (t/E) is in fact th~ de';)endent variable which adjusts to a value "'·hich provides eq1:ilibriurr between thE: ina€!=-e!1cc-r:t variables; viz the drivinc forces actinc o~ a t~les=o:inc cover z:e:Dresente-d bv (By1ic2r.2) and the· stress carrvin::; · capabili~y of the c~ver r~prese~ted by (2-/:sE~ and~or·~. That is, (t/H) car: have a ,.,-ide ra:nge c-f \"al ue£, de:pe::cing upon t.!ie cor..!:::.lnec value~ of the- incepende~:. \·a:r!at:es. Alsc, as r,c•tec in poir.-: l above:, it is irp:~·:.an: tc recognize that the cover ~eveJops in t~re~ s:&c~s fi.e., leading P~ge stability, ir:~err:a: stat!~:~) a~~ e~?~£:::c:; and th~ hydrau1Jc condi~icr:s fer e&=~ c~ ~~est s~?~~£ shot;! C r;C\:. b~- cor.:us'=:: v.·: -::!""~ t:cc!-. a~n~ r. \:: .. : :·~as ~r.£ -:•.; .. _ C • .,..\.~ -Fe.,. .. 1-~ c:•-.c.~c· c:-·,..: c~" c~r,_r.,.r_._,_ •·- · .._'"-;""~ ... :. -·· •.; - .. - :·'*· .. :._ .... -..,·c-:."' "'-..;,·;·· ~ .. ·~ .~.:: .=. :::;::-::::-c:--: r~ .. e=-:.:c:--.s1'.:.; -:.c tL~ c.;.s:-:a:;c' .. !..:.::: -:r£~:·.:::~.:.:: C~;:r.~ ~;-.~ ::.rs._ ~:.a9t·, it is rJ:.-: aE c.:rE·~: ~E ::-~:.:~-:; l:y
12C
...
ABSTRACT
OBSERVATION AND ANALYSIS OF FREEZE-UP ICE JAMS ON THE PEACE RIVER NEAR TAYLOR
T. Keenhan1, U.S. Panu2 and V.C. Kartha 3
Since the construction of the W.A.C. Bennett Dar on the P~ace River in British Coiumbia, the temperature of flo~ re1~e:ses ha~ beer 0.5°C or ~ig~er during winter months. As a result, a long reacn of ice-free river persists below tne da~ throughout the winter. Since 1972. wne~ t~e eignt~ of the ten gen~rating un~ts was insta11ed e:t G.~A SnrJ~ (G~S} Ge~eratins Station, raising the releast capa~ity to 1~5SC ~J/sec, tne ice cover has advanced uostreaw tc tne Vi1la~e of Tavlor. loc~ted 12C kiloliletres dowr,strearr., in only twc v,'inters, 197! anc~1979. Extensive ice Geasureme~ts were carried oJ: ir 1979.
B:lov. norr:ial air te~~~e,..a: .. re: o:-rsis:e: 1r ":.··~ c ... ea for tn::- r:mr,tr. c•f february 197S and tne ice covE:r a::\a'.:ec t::- e: Y.ini..er mc~in;r u::.:.trear. lo~a:1or 1~ lilome!res abOiE tne ~a~er SJ~v~~ t~ Canade {~SC; gtJ~~ a~ Tay1cy, Tr,e; sta9~ in:rt:ase .... rc~v ~:1r: c.:.. =:r·: u::~rec- c: Jc, !c.r du£: :~ t~e ~resen:f or tn~ ice c~ve~ pr~G~:e: leJ~~: w· i:r a~;~~~~·?c ~h~ :-c,;:-u!"' r.1s:.ur1: :.~.f:~·er f·1occ !-::,::: : ...
r~ ~ .. a, s:c:~: re~·!J1te: fr·~; t"'~f r,c:..Jr:- ~~ tt.E •~E- CO\':' ... pr>~,·::-:s"':·~·
1•"-'-r ::.. .. -.:.:..;.c.." ioa-t4 •t.c. ~,,...1--'" ... ,.,r. -.:' .: ..... ,._,:~!:..-.* ~r-!!. ~--· S · · . - .. , ...... t..: ... · l~- v.) (...~ .. 'V ,,c~ \,. \.. I''=-"'~ v• ..... -.; .. a·-· €:'\"Er jC,_.:. ,.~ .... ::- ::.:.£-, .. \:,..: "":-, ~ . .' .. lf: 1~-l~~:,=-~:rt. r~c:r. r.~c .. "" (.· ... ; :r.E ::v~roc:. c~ ... -:.c•.:.;
,!":~ :·=·-: v.~ .. ~ ~::,~.,.."ec. t:. for:- t.r1r·o..~;· ;, ... :,'!:': •.r,:"-.r~ c~~·.c:.:~ ~~ :r: ..
.. ::,:··e:- :):r:r~\ ci' tn.: i:e cove:r. ;C!""":-.:.·1>·.:·r c: :.~.~ ~~~·~~:: ""::· ..... : ... ··~ ~'"= rt~:~- 1:\·r~ VEC tr.~ C.!.~~a~SE- Gr (~" ... C."~:· .. ':: .. r..: :~~C.~·~-:~· ~(':·
•·.~::..·~:re: cr,: r~~::JCCC river s:as:: !e;~·,.:;. rt .. ·,.:· r.~r·:\~:.~·~:~·: :'"-.: :.:-'•
;,;H•·*r·:- :,r:; t.".~·e:-~·.c:t Dt:l .. 1U~ fror ~- r~:' .. "'C..- .. t :·~ .; ~.:-,..(' .. ;.-~ ~ 1 i:"" :~:
1:~ :C\&~ Et:er:e: ~:St,..ea~ cf t~~ 1aJ~:r ~~J;~. ~~! t:.c• -~ er: r~~~~r: :: ~rf c~~~r an~ i:f·~ater elev~:~cr: ~~r5 c:~~ =·:~: & ~·-· -,:r~ :..·~...,~0f-""~ .. By rn!ir.~torir.~ ~r1£ ~:ce -:.,~t.;r:: c: ~:;./.'• :r- :.:,-, .. - "I' "t"'·;. f:ov , .. t:.ECSE~ fro,. G• ... :. Ge'"·£:r"C:1r; ~::::·::,. :-:":. .... : ... ~ :.,.~f.:.:c., .. : "'=-
7~~~ G~tc ur 1c.e ievels an: ice :ar:. v,:-•·t c:::·~v!:: c· :. ,!:;.,:~··~ .. :~: :: •c.,!(:,["' •t~ ~--.r·:,,_ .. ~-~~..;·\' c.: 1rr~:: r ~:..,., .... : ... "'1111•:. .. ,...,. ··--A # ,.._,.. c_.,, .. _.,.,. ""J-;. ""t• 1 .\..c.,J~, • "".. • _. t:- '"" 1_ "'"c '-... ... .... ....-... :. ..... -'::c .. = Ei,·£;~. -;r.i5 r-a:.et" !:t"':SeP:s c o~s:r-·l::~cr c.;:·~":.; .cfH !~ ""::-:r.cr·~r
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INTROuJCTION
B.C. Hydro has monitored ice conditions on the Peace River downstream of W.A.C. Benne!t Dam since 1973 to gather data for planning and operation of hydroelectric plants. Data on river stage at fl"eeze-up, break-up and during mid-winter have been collected annually over this period at a n~mber of locations in British Columbia and Alberta.
During February-March 1979, a series of ice jams formed in the vicinity of Taylor, producing high water levels. Ice movements were closely monitored and extensive data were collected by B.C. Hydro. The data provided an opportunity to examine various river ice simulation models and assess their applicability to Peace River.
After the eig~th of the ten generating units was installed~at G.~. Shru~ Genera~ins Station, raising the release cap~tity to 1580 w~/sec in 1972, the ice cover has advanced to Taylor only t\\·~, ~- in 1974 and 1979. Unlile in 1979, the observations carried out oJrino 1974 were of a qualitative natvre and, therefore, were not includ~d i~ the analysis.
o::sc;;:PTlQ', o: THE 1979 ICE JA"'iS .~~~~ Trl:: STUDY R::ACP.
5elo~ nJr~!1 air tem~eratures pers1sted in the area for the m~ntt or ~eoruarj 197~ an~ tne ice cover ac.~nced to tne Wa~er S~rvey of ~~~a~t 'v·c~\ cc.•·".:. c:· lc\'lor or i7 ~e:~, ... ar•· ~·,·u the cor·7'ir·"r:'"~;:,r: c.:,.~·,. ,_,._ - '-':::"' ..,_ • • , t '""' .J ,} , t • ~-. IJ- • f - "-'-- • 'looo
~~=~"c-r._ tr.; frc.r-: .. pr:.~~~esse: iut"':r~~r u: .. strear tc- i:: rr.=>i~l~- ~·:l~c".. c.r .:::\.::· :t.. :· ~ · ·.o~-=:re~ abov~ t~-.e- ;.:::c 9: ... ;:: or. 1 t·~arcr. 197£.; tr.er. v.·:r cr~s: t~ r·~a~~ ~~c~ne:r. tnE fr~~: re:re~:ed downstrea~ t~ t~E 05JC! cr : f/ ~ , - • .. ' - '*' r , : .. • .. ""'... .... 1. c. e "1 :::t,.. ...\ - .., ~ ~ ... ~ ,, .. -•vr.n; -:;:r .. ~ j)~l·,c: ~r~~ l..'l!.C.•·crSJE re::;a n"C r r.. •• Vf::.<• :~r=·=·:. :~~ ! G~: wer~ i~ :•£ c~ce~ o! 1~~~ r!1se: .
. r:;; ~:::;:. -~--.:~ ... -:::.::~!.:~ r:-s.,.,1:1ri; c: cr.: t-::-:~e~~ CJ ~c,.·c~· OJE t:. tht. ~ ~ o:: ~ -:: • .:. :: ~ - : • ': "; :!: ~ ~ ~ ~ Y r'; o: ..; :.. e: : "' t: , .. ~ \, r ·. : · v .. fr r .; c 1 :!: ~: e d c ~· ~ .Y tv, ~1 ~ €-c..~•·.r.~ :r: 3:·-,.\·-=~·"' ;:.~r1c•: cf re:=.,r-:. -,~~ or·=r v.c:e: .;:oo:~ cf 19~E anc ·;:~ ;~:: ... :~: ~a:er ~ev~:s w~i~· ~~re ~-~ ar: c.~ r~:re~ ~igner, resp~:tiv~~y. _, ~ .. :.~ ... Tt: r~~>:,....J ... fl'"tE-:E-u; ;~ve"'~ o:s~l-vt:~ c ... '·~r.; Fe: . .-~ars-''~arc"
:: = c , .. -= ; ~ v' f: ~. 1 r :a~.~ c 1 •
7~f r-~· ::f~~: r~~~1:~~ fro= th~ nat~r~ of t~~ ic~ :O¥t~ progressior W' :~· n:: :J~l~l~: b; t~e f0r~a~i0~ 0: &pe~:~-~; ic~ JB~5.
~_,··~r.c ~r.£. :~.~ .. ~~-v•=E· :.·:t·ioc fro.- 17 Fe:.-..~cr, ~c C :'::, .. :r 1S7: :r~c: tr~: '.~.~ C~\'t:o"' •.. _:.s ••c·r~:.::.n r.r tr • .o 1-··"tn" a::."""" :,.,.:: ;:,. ~.-·.:: a• .. r·-.-:..·• C: _ _ _ ,, _ :J .. .;J ... , -·- v .... . ,c ... " \,.' _ .... .;:1t:;, .. 1 .... "*-'- _....., •- t::-~ -c"' :~~to~~~~~=::: ~~ter e;t.a:lo~: wEr~ o~:J~~r~~d =~ ~ .~. ~~:.-~ pers~~re~. c .... r,:·r,;:or·~r.; tr.£ 'i:E; r·:v=f'ier.:: a: Ta.-..·lc:V" anc c.crt:..-c.,:~ir.; -:._r.~, f·to.-. rt:- ... E:;:s-::. fr:- ~t.~; ,:;:.;•,E-··a~ira9 5:a:ior., a:,e:,~atc ~rE";.:;.:,c~c ~;: er~.:.;...rec .~, ".!. rj. r ~c.\ : c,.. .
~~:~ 0r ice ~:.fr-~r: ~es ~r:l~::e: ce~~ee~ t~~ ~s: 9a~~~ a~c tn£ u:s~rea-tt:-r"·--~r.~¥=- o.: ~r:c i:€. ::c·":~· £:S~c:~~~ ... ~E-c i~ februQV")f ~97!:~ ~~~ ane:y:.i~ C'.: ·:e cat! ~!! ~1~·:~: :~ :~~~ re~:r. 7r~ cenera~ ~c~eticr anc t~E ae:a~1e~ · ... ,.. ... r• .. •nt:._ ~·- ri!.-·- .. ,..,'" ........ or =~~-~:l .... '":,a,..,.. tl' r"'c;.~·-·,·v-'· .d-.'"" ..... ~ ~·-t:' . .-J- .. ' _c,._ " _ _::. ... tf'"t, i::tu -~ d\. t.. 11 ___ , .. '":'- ... Cl)•
163
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,..,.. ~ •• ..., .. 01-
~ ."" ':".,....:.. .... ··,.-. ~ ~
·. :: .;. ~:·!-~~i;':~~~;.~:~ >.· ~ ~~~
Including the jam located just downstream of the gauge, a total of seven freeze-up jams were observed in a 19-kilometre reach at an average spacing of one every 2.7 kilometres. The locations and lengths of the jams are shown on Figure 2. The jams are numbered for reference. The lengths of the ice jams wete typically 0.5 kilometres with attendant increases in stage upstream of the jam between 0.6 and 0.9 metres. Jam 5 differed in magnitude with length of 1.8 kilometres and stage increase of 2.5 metres. Formation conditions for Jam 5 differed from the others and are described later in the text. The locations of jam toes were at constricted channel sections where bed forms became prominent or the top width was suddenly narrowed. The toes were frequently located at the downstream ends of islands.
Based on the spacing of the jams observed downstream of Jam 3, aerial observations of the channel and general knowledge of the riverbed, the locations of the ja~ toes upstream of Jaffi 3 were predicted in the fie1~ with rea~~~:~~2 acc~racy.
The regularity of the spacing of the toe locations indicated a re1ation5hip betwee" naturally occurring change5 in ioca~ bee! geor:aetry, tlle nature of the ice cover (i.e. strenfth), and backhater regime.
Th~ freeze-up profile base~ on stage levels observed i~ tne stud) reach, the bed profile an~ the ope~ ~ater profile are s~o~~ ir Fig~re 3. T~e locations o~ t~e ice me!surener~ pcirt! are 5how~ o~ FigJre 2.
Tne average slo~~ ar tne wa;er surface througr tr~ !t~c~ rea:~. base~ or opeG ~ater prQfiles, ,s Q.JJJ'~ d~w~3trear a~ Jar ~ ans C.OJJ£3 uts:re~· ..
s~rveyec cross se~:ions were a~ai1atie w~t~ir the stud~ r~acr fror prier stud,~£ or cper w~:er :rc:'1es anc tne lotatlo~: are ~n0w• ir. FicJre '· SE~er~: C~ tne s:u:~ rEc:•. ~ro~i sec~iO~! are p1o::~: ir rigJrE '
7n~ ~c:: rt=£'ime or. tne ~~a:e td\le•· r . .::s. be:::r. altere: b_. r_.:r:,-:_ €-::n:. .. G~,e ~~ en~. Tnf reCJ~a:ec ftlr~er flo~s are ~F t~~ oroe~ 0~ 1l2C rw s~:. aD~J: fiv~ times tht·n~tur~1 ~inter f~o~. Tne inPJ~ o~ n~a: t: t~E: rive~ fro& tne reservoir na~ res~ltec 1r a rea:t of VEar-r0Jnt G~!r wot~r be:o~ tne da~.
&e:~ee~ t'E ~.~.C. Senne~: Car. and t~t 7o~~ of P~a:e Pi1er1 lG:c!e~ 1r hl~er:e 4J~ ~~1o~e:res oownstrearr. tn~ f~o~ velo:itiet ~':~1' ~h~ Peacf 1\ive!" are toe r,ic;-. to a~iov. forrr.atior, of t::.ant tc tJan• 1~; ~~'.e" D\ fr;::ze-ove•or arDwt~ Gf snc;e ice. 6efore tne develo~~en:. ~ co~:1n~CJS ic~-cover use: tc.· forr. b> tht. irr:tia1 establishment of ir.terrritten~ i::~ CC\'E'!rS. wr·icr CoE: ... -i:te: 1o:a~ized u~s:~ea- prooression and evertJi1 for~et10' c~ a C~11t1nJo~! cove~. Sin:.: t•.rC:rve~t.-ctr~:: developmer.t, the ice: cover is estc::isr.e: by tr.e t.r.str£:a:~ro~-essi0r o; a s1ngle ice front or leadin£ edge h~,:r pr~;resses fror dD~ps:r~!~ c~ tne 7o~~ a~ ~~~:e F1ver to a point of ma>i~~~ a2.b~:e. or uostrear :er~1r~5
prior tc tne c~se~ cr r~iae"" sprin; weather.
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i
The location of the upstream terminus during a winter is dependent on the winter severity and flow conditions. In the eight~year observation period since the winter of 1972/1973, the location of the terminus has varied between 327 and 97 kilometres below the dam.
The mechanism of advance of the ice front at Taylor during 1979, as observeds is described below.
The ice cover progresses through an initial consolidation or packing of the floating ice pans until it collapses as a result of the force exerted by the flo~ and the gravitational effect of its own weight. The collapse of the cover or 11 shove" produces an ice jarr which bridges the river. The jarr. produces additional backwater and permits the progression of the cover upstream througn continued packing of the incoming ice floes. The cover advances furtner upstrea~ than previously due to the additional backwater until it collapses in another shove which creates a second jam upstrea~. Tne process repeats as long as there is sufficient ice supply in tne river. Tne average spacing between the jams in the vicinity of Taylor. as noted previously, is 2.7 kilometres. All the jams within the study rea~~ except Ja~ 5 were forned in this manner.
Tne collapse of t~e loosely conso1idated cover of frazil pans, required to increase internal strenath, alsc ini~iates tne movement of the more consolioa~et cover oo~nstr~a~. ~~rin: t~e s~oves tn~ ~ess of ice moves in a~ a~cordio~-1ike manner unt~1 suf*~cient resis:an:e fro~ t~~ c~anne~ banks an~ bo~to~ 1~ en:o~n~ere~ tG halt tne ~C\E~~~t of tne floe. lne ice sn:ve~ are observed t~ grJJn~ or grave~ bar5 anc 5idel 0: t~e c~anne1 t~ fcri. ice ja~:.
:r~ n::,·~-:~~.: C.r :r.:. ict: CO\'er fcr~.,..,f;!"" OOv.~s:rt:c~ du ... in~ tr.r sr1:1Ve:., if e,:=~~~\~. :ar m:YE a~ e>~S~i~; 2a- aa~~~:re~~- Lar;~ ice vo:u~e: are :·~· r~·=~3e~. cp ~~~~~ize:, lf t~f s~0v~. re~~~:·n; ir ~ ~~s~iy~ ja-·..J·-:,.·e\· ~:..h· .... :;:rE-O":n ja,.. ~ "'=~ f-e~::-~:: 1r tr.i: rr~c~ ... ;£ ... \-l·-.e:r c jer- c: trtE-
~C:f:ic• cz ~a~ E cc~lapsec a~rins ~ s~:\~. F1ve ~i~o-e~res c~ ice C(.~~a:-~e:' 1r,t:: 1.E ~.~io::1etru [·rO:.;(H,: e: s"t::::e ir.:re::se of 2.S r-·::re~. i:e r,d:es : :s ' ~=tre: ir ~e~cn: w~r; o~se~:e~ 1r t~~ rid~~~ o~ t~~ :•ar~e~- ~r;s :ar?e sn:v~ cre~~e~ ar ic~ ja~ ~r":r a;:~~re: :: ~~ve ~~~~-~:1~ c1o9;e: t~e c~anne1.
~ur1n: ~E2~~cr\-~~rc~ 1975 1 ice co~er ~r~gre~~e: tn•DJS" ~J:(e~sive 1 r~ez~-~; ~&~s-or tn~ Pease R;ve~ ~ear Tt;1o·. Fr~~ze-J~ ~a-:~=~~ a1so ~:~er.e~ cr r~:J~na~ssanc~ flig~:s t~:~~=r ~a~1c· ~~= tG~ :r~· c~ ?~a:e r: \i:"" ~~r .. f'7S. )r.o...:9"" nc deL-a..:-e: ::1E:s~t=-. .: .... :~ Y-f:,._.t c_,c-: ::~t;c, t."'f:
r~:~~r1s- c~ 1ce co~e· progressior is cu~s~cere: tc b~ :n~ s~-~ a! c~s:~~~~: ~:ove .
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tri:~?~! :~r0~gr
~=J~ :: :~e s~~ c~ _:.e• a~~ r:~:"f: 6 ~;~·:·~; ve:~~e. ~~e ice co~e~ s.::ess·~e ~·=~~= ~~:· ~:~ ~n:!~na r~sis:~~:E 1s
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The freeze-up jams within the study reach were formed through internal collapse of the cover, and, thus, correspond to jams in a nwide'' channel.
The theory describing wide river jams has beEn presented by Pariset et al (1961, 1966) and Uzuner and Kennedy (1974). Based on this th'=ory, there are several computer programs for predicting the equilitrium thickness of fragment~d or consolidated ice covers. In this ~~per, three computer progrM~ are considered to be capable of simulating the ice jarr. process on the Peace River. Brief but relevant details of each of the programs (models) are given below.
For the purpose of identification, the programs are referred to as IOWAJCE, HECICE, and LGLICE, each denoting th:: source and avc:iiability of the program.
IOW.!:l cr.: 140DEL
A corn~uter prograrr dealing with both wide and narro~ river ice ja~s ha~ been develooed at Jowa University. Tnt: prograr incorr.o:·c:t..e~ :r:e t.nE:C"".Y of ja~s h'ithir. ''narrm·:'' anc "wide' channels. Ca1:t.ic:ior.~ c:r::- c.crriec out for tn~ "r,arro\'1•· conditions (Tc:tincla:.o: lS77, ar:::. tfte •· ·r,=~ strengtn of the ja~ is tested by~ f0rce-~a~an:e. 1f :~::- ·~~~~:· is insufficien: :c witnstaG~ t~~ forces cf tte r 1 on, :~~· ··n~· solutior. is ob:e:in:: b, "h'1ot:' cr.cr.r·~ ~c" t"~C.·"'j :t_: ... ~.~·- c;~: t-?"'t-:_. 1071' • _, ~ ., i ..
~n~ n0ae: nas b=er GE:E:O~E: ~C~ ~ rc::e~:w•C:~ :~~~rt -- ~~-:::·: :~: s1ct:~. ~ir.:f; tr~: F{;c:E: Fi'v~~ c.;::: :.r:::~:·r.: ::rf !':.• -r·~=~=-r.;J:c!· , .. ..:: .-r.:.r-~,.- no•,r-~;:-.-r, -a'lC b"'" c·, -,:. c···r· -r.c. r·,-,·.:..• -·: c:·r ... ~.···~'•t.~_.,_ r"-~ ... -, .. ~·-· c· t...·-'';;;··•·:._'!:"--·;J-"" ..... ' -t... -_ ....... 1~ :' .. ._ _. ~""' ___ c __ _
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The variation of bed geometry along the river within the Peace River limits analysis to a single cross section. The critical cross section within the reach of interest, which is considered to produce highest jam levels, is selected by trial and error for analysis. Backwater conditions frorr downstrea~ are incorporated through adjustments to bed slope at the cross section. The model does not differentiate between the bed and water surface slopes.
The results obtained fro~ the model are transferred to the natural cr,annel sections by locating the underside of the cover. This is done b.) eqi.la!ing tne flm..- area, below the ice cover, of the rectangular se:tion to the natural section. Tne elevation of the ice underside in lne na~;ra~ section is obtained from stage-area curves. The simulated t~ickness is retained for the natural section.
~e ~ycrc~ogic ~ncineerinc Centre h~s modifieo t•e H~C-2 back~ater model \:: •r.:c,~·par-ate the ''wide''-rive.- jar. stabilitv cr~teria as de~·eioDed bv ~ :. , ... s.e-:: e: a i. Tne ba~Kwater car.abil n.y o+- the or091·ar perr:i ts · tne "' bt . .;:::ior· o• ice cover s-:=bili:y, wr.ile in:crD~!·a:;n; ool".r'is~rE:a- conditiur:s. h• ~a~a~~a9~ o+ ~~1s rnode1 over ~ne previously d~s:ussec mJael is t~at h~:l:~ c~r use ~&:vra~ river cr~s~ se:tion~ ~i:~Oui t~E ne~~ fer transforGs:~o~.
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The model employs the dimensionless stability diagraw. described earlier. However, stability is also assessed for juxtaposition of floating ice blocks (Pariset et al) and by the use of limiting flow velocities below the cover. Additionally, ice cover- is established on sections with very low velocities.
All three mode1s used in the study reach assume that the ice ja~ is floating and does not ground; ther~ is no cohesion within the jam; a semi-steady state flow condition exists; and that the uniforrr. flow equation is adequate.
PREPARATIOl\ OF INPUT D.O.TA
Tne cross sections neasured in the study react ard use~ in th~ a~a1ysis are 5hown on Figure 2. The Peace River in t.ne stud.> reach is v;idc- an~ shallow vdth gravel bars and secondary channels aroJnd tnt: island::. Under ice concitions, a significant portion of the cross sec~iona~ area belo~ the hater surface is fil~ed wit~ floa:in£ ice or carrie~ o~1 1 a small percer~aae of the f~o~. Tne cross se:~ions and flo~ were acj~ste~ so tnat only t~e ~ai~ channe 1 was re~resertet i~ t~e icE: ana'ysis.
IP orat:r tc sir.: ... lc!.E river staaes ir ~'lE ~:.1(j·. r€:a~r OJ~ t..c ic~ :a:;:-u;;. ice tnicknes~ an~ r0JC~ness 0~-thE b€:C a~c ic~ CO\€:r wer~ r8:J~r-e:. Messure-en:~ o; t~·~k~ess c: icE :o\er b~ :~~ river co~ 1 G n:: t~ r~=~ aJrins :~~ i:e-:a~ ~~Y~G:. C~E~~~c:1o~ 01 i:e st•·a·:~: a::r7 i·~ ~~-·~. t:,v.·c\'€""! re;e:2:E:: i:E t'~Ctr·~~: ge~.;;~·c~~}' •c!· .. ir,; :::::..to~.S" :.: =.-.: :..: ~~:re5 1r ~~E s:~:~ rec:~ ~y:e~: e: :ar 5. ~~~ s:r=·~e: a: ~2-: "=: ~:::>.:J: 5.:> r~:, ... t: :r--::•. S~r.-:E. tr~~ ~cc CC\e·· r"':::-:~r~: \·.·:r.;~ ~' . .:- ::.: ..... :.~ l ... fo~:r ~C.?' e:r<, C sr:,-: J:4 ~~"'1C~: ~- ~~r:-s- .. tr~~ \:.:3€-' ... ·,g: :r~:•·.::-::£: \~;\a!~ f1 .... - . ... . c.:-r~i:~r"'~: :: r,c.·~~ DE~' C ~ • ... !:-' ~: : :~ -2''"'-; .. t:'·-:.,.:r :.·· E'' .. _.:.: ·. • ~ -: •. : ... ~ • :.r--: 1r!:· .. r:::: c;,::::·-;-..;r~=::~:· c.L ·.:·!: :r-.:.r.f-:~E-! :~.' :::~' .... :.:·:~ .. ':' .. ·· D = r • ! \"t ·= ~ f• ~ : ~ [· r .S ~ :-~ , .. C: :- 1 .. €: : •• S ~ C "'·:: : ... .:_. •:. ~. : £ t ·; ~ : ... r " : • '" ~ : ;: £. : :- ,. £. •
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7:-.E re"'a:~or:sr~1; C.;~~.;-~ r'f:·"·~~:::£~ tC' S.\C~: t·~:.: :.t· .. ~r:·-r.:::' :, t.-~:rftt::• -r:;::...., C.'"'- .;+r"" - .: -- -~ -.- :-- ·p- •nc. •!i=-""' r- -~· -· .,_ . ,.. .... ~. r~ .. r ,. C:·-'-"-·~ "~""""'':...~ f·_: \..\.. .. ;:" Wt:"l.V(::=r· ..... _ v • ...)" ~:. !.-:. ~ .. c: ... ""' c..-:: .. ,·_. \-i_varc gc:...,;~ ·::.:::e::: ~-~.'!: i:~iOf:"t'=:re: d~·~·.·:.-~y~::~. ~~t:· , .. :::-;~"" ~:c::::c a: various flJ~~ ~!r£ e.5~-e~~e a: tn~ tw: s~"';~~ ;~~- ~~~:~ ~~~:~~a:ior work o~ c:e~ ~~:er be: rcj9~ne£s.
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where nb is the Manning's value for bed roughness; and Rb is the hydraulic radius for opeft water conditions.
The above method was applied at five cross sections in the study reach. Of the ftve sections, cross sections 117 and 121 were located in the middle of a jam, cross section 115 was located at the head of a jam, and cross sections 119 and 124 were located between jams.
The cross sections are plotted in Figure 4. The adjustments made to their area for ice conditions, as noted earlier, are also shown.
The roughness values were calculated using two slopes; the one obtained fro~ the open water profile; the other obtained from the ice/water profiles observed dJring the 1979 ice conditions. The latter was available only at cross sections located within jams. The results of the analysis are shown in Table 2. Based on the results, the roughness velues obtained for the observed ice/water slope at those sections witnin the jams were considered more applicable to the preseot study.
RG~g~r.ess at ja~ anc nor.-ja~ cross se:tions differed consister.tly. The re~g~~ess of both tne ice cover and tne bed are nigher fo! t~e sections located wit~in a ja~ or a~ tne head of ~ ja~.
Mean roug~ness values for ja~ se:~ion~ were C.CS~ an~ 0.09~ for tne De~ anc 1ce cover, res?ective1y. Si~i~~r1J. ~ea~ roJg~ness values for nc~~c- s~c:ions ~er~ C.0~5 and G.D6£ ;cr t~~ le: ant i:~ c:ver, respe:!ively. ~~e :e- a~~ nJ"-ja~ ro~g~ness \e1~es ~~~E ~e~g~:2: oy t~e1r resoectiv~ ;e:r;::.r.~ :c. ot:a~r. r.;ear, ro\JO:-lne.s.s va·~u~ ~c-- :'·€:' s:.;c,· rEc:r .. TnE: r;:::ar. .. ~ ... ~· ,..~~~ v:.~Je: 'for tne stud) ree::r ~-:~rE : .. ~~;: :i'tC- J.C7~ fo,. tn= be~ :::r: i:t: cr-~~!. res:•ectively, ;r,es= ve:·,.,e: v.-~,~~ ir;;:~: tr H~C!C~ an: .~ ... ::: r-"';~ .. s. fu, .. tr:e lOr.L!:~ £i"7_~c:i:.:~r:... :',: r~~i.,~'~'1f!S.£ vc.~ues a: tn~ ~::-_:~:: .. 11:~ !~::.,!.·r: .)'.ere e~:-1:_ye:.
~-· .·c:•Jr! C~ ~~e·ft~:er l~vels ~::t~r !~~ s: ... :. re::::r ~ere r~d~ fGr tne s·n;:c c·s:~arge C1 165: ~Jjset, S1nCE r10~ \cr~~:~an: hEr! 5~5~1.
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IOWAICE simulations wer"' made at cross sections located at the head of, or within, the ice jams. Simulations were carried out for the rouo~ness values previously determined and the somewhat lower values suggested by Tat~nclaux (1978). The simulations were made at the cross sections using the water surface slopes from the open water profile for 1450 rr
3tsec.
Between cross sections located within the jams (117 and 121), the ice/ water surface slopes obtained fro~ observations were also used i~ the analysis, The results of the simulations are shown in Table 3. Tne ice/water levels obtained by using the calculated roughness values were close to the observed levels. The use of different slopes (Table 3} a: the ja~ sections did not appre:iably alter the results. ForcE ba~an:e calculations indicated co~lapse of narrow channel5 and tna~ t~e ja~~ were of the wide cr. anne i tJ•pe.
DJrin; the HE:l~~ sin~lations, it was found that the ice t~ic~r~s: a: so~e of th~ do~Gstrear cross se~tions nac tc be increase~ aoGiE :~e r.:.:r:ir.:.;:- stable tr.ici<ness tc provide sufficien: ba:b;c;te•· :.~ c:t:a1r stabilit} at :ne section of interes:. Tne ice cover t~J~ tr~c~~net ra) be cors~dere~ tc re~rese~~ an ice ja~. Tne HECJC~ frEeze-0: t~0z1:~ a~~ locbticr c~ jars ar~ p~e~e~tec 1~ ~acle 4.
;..:trtOU£~ :r:~ :-:r!CE: sir·~lc:~c~, r;~·o~J:e-: C i:C:-:::t"·c:",f: .-!-~~:€--v: ;:r:.7~~C tC ~!"1?~ G:"3e:·v:;: v,1~r.ir. trte s:~=~· rt;;::.,r. ~: C"";C. r•:-: ir·::cD:£ :---; ;~·£:.2r.:~ o: tn~ ~c:~~ ~~;0~ :rc~~ se::ior 1~~. ::~ 'a~~ ~~r~ ~ir_ t:~: J:~:~~-R o: c r{. ~ :. £ E: : -~ i c r ~ 1 ~ \',· · , :- ,. = : , .. : ; : ~ r.: E- ,_., = -~ ~ ~,.. = (" ~ r ~ r:: :- ' . : - Y" .=. = ...
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REFERENCES
Beltaos, S. (1979): Flow Resistance of Fragmented lee Covers (lee Jams) Proceedings; Canadian Hydrology Symposiurr,, October 1979, Vancouver.
~ezr.ikhovskiy, R.A. (1964): Coefficients of roughness of bottorr surface of slush-ice cover, Soviet Hydrology, Washington.
?ariset, E., and Hausser, R. (1961): Formation and evolution o! ice cc.vers or; rivers, Trars. EIC, Vo1. 5, No. 1.
~a··ise~. E., Hausser, R. and Gagnon, A. (1966}: Forr.ation of ice covers a1•C ice jarr:s ir. rivers, J. Hyd. Div., Proc. ASCE, Vo1. 92, !\~. r\Y6.
:t::··.n, ~., ar.a L.:isver:~ R. (197S): Sirru';a'-ior, o.r 1ce Car.c~tior.s ir. ~·-~ar.rs:s. Pro:::.ee-c~ngs of tne CSCE S;Jt:cia~t.f C.or,feren::e: or Cc··-;)Jte'" t::'1:::.a:ions in ~ycrotec~nica~ anc Municipal En~ineerirg, Maf 197E • ... ~H"'O"'."~C.
:t::.··_o. S .. Pc:.u, L.S .. cf1C c:e:::er1:, !='. {l93j;: P.e::er:. 1rr.:t·c~·e:-er,:s ir k ... :-£:rl,::;· r.:~,d:::-:~ir:? c· F.~ver !:e:. Pro:. \\1on:sr:::: or i-iyoroJ·ic ~~:i~:a~:e: t~ F~ver :c~. s::~ ~wr~~ngto~. 0~tarlt, 23- 2~ Se::e~ter
·-. = ... r' •
. ~.. ; ~ .. : .· . ~.
. -. ' . ,. . ~ .. . . ' '"' - .
::_r: •=.!"' ... -2:: ....... - • ... . ~
..................
. . ..._~ ... . .
. - .. "
.. .......... < ~ •
f
. !:
--~/1 -~
L J.": ... ~ ·~r. .. :- ~· ;.
. ........ . : ' ,. ''~- .. ...
TABLE 1
MhXIMUM FREEZE-UP LEVELS OBSERVED DURING FEBRUARY - ~1ARCH 1979
02SER\'ED VICUilTY
. ,--1\.)._ gauge P" ~ + o.;' ~
n,. , .... t,· . -P" i ..
"' E-! -. .: ::"'.' ' ~ ... ! -
:: '/ ! .:
!.· . ~
E'·: .. 1:'
~., ~-tu .!.. i
l3 ,,, .::
......
II~ TH~ OF
172
t'.;'..>:i ~·~Jl'-: Wf.. ERi 1 CE LEVEL (GSC) (rr)
406.7
407.50
!l[.3C
, "' ... ,._ . . ,. - t-.'"" ..., ... ,. .. ~ . : .. c~:
I
l I
r1 1 ""'"'_. ___ , !
J MWJLJ4 •
• •. •I
• ~ i '
l "lH(.J~i ~~ Mflt .. . .~r
'·! • t -;.
•i • t •. f
j '!
f I l i
. I l I
} Q l
' ' 1 l 'l
! ~ i t
1 .-.~
I I
' \
lJ. I
--·--·"
,, .
. ~
"'*
~
.... I·'
.:,.-'" .. •)! .• ,· ~' •
'
I,
I id.I I
Ptllii11HII '.'> /\tilt II I 111 l! nu ·, '• v /\I 111 ••
{ 110'.', \1 I I lilt! 1111111\! P I fl, 11 7 11 q 121 124 l
llt•,• 11.\1 lJ" I)Ct•t j•,) 1 J1 11! I 1·1 1111 1115(1 7RO * 1450 t
._I li(H' ll·;··d fll'lll 1111\tltll I !11'1 II flll\tltll I \•II il I I fT ON fl CII/\NN[L OPEN Clt/\NNrL W ITII ICE OPEN CHANNEL !.!lVIP COV[R
l·ll\ I I t• ',IIJrfl\1 I Ill V/\IIOfl •11 l. ~l lll?' 11 111?.11 410.'i 410.3R 410.38 406.7
i\VI'f,l'fl' ftVth ·lllltl" H ( 111) I, r, 1 • () lli()_(, ~or, . fi {'i(i. q 2qq 'I 299.1 490.7 I'·'' ,,, .... I f'l". I Ill' tiJlPll II ( nl) 10.(,/1 I" o l?.C! 9.11 n.4 8.4 8.3 \•'·1(«'1 r foe" llfl'· ll'f•,pu
( . l1 f I I II', •• - ... pI I l till v {lit/-:) O.llB 0.113 0.113 0.5fl 0.111 0.41 0.48
I o.nnn!it17 n.onn;nn n. nr11 SH? O.OOO'It19 0.001025 0.001220 0.000363 1
(Ill) .1.11 ?.Oii li.nn 1. 73 2.55 2.90 1.48
t.J (Ill) 1i ~11 • ~li?. 1 :vtr; .n J!iS.S ?R7.2 287.3 477.8 I ... I Jill• I'\ Pd i1 VPl';J IJP n. ( 111) 1. I 1? II. ?111 J. ;•n7 3.571 2.464 2.485 3.124 hvtlt .nJI if' p,1t',111'" t {If~ I
·'Itd l'OtlflhtJr><; r. I (f' Jlh (Ill) I . rl Ill I . llllH 1 . 4 ill 1.905 1.452 1 .449 1 .823 (fi\'1 1 J'I'rl c;nrtion<: h (1'1) IJ.r;?fi fi. jCI 1i ll.(tHl 5.5'12 3.917 3.934 4.942
v (Ill/~. ) 0. r,H/If) .(,II r,pr, .H!11)7J . 7'145 .6946 0.6908 0.6149
n. (). 00()!1 1 O.OfiHGH O.OQS57 0.06650 0.0850 0.0890 0.06619 1
llb O.fl!ifil17 0. ()Ill (iq O.O!iROO 0.04373 0.05917 0.05992 0.04605
n fl. rJ71JilO 0. Wi(tf11 0.0711Q?. 0. 05S71 0.07236 0.07432 0.05662 0
• i •"VI '""''' 11tJI1 l~'ll'lit·r>d d11" to Jqfn•t·llilln nl ,lt,lJIII~"I ;11"11111111
i •.l.wd.
NnH: \~ - rhnnnPl widl;h, II .,. flow dP.pl.h, V = flow velocityt S = water surface slnpP. 1 - irr> c·nvrr thirknrr;s. R. ~ hydraulic radius due to ice cover, r.
1 - hvdraul ir: r·Mliur; dur bPd, h J flow depth under ice cover, v = flow
v•~lor:il.y undPr icP r:nvr>r, n. =Manning's roughness for underside of ice covr>t', nb,... i1annitHJ's rottqh1\ess fot· bed, ilnd n = Compos1te Manninq's rouqhtH'ss for br>d 1111d ice.
0
. ~ .. •··· ~·~·~tiifl!:i~:~\f,\11.it~~~· ~, ... ·· J~,!~~~i'~·F}·~4fflt.~f(i!f· ... •:..,_ .. .. ~~,n~~~ ... ! • .,~1. • .:-~, .. ,-.t.·.. t ~4~,·· ., ;-1~ •. 1-', ~r~·~ :/"';.l:' .. -1. r. • •i"·"' J. • ,. 1. ~l· • _.;,.s..t~~!~
. ·~I'' ·~· ... ,{;\.."• ,t(.J.;!.tliW·: ·:· \ •• .:1 t•,~. 'i\..' .. il t' ~~ ,,;\;rt{~\~~!i~(li"' ' . ' •. ··.: -. .rf:··~!lf.t'~'~ •• '11· •t?J' ·• ''·t'' .. . • . . ! .,., t,tLr •-tfJ -~· ..... ,_. 4 ~ ,· • .. t~ ._!' ~J .. 1··~ • " '' /1. ~. ·-! . 't
• ... • • ''• • ',.. .- s ~ {'" * ~ '1' "r . !.;11· I.'!:· ;;,~\f..,~~ ~J' •••• I! ,!,~··Jt:t!~J·/ ~~.~··~" .• ~ '·; .f,,. ... .t,'~' ,; 1< 1 , J' .. it, .. t • t ~r ·n:•. t "f' • ~f,tt·~ .. t.e·~ t· " ..\ • :"( ,. •'
# .,. .. • 4 t ,tf-P't".~-- ;r.l""'t~··f .. : . t t • l # .... -:. • }J;.;:.' .!"". ·"'! 1 .. 4t..)-h "' ,. ... ..~.J.r-.wr·r:r;-;a~ X'".J;.··;,*" l* • .. jl .. ~oo. __ .;r , ... ' '••' .... 1 • f"" • t,at -.. .. .., • ,:. ,. I, , • j ' 1• ~
"'4 #I ~ l t • 'I- 1 .. \t. ~t_ 1
1) -t- ... ~'I_# ·~ J"'tWtt. t,•, r.C,~f_,.-) ... .J .-~ .;_ 1'- \ 1 f ,. .. -.. , t ... J , . .._ •.• ~ •,1 'IJ''I' ...... 1.• •. , _... t· • • , " r , ,.,. ... -.
I)
Location/ Cross-Section Number
122
121
12C
117
1E
112
. ·
TABLE 3
ICE/WATER LEVELS {m) SIMULATED BY IOWAICE PROGR~~
..
Observed Levels GSC {h.)
409.5
439.&
41G.~
L.l2.1
4~;.c.
t.•- ,. .• =' • .:
Slope Fro~ Open Water ProfilE
Roughness (Tatinclaux, 1978)
408.24
409.08
40:-.71
~~1.2~
t.'~ ,.. I ..:: • \J ....
I'- I r,. '-!:Jt-,C ...
--
Rouannes~ ,_ hl -, , , a~.: t; ',
4J2.c3
4J9. l E
41;:,. 19
I'-. ~-
-... t J • I .~
c- ~· t- • ~-
'~ . ---!4-o . ' .
Slo~e O~served ~Jrin: Ice Ccnditions -R~~chness Rou~~ness (Taiin:lau~ (:c~le t:
197E.;
~os-.2:: 4 '"'~ ~' ..:~ .. I .
lt\1<1.~!1oill!'0!!:$1';~
3 ;1, ! I '{ 4
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.... I
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' ...... ~;;~ :-. ::' .. ,_· ·,• ..
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t •t fU• i
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~ 111 , •• ,, •
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to
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n 114
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f\ '·
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ll !"I
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f1
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1'1' ~I jlh
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\lilt ttn.
1 ... 'UI
t•., .. "
4t ''· If
Hi .'1'1
I",I,I•P
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4' \,If,
11'•.411
:'H.on
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J71.1tl
1.'( .. 11
,, ·-- ~ \'1
un• •• l4
r, t• ... ni'J
,., .. "'' r, \ft,nn
144.111
:'11.'. 71
r.ln.,r •
1/tl
ll,ll
n 1q
0_._.111
"·'~
n I"• n,jn
f\ ~ •"'
n,t>'l
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0.1" 11. ~7
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n. 11
n.n n.Jn n.JR
n. lJ
n .... m n.tn
l".tl•~•l II, .. ,
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t.1q
7,4'1
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1.7"
t.r,n
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0.7R
1.''' 1.41
nJ," 7.nr, 1.6<1
) .47
O.'l4
fl. 7'1
n.r.4 1.11;
] ,rlq
n.7tt
7. '~ o,r,n I. 7~
0.114
2.70
!~I :thllity ('tlf'l'fl
y
],(.4
1.1~
:;>,4(,
:>.~'i
1.77 1 .•.n '. 'ift
O.ll"t
1,'17
1. '" 0 .r.l
1.111
l.r,q
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7.07 :> :>.n 1 7
J. '1
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l,Q] :>
7.40
2.~4 7
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2.'i'i '1
1.1~
1 •' t,."' ,\,. ra 1•·t'"tt ·• ,,.,,. thlrt-t"~" 1 "' '1•r.:ftT'•"11'1 ~"1ion. i .. o~- ... , ;mn h"<*'ittim
~~ -¥P::aw: ¥Ci444J .......
. . ,,
0
LOChTIOt\ ( CRDSS SECTIOh)
12~
1 ""'~ :. . 1 ... ,. "'"'
• <' 'I •
• 1 -;.:.
TABLE 5
COMPARISON OF SIMULATED ).CE/W.A.TER LEVELS AND THICKNESSES (m)
OBSERVED ICEjv;,!.TER LEVEL
40£.7
' ..... ;. ... . .
ICE THICKNESS (Table 2)
1.48
IOwA ICE 1 ce/\\ater 1 ce Level Thickness GSC (m) (r.j
2.25
- ,.. . t.. w:.
. . .
..:.:-
-r···~--~~--· .. ·~ ·-.. --.~ .. -~-,·~-~--<···--"'·--·-:·· -- '<•<< ..
l -
HECICE 1 ce/Water Ice Level Thickness GSC (m) (m)
406.7 *
4:J£~ 57
I,, , , -...
t. • ,., . .:..,, :. .
2.59
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Introduction
The intent of this paper is t~ promote discussion on hanging ice dams and the collection of d.ate. which are relevant to the analysis of resistance to river flo1-J,
Manitoba Hydro is monitoring and/or observing the process of freeze-up and break-up over a hrge river system whicn could serve as a p.-ototype for the stud) of the r2si~tance of ice to river flow.
The collection of field data is expensivE:, so it is essential tha~ we obtain and/or d2velop efficient ways of collectinf: relevant data for the Cin.-:Jlysis and understanding of the various phenomena of ice fon~~a: ior. a,:! break-up.
We, at Manitoba Hydro, are not research s.:"ien:is:s nor u the ccrp:~ra~ion 6tructured for research. However, in our c!ay-t~-day operatic~ wt enc~unter ice prcblems a.nd the better our understandin~ is, ::he more su:::es;:fd c-;:operatior. becomes. Thus we invite sug12~Hicn~ or. data co!le::tio~ a-;.:! l!$
interpreta::ior., an~ are prepared to fr<:ely si',are fo:- m:Jt ... a: be;-?·.: :h.: resu!ts o: o~~ work.
In 196t wher: th,. de:is1o:- rr.ade tc j:.~oceec ~·~ .. ~ t l,"' ~··:--=· \.'3~ ...... -~ c eve~ opi.:e nt o: Lh<' ,...._.,-~'j..~., .. ?\::so:- rive:: sy~te-;.~ :#':" " i.!.: !" €: ' : ~·-:.. a· V••..J:4 .. ••.- _
' J
-----------------------
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Consolidated ice thickness, Heavy slush ice thickness, Light slush ice thickness, Snow cover thickness, Depth of \Oater, Static water level and ice level, ~ater velocity profiles under the ice accumulation.
~ater surface profile~ are required frorr. a point upstrearr to a point do,..~strearr. of each apparent constriction. Measurements should !>e spa:-ed a:: 150tr. to. 500rr. intervals. Elevations should be taken at ead· of th~ s;:l~~t-?c ice survey se:tions.
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can only be taken as apprcximBte values.
REFERENCES
l. Macdonald, E.G., and H.R. Hopper "Hydraulic Model Jamming During Diversion of the Nelson River: Engineering Institute of Canada Annual September 15-17, 1971, Quebec City, Quebec.
Simulation of lee Presented to the
Gen:ral Meeting,
2. Simonsen, C.P.S., and R.W. C:.srson, "lee- Processes During Construction of limestone Generating Station", Presented to the- Thirc National Hydrotechnical Conference, May 30-31, 19~7, University Lava~. Quebec.
3. licppe:r, H.R., C.P.S. Simonsen and ~.J.S. Pou1ier, ••churchill River Diversion Burntwooc River lo.'aterway ~·inter Regime", Presented to the Tr.irc l\ational HycrotE:chnical Cor:feren::e, May 30-31, 1917, University
Laval, Quebec.
il.. .!a!"5€!"q F., and A.G. Kt!luk, "Xa::a~a:: Fa:l~ Cor.tro~ ::::ru.:t:..:re DesiF•· an~ Con~:rurtion Asp~cts'', Pres~ntec tn tne 3ist Can&~ia~ Ge~:Pchnica~ Conferenre, October lE-20, 1978, ~ini.iPe~. Xan:tcba.
. -. ' . !
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t.
l
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TABLE OF CONTENTS
Foreward Table of Con\~nts List of Participants
Session 1: Free2e•up Processes Chairman- S. Petryk
Ottauouechee River -Analysis of Freeze-up Processes, D. J. Calkins ~nd Ci. Goo,·h
F~rmstion of Border Ice in the St. Anne River, B. Michel, N. ~c:s.:otte, F'. Fonse::a, an, 1 G. Rivard
H~c~auiic 1\::>.;;?!'H'less of Fre~ze Ul' lee AccuM..:!atio.,s: Nortr ~as~otche~an River Throu~h Eo~onto~, R. Gerarc anc C. Ar,cres
[x;e•le~=e wit~ River Ice at the ~:~estone Site, F .. ~o. C:.· S.)r
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EXPERIENCE WITM P.IYER ICE AT THE LIMESTONE SITE
BY l .. V. CARSON-
1. INTRODUCTION
Limestone Generating Station w111 be the fifth hydrc~lectric site to be developed by fo'tanitoba Hydro on the Nelson River in Northern Manitoba. Its location is shown on Figure 1. It will have a head of approximately 29m and ten units of 126 ~~ capacity each. First power is currently pl!nned for the fall of 1988. The general arrangement of the ccrnpleted structures is shown or. Figure 2.
The sequence of construction activities and heights of coff!rdams are governec: by river ice conditions wt,i ch are more severe than at any of the ~~~viously dev~loped Nelson River sites •
il'li s paoe.. 1s intendec to fonr an upda~e of two previous papers 1 •2 or t:'le p!"oject. with conc.er.tratior. on ~hE- descriptior. of the ice conditions expc·,~nced sincQ the construction of the first stage cofferdam.
~.s described ir some o~tail ir tne- f:'"~viou~ Pc:lers 1•2, ice a~cu;:.:~~:ior or the lowe· Nei sor Rive• is c VC•:es: or ice- ja- p~ogress1o~ uvive· ff()l"" tne t\e~ sor: Es-:.uary, fe~ oy ice f~··e ·c-:.f:: ir. the s~·. f: o;:;:r, river. !r,:.:-Hser. ir. lrtcte~ levels duE to the 1c.~ C~::v:- ... ~a:,or. a~e ty::··;c~11) aoo;;~ lC' rr., With scr.,e a .. eas as mu:::h a~ 14 r. a!:Jov~ no-;;,a~ SJ:rr..e~ ie .. ·e1s.
5t:4'c-e th"- cc···s:'":;c:·ior o! Ke:-::,e Ge·.e .. o~,n; Statior., ice S'~~cra:in; po:er·t 1a: e,·• ste: trcr Gt:11 LakE to hu::sor Sa), a d1 san:e or sooe 23C krr.. The p-oe:.::: i o:- o~' enormous vel umes of fraz~ i ice frO("' this oper we:er a~ec: cause::: tnt ice ja~ to prog·ess as muc~ as 2~ t~ u~s:rea~ of th~ Kett1e si:! DJ ~~·ira"'s enG, or A total o~ ~orne 175 u. frorr hudsor. Baj.
M:.e .. ~"l€ ir::>our:j~ent of Ke-.~1e Ge:-.e-atin~ Sta:ior.'s fer::-..:.\ ir !~"':.c. :r.~~~· 1:::e ::=:~~!: .. .,;as fo:-mec o .. !!'\£: reS!:"'vc~r eaf"ly eve'"y .r:r.'..e" a~:::"':.;; e~ 1rr·:'l::ec t",S o~e~ 90a:e~ Hcc "r~ c.or.tr'tht:in~ ice tc· thf io.r.:- .. :,.:;_-:~ c"" t!"r ,..~,e~. f..:.! rE!>ult, the ice jarr P'"C~ .. ~ssior: slow:-:: c.c..•s,oe-a!:.': c'·~ ~.vr.::a:ty e ... =e= :us-: c~.-·'s~:-~a,.. o~ !'1~ :.:>'"'S Sp'"'u:e s1t:- !~cr: 2: ,,. cc,.'".s:rea~ c-" r~~:;~ l*~·t: .. ::.:·.; S:at,or.j H· t'1f yeHS 1970 to lS7i.
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ict ~: .. ·e·ct~ns c~== "':·:·.·::::.· c! Lon~ Sc-u~e. tt•e'"'efc:: r·?: ~= ~~ --:: ~=:~:. -:-~~~ :n~s~ i~:;~r·~:r:: : .. s:·:· w:!. ~€::.fle• o~ no~ th! i:,e jc!'" t~ .. ·=: :- ... ,: ... :: tt:. r'•.-.;:.- r• IT• •• ..\1"' .... , .... ;..'(er• ,,.,.. ~ ... ~ ,... ....... ~ ... nr- 4..,.,c .,·r:--.···· .• •. ••.!:., - .. ,C
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During this t1me, an estimated volume of 70 000 000 m3 of ice passed through. the 360 m wide diversion channel between the end of the c.offerdam and the south river blnk. Only minor darr.age due to ice gouging at the corner of the cofferdam ~s incurred. The resistance of the cofferdam to damage was attributed mainly to the surface freezing which had occurred prior to the arrival of the 1ce jam.
Lattr, the ~c.e front resumed its upstream progression and eventually reached w1th1n 2 km of the Long Spruce cofferdam before the arrival of spring. The maximum water level recorded that winter at the Limestone c.offerdarr was el 70.5 m, which correlated well with the hydraulic model simulation of el 70.0 m, for comparable flow conditions.
Jr. the spring. the ice behind th! cofferdarr. became grour,deo as predicted by the hydraulic model studies, and there were large a:-~as of stranded ice 5 to 10 m thick. Fortunately, tne strong f1 ow of water past the end of the upstrea!f' leg c1 eared the area .r..e:-e c.ornru:t ion of the river leg was to resume. enc work wi!S able to start let~ in June.
1977 • 197E
: r. the fan o.t 19i7. the Lons Spruce res£: '"VOir We s irn:.::.~.,de::. anc !~ exr€-:t!c, tnE: ice fror~ p~ogr-ession ir, the ens.:ins ~o~inter was mar~edly s~c•e" t:-,an i!' p-eviot:s yH,..~! Tile winte~ wa~ ver) rr.i1d, a:'IC the ice &ro~: only rtc:ftec tnE foe: 0& th~ ta~ids belo~ the Li~es~o~~ CD1fer-da~ cr.: cic nco; p;::;res~ tr.roJ;r th£ d:versior! channei. The rr~x1f";r "'eter 'eve~ w~s a;;~·~ox~r:.~:e1) e1 E5 ~r., or only aoou~ S ~r. of s:a;in~ above o:::e· w::e• cor,cit1ors.
lr tr!: s:::"i"': c~ !;"':, e~e· ~Muor tl'le ice die no~ rea:r it.s rr,a)·.rr.;::::::="·'!~a' t:-1:itr.eH, t.O"sicc·at~e vo'iu':les w:rc left stre:n:~e: u trt~ ~re= w:-.e·: lit':)~, w;: tr. rt-:;,.Jf!l~ o~ ~ne- oow"strsar. lee o~ t"'~ cc4'fe~:a~.
:n~ iCf: dE:'~y~~ ti'H: '"es.r;~·,o• c~ ,..:):"l until eari.\ -J~o1). ~e:,.tu"a:e1_., t~.E: c:..rs~,.u~t~or s:h:o:w~e •c~ re~s:•'iabi) fiexib1£: 1r. tr.a: .r;r,a' _ve:· i:": th~ c: ... ~:.:,.ea,. ie; wa~ s;i:1 cor"";-ie:ec before tn€- o".H: c~ ;-""·:e ...
&.1 !9~e, the ::lf::i~·or tc L'~s::.n~~ ::o~"S~~uct~or· o# t!'H' ~' ... ~:::r: ::.'or·: t'·=: :;:;~· ii•3:J£ ~.• "'.c.~~:::~: l..~.:~c., !"iC ~tl~ e"S.li~": ...,r·.:.e~ ,.::: ~J;~ ~. rs: CJ' !':i~"Y t!".ra ... ;" W"'1Cr. tn£ :.::f~E:rCi:" w=s tc:· rer.i!H ..
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reasonable amount of freedom of operation in response to load demand,
and yet avoid both surface and groundwater flooding in the Town of Peace
River? As groundwater flooding occurs in response to increased river
levels, at a lower level than that which would cause overbank flooding,
and stays for the longest time, this shou1d be the pri~ary consideration
for atte~pting to control the freeze-up level. lf this c~iteria is met,
then there should be no occurrences of surface flooding due to dike
overtopping from stage increases as the ice cover forms.
The limited groundwater level data available shows that a Peace
Rive~ ice-covered stage, for the particular cover th)ckness attained in
1982, of between 11 and 12 m (Elevation 315.8 to 316.8 m; 1036.1 to
1039.4 ft) maintained the basement flooding condition in \-Jest Peace
River until mid-February. BCHPA's releases during this period \'Jere in
the order of 1690 rn3 s-1 (59,689 cfs) over the period 9 to 20 January to
provide a constant discharge to let the cover gain strength; and varied
from 1930 to 880 mls-1 (68,160 to 31,080 cfs) until 16 February when the
releases were cut to in the order of 1000 m3 s- 1 (35,320 cfs) in order to
lessen the groundwater flooding in West Peace River.
\Jhen the Gt1S releases were reduced following 16 February the
groundwater table dropped over a period of 12 days so that it
corresponded to a gauge height at the USC gauge of approximately 11.0 m.
The corresponding groundwater 1 eve 1 was in the order of 10 6 4 rn {See
March 1 levels, Figur·e 1, Sheet 5 of 9). The baser:1ent flooding problem
abated \tJith this decrease, with the exception of perhaps five homes.
This suggests that the maximum allowable Peace River stage following
f~eeze-up should be in the order of 10.0 to 10.4 m; or Elevation 314.8
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to 315.2 m, say 315.0 m {1033.46 ft) is the maximur:~ desirable river
elevation. If all the basement elevations in \Jest Peace River were
known, it would be a simple matter to determine the maximum allovJable
river level, but they are not.
The emphasis placed earlier on the particular ice cover thickness
for 1982 should be noted. Different cover thicknesses, generated by the
manner of freeze-up, for a constant dischar·ge will yield different
Maxinum ice levels. However, as the freeze-up in January of 1982 was so
unique, possibly giving an upper bound to ultimate initial cover
thickness, use of the 1982 data should prove conservative. Observations
from future years, hence different initial ice thicknesses, .may refine
this rather crude analysis and allow BCHPA a little more flexibility in
operations at freeze-up.
An interesting, and rather unique analysis of the Peace niver
freeze-up levels by Carson and Lavender (19BO)(B) of Acres Consulting
Services Ltd., gives an indication of the allowable Gr1S releases,
attenuated to Peace River, that would produce the maximur.1 desirable ice
covered level of 315.0 m. It should be noted that while their analysis
~1as based upon leading edge stability criteria for initial iee cover
formation, the figurl! they produced described completely (with only
minor assumptiors) the entire event at Peace River last year, including
the secondary staging due to telescoping of the ice cover. From their
figure (see Figure 2 of Ref 1) for the above allowable river stage, the
maximum value of the parameter (Q/8)213 should be 2, which corresponds
to a discharge at Peace River Town of about 1350 m3s·l (47,675 cfs). At
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this point in time it is not known how much the releases from Gf1S
attenuate before reaching Peace River Town, therefore it is suggested
that 1345 m3s-l (47,500 cfs) be the maximu~ constant discharge released
from Gt1S to arrive at Peace River with ·~he ice front.
Figure 3 shows an open water flow travel time, for a discharge of
1345 m3 s -1 , of approximately 42 hours. Therefore the fo11 owing mode
of operation for G~1S for the 1982/83 freeze-up period is reconmended:
1. non i tor the rate of advance of the freeze-up front towards the Town of Peace River, paying attention to changes in the rate brought on by changes in atmospheric conditions, in order to be able to forecast when the freeze-up front will reach Peace River Town within 48 hours. For this purpose, it is recoMmended that t-1ile 255 (Birch Island, just downstream of Six f1ile Point) be considered as the 'arrival' location, as the area is ice jam prone and could affect the Town. During this period allow BCHPA to operate GMS as load de~and requires.
2. Hhen the ice front is calculated to reach f1ile 255 in 48 t-ours, restrict Gt1S releases to a maximum of 1345 rrt3 s- 1 to allow the discharge releases to arrive at Peace River coincident with the ice front. A snaller release, to conserve winter storage in Williston Lake and for conservatism due to the rough nature of the guidelines through \-Jhich this estimate was made, would be acceptable, but not less than 1000 m3 s- 1 • The discharge should preferably be held constant, or at most be allowed to fluctuate 42 m3s-l (1500 cfs), providing a release of 1345 m3s- 1 is not exceeded.
3. Closely monitor the groundwater levels in West Peace River {Alberta Environment has established three recording wells for this purpose), and if basement flooding becones immanent, reduce the releases from m1s fully realizing that it will take 48 hours to have any effect at Peace River Town.
4. P.s was initiated in January 1982, the ice cover fornation discharge should be held constant for awhile! to allow the ice cover to gain strength by freezing. Twelve days were allowed in January 1982, and it is recommended that a similar time be allowed this year.
5. L1llowing the 12 day ice cover strengthening period, slowly step up base flows .and peaking to normal operations in response to load demand. Peaking releases should not exceed base flows by too great an amount, though there is insufficient data to recommend limits at this time. If basement flooding begins to
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be a problem, revert back to the operation on the day before the releases which brought on the problem, and consider that the maximum releases until breakup.
The above proposal is not as conservative as it could be,
considering this will be a first attempt at setting the ice 1 eve 1 and
it aims for the maximum allowable level identified at this time. Data
taken from this event should be able to refine the analysis, perhaps
imposing further restrictions, or perhaps lifting some.
Emergency pO\'Jer generation requirements throl!gh the formation and
12 day period should be made up fron other sources if possible. The
Committee ~till have to discuss, before the need arises, the advisability
of large sustained releases after the 12 day period.
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REFERENCES
1. Northwest Hydraulic Consultants Ltd., (1982), 'Evaluation of 1982 River lee Conditions at Peace River', Consultant's Report to Technical Services Division, Alberta Environment, May 1982.
2. Fonstad, G. 0. and 11. E. Quazi , (1982),' Status Report and Prcposed Ice Jam mitigation Plans, Peace River at Peace River Town 1982', Alberta Environment Report, Technical Services Division, River Engineering Branch, March 1982.
3. Nuttall, J.B., (1974), 'Report on Ice Breakup at Peace River, Alberta, 1974', Consultant's Report to Technical Services Division, Alberta Environment, July 1974.
4. Si noti n, V. L., ( !973), 'Recommended Practice for Combatting Ice James', U.S. Army CRREL, Draft Translation No. 400, Hanover, NH., August 1973.
5. Fonstad, G.O., (1981}, 'The Explosive Demolition of Ice Sheets', Unpub 1 i shed M. Sc. Thesis, The University of A 1 berta, Edmonton, Alberta, April 1981.
6. Andres, D.D. and &.W. Saaide, (1975), 'Ice Breakup Observations and Mitigation at the Town of Pea~e River, April 1975', Alberta EnvironMent Report, Technical Servtces Division, River Engineering Branch, October 1975.
7. Hade, HD. Jr., (1966), 'Operation Peggy' , U.S. Army Corps Of Engineers, Ala.ska District, Anchor~AJe A1a$ka.
B. Carson, R.K. and S.T. Lavender, (1980), 'A Discharge/Water Level Relationship far !ce Cover Stabi1 it;' 1
, Proc. Workshop on Hydraulic Resistance of River lee, Canada Centre for Inland Waters, Burlington, Ontario, September 1980.
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