CRREL Report 83-30, Ice Sheet Retention Structures

©~~~[L
REPORT 83-30
US Army Corps
of Engineers
Cold Regions Researc h &
Engineering Laboratory
Ice sheet retention structures
.
I'.
-
~
,
CRREL Report 83-30
December 1983
Ice sheet retention structures
Roscoe E. Perham
Prepared for
OFFI CE OF THE CHI EF OF ENG IN EERS
App royed lor public release ; distribut ion unlimited
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CRREL Report 83·30
•• TITLE
2. GOVT ACCESSION NO
•• RECIPII!NT' S CATA LOG NUMBER
•• TYPE OF AEPORT a PERIOO COV!!:RED
(_dS"bllll.J
ICE SHEET RETENTION STRUCfURES
•• PERI"ORNINO ORG. REPORT NUNBER
•• CONTRACT 0111 GRANT NUMBER(.)
AUTHDR(.)
7.
Roscoe E. Perham
PERI"OIilMING ORDANIZATION N""'E AND ADDRESS
•• U.S.
Army Cold Regions Research and Engineering Laboratory
EL.£MENT. PROJECT, TASI(
". PROGRAM
AREA a WOAK UNIT NUNBERS
Hanover, New Hampshire 03755
CWlS31725
". CONTROLLING OI"I"ICE N""'II!: AND ADDRESS
OATil
". REPORT
December 1983
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Ortice of the Chief or Enaineen
Washington, D.C, 203 14
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(Conll"". on ' ........Ido /I noc_ •• ItO)'
. .d
1""11". ,.,. 1>100011 "<MOh,)
Ice control Slructures
Ice sheets
Ice meet retention
20. A_",Acr~..... _,. ..... _ ... ",._ •• ..., __ ldMtI"'''''&lo''''~1
Ice sheets are formed and retained in several ways in nature, and an understanding or these factors is needed before most
structures can be successfully applied. Many ice sheet retention structures 110at and are somewhat flexible ; others are
fixed and rigid or semirigid. An example of the former is the Lake Erie ice boom and of the latter , the Montreal ice eon·
trol structure. Ice sheet retention technology is changing. The usc of limber cribs is graduaIJy but not totally giving way
to sheet steel pilings and concrete ce lls. New struct wes and applications are being tried but with caution. lce-hydraulic
analyses are helpful in predicting the cfTecu or structures and channel modifications on ice cOYer formation and reten·
tion. Orten , varying the now rate in a particular system at the proper time wili make the difference between whether a
structure will or will not retain ice. The structure. however. invariably adds reliability to the sheet ice retention process .
DO
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IJIIMn
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1E00TlOM OF I NOV f,S IS OIl5OC..OE
Unclassified
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PREFACE
This report was prepared by Roscoe E. Perham, Mechanical Engineer, Ice Engineering Research
Branch, Experimental Engineering Division. US. Army Cold Regions Research and Engineering
Laboratory. h was funded under CWIS 31125. Sheet Ice Retention Structures. It was technically
reviewed by James Wuebben and Darryl Calkins ofCRREL.
The con tents of this report are not to be used for advertising or promotional purposes. Citation of brand names does not constitute an official endorsement or approval of the use of such
commercial products_
ii
CONTENTS
Page
Abstract ...•........................................................................................................................
PrerlJte ........... "............................................ .....................................................................
introduction ,.................................................................................................................... .
ii
Natural ice ~eets ....................................................... .......................................................
I
Choosing an ice control structure .......................................................................................
Flexible structures .................................. ..........................................................................
Ice booms .............................................................. .......................................................
Frazil collector lines .....................................................................................................
Fence booms ................................................................................................................
Rigid or semirigid structures .............................................................................................
Pier·mounted booms ....................................................................................................
Stone groins .................................................................................................................
Artificlal islands ...........................................................................................................
Removable gravity structures .......................................................................................
Timber cribs ..................................................................................................................
Weirs .................................................................................... ................... ......................
Pilings and dolphins ......................................................................................................
Structures built for other purposes ...................................................................................
HydroelectriC dams .......................................................................................................
Wicket dams .................................................................................................................
Ught piers and towers ..................................................................................................
Bridge piers ..................................................................................................................
Breakwaters ..................................................................................................................
Ice control no t using structures .........................................................................................
Channel improvements .................................................................................................
Ice sheet tying ......... ............. .........................................................................................
Ice sheet bridges ...........................................................................................................
Conclusions .......................................................................................................................
Ute rature cited..................................................................................................................
Appendix A: Ice control structures ...................................................................................
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IlLUSTRA n ONS
Figure
I . Aerial view of early winter river ice in the Niagara River ..........................................
2. Aerial view of an ice cover beginning to arch across the Ohio River at New
Richmond, Ohio ... ...............................................................................................
3. Typical ice boom arrangement ..................................................................................
4. Cross sections of ice boom timbers and pontoons ....................................................
S. Typical ice boom anchors .........................................................................................
6. Plan view of the Lake St. Francis ice boom built in 1981 .........................................
7. Plan view of the Allegheny River ice boom built in 1982..........................................
8. Synthetic fibe r rope ice boom .................................................................................
9. Fraw collector lines ................................................................................................
ill
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3
S
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Figure
Page
10. Fence boom across the Mascoma River, New Hampshire .........................................
13
11. Pool formed by the action o f frazil ice (In a fence boom .................... _....................
12. Monueal ice control structure ............ _.......... ........................................................
13 . Fixed ice boom at Sigalda Reservoir. T m gnaa River. Iceland ..................................
14. lnlet structure at Hrauneyjafoss Power Canal, TWlgnaa Rive r. Iceland ....................
I S. Ice control gro ins on the Bwntwood Ri ve r, Manitoba, Canada •...............................
16. Ice control groins and booms on the Pasvik River. Hestefoss, Norway .................... _
11. General plan and location of artificial islands, ice booms and light piers in I..ake 51 .
Peler......... ............................................................................................................ .
J 8. Cross sections o f artificial islands in I..a.ke 51 . Peter .................................................
19. lce-anchoring islands in Lake St . Louis, St . lawre nce River, nea r Chateauguay ,
Canada .................................. ...................................•....•......................... .............
20. Rock·fllIed scow stabilizing the ice cover in Soo Harbor, Michigan ..... .......... ...........
21 . lce-liolding timber cribs in the Narragaugus River. Maine ................ .............. ........ ...
22. Stone·fllled timber cribs and concrete caps used as lighl tower bases ...... .... ...... .. ....
23. TImber weir ...... .......... ... .................... .... ...................................... ......... .. .................
24. Two -mcter-high ioe control weir on the Israel River , New Hampshire .....................
25. Stone weir used with experimental ice boom , Chaudiere River , Quebec ..................
26. Weir and stationary grating on the Chaudiere River, Quebec ..................................
27 . Ty pical section o f a navigable pass portion of a wicke t da m, Ohio River Lock and
Dam No. la, Steubenville, Ohio ....... _.............. ....................................... .............
28 . Ught pier built in 1968 on l..ake St . Peter , Canada ....................................................
29. Ught no. 14 on Lake St. Clair, Michigan .................................................................
30. Steel light tower on Maumee Bay, Lake Erie ............. ...............................................
31 . lee sheet retention by tying with lines, Mississippi River . Prairie du Chien, Wisconsin, 19 81 ................................................... ........ .. ...................................................
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ICE SHEET RETENTION STRUCTURES
Roscoe E. Perham
INTRODUCTION
During the winter in northern areas, ice U$ually
covers the lakes, rivers and streams. In the riven and
streams the ice cover is often initiated by 'mallei particles called frazil, which can develop into masses of
slush and anchor ice. Frazil ice adheres to the screens
and grates of water intakes and severely restricts or
completely blocks their inflow. Municipal and industrial water supplies are affected . and a few hydroelec-
tric plants have even been shut down by frazil ice
blockages. FrazjJ does not form when the water body
hu an ice cover. Consequently. if a stable ice cover
can form and be maintained . these blocka~ can be
avoided. The use of navigable waterwaY' in winter
can also be economically beneficial if the Ice cover
can be stabilized.
The purpose of this report iJ to describe the structures and techniques that are used to help ice coven
form and persist throughout the winter. Structures
bUIlt for this purpose may be flexible or rigid. Some
structures may be built for other purposes but may
also help in forming or retaining ice covers. Some
techniques of ice control don't involve structures at
all. This report gives examples of each device and
method; complete information needed fot detailed
desiSOI is available in the cited references.
NAruRAL ICE SHEETS
To understand how structures can be used to con·
trol ice, one needs to understand the principles that
go'l'em ice coyer form3tion and maintenance in nature. The physical phenomena in'l'Ojved have been de·
scribed in detail by Parise! and Hausser (1961). Oevik
(1964) ",d Aih.oo (1980).
AI the onset of winter, heat illost from water bodies to the atmosphere through natura] and forced
(wind) convection, evaporation and radiational cool·
ing (Dingman et al. 1967). For most engineering pur·
poses the net heat transfer can be approximated by
the product of a constant coefficient and the mean
temperature difference between the water and atmos·
pheric temperatures. Studies of natural cooling of the
St. Lawrence River found a mean value of22 .5 W/m1.
for thermal conductance from the water surface
(Mclachlan 1927). Before an ice cover can form, the
water on the surface must cool to the freezing point.
After an ice cover forms, the heat of fusion (from Ice
growth) mwt pUl through a layer of ice before reach·
ing the surface. 10 the rate ofheat transfer is reduced.
Snow on top of the ice Is effective thermal insulation.
and it can rtduoe'ice growth dramatically.
Btcause water is denleSt at 4°C, colder water in
lakes tend. to stratify above warmer watee. The ice
cover can form while much of the lab contains rela·
tively warm watee. Wind cm increase the coolinl rate,
but It can also mix the wiler to a greater depth so that
much more of the lake water is affected. Beside,atmospheric temperatures the time of freeze up and the
completeness of the ice cover ace affected by the size
of the lake, the amount of water Oowinl thtouab it,
and the wind condition•• Some very larF lakes, such
u the Great lakes, almost never freeze over completely . One consequence of this is the presence of Iac&e,
FIgUT~ I. Aeriall1iew (looking do'MmslTtlIm) of tDTly winter ril1eriU;1I th~ Niagara
RiW!r ~/ow the South Grond Island Bridge. 171£ rl~r it flpproxlmat£ly j20 In wid£
fit thfJ location, which Is about Jj km do'MtrlJlreflm from th£ Lake Erk Ice corer_
Exc£pt for th£ whitt'st ke /lot's \IIIfth clt'Grly dt'/lned edits. Iht' let' floes devi'loprd
solt'ly within this muir. Ind;,idIUlI/1O£I, malus 0/ /ltHl, and partl)' solidified
mflUeJ aln be seen. The mallu ntar the lefl shore may ha~e received UJmt snowfall: many of Ihem exhibit the Imoothtr edgu Ihat wually come from rubbing
against border lu.
platelets and agglomerate into clumps of frazil slush,
gaining sufficient buoyancy to risc to the surface.
Here they deveiop into ice pans and ice noes, which
movt with the water currents (Fig. 1).
The formation of an ice cover on a river from these
ice noes is described by Parisel and Hausser (1961).
In reaches where lhe [nean velocity is low (0.15-0.3
mls) , an ice cover will grow from the banks out across
the river as it does In a small lake, mainly by the hanlontal propagation oflce crystals. If the mean stream
velocity on the river is 0.38 lOIs or higher (Mclachlan
1927), the ice cover forms instead by the accumulation of Ihe ice noes against a downstream ice cover or
other obstruction . If the ice noes formed by franl
masses are numerous and the water velocity is not
100 great, lhe noes will jam mechanically in a neck or
narrows o f the river and form a stable iet arch (Fig . 1).
The upslream edse of an unconsolidated ice cover
will proceed upstream until II comes to a river reach
where the velocity isabout 0 .69 mlsor veater. lIere
the hydrodynamic forets al Ihe ice edge begin to
ClUJ!: noes to be drawn under. Larger floes are generally more resistant to these forces. This phenomenon, one of the mostlmparlanl faclors In let control.
has been investigated by La lyshenko (1946). Pariset
and Hausser ( 196 1). Uzuner and Kennedy (1972)
nlted ice floes, which Ire moved about by the. wind
and have a ttigh polential for damaging structures.
The wattr in most riven and slreams is in the turbu]ent now regime and is continually mixing from
the surface to the bottom of the river, so the tendency
for stratification Is overcome. Conditions are isothermal at all depths. Border iet along the banks indicates
Ihatln ice cover is trying 10 form but the current is
swift enough to remove the ice crystals growing at
the ice/water interface .
Afler the main bulk of the wllter has cooled nearly
to its freeZing point, It can lose heat quickly enough
on a clear, cold nigh I to become supercooled by a
small fraclion of a degree (Sch~fer 1950, Granbois
1953,Devik 1964,MicheI1971). Frlzil appears in
the water and grows rapidly. By heat exchange, supercooled water lowen the surface temperature of submerged sohds such as rocks, roots and metal objects
10 lhe freezing poinl and ~Iow . The ice patticks adhere 10 these solids as wtU as to each other . tn this
way underwater ice accumulatIOns get their start on
the streambeds and Wiler intakes. As wlter changes
to Ice, it gives up ils latent heat of fusion (333 kJ / kg;
144 BlU/lb) 10 the surrounding water. and the supercooled slate for part of the now is dissip:lIed. TIle
rree-moving ice particles usually grow as disks and
2
riew (looking downl(reom) of an Ice com(0 arcl! aeroll the Ohio RIm' O( New Richmond.
Ohio. 'nIr ice tran'port OtIptlciry of the rilltr U betn, rro
Figure 2. AtriJll
~innlng
dwud by bordtr lee powlnllllon, the i(Uide of th e MM
lind ler rfll trainfld on thfl OUilidt of th lt bltnd by Itlltrlli
Ipurllh protrusio nl. Th fl Ofnn wstu mtanl that tht
dOVl""lream iCt palled through the na"OWI; the iu immtdla tely upltrNm hal wedStd in th e narrowllikt a byIIont.
stroog winds can break it up through wave aclion and
seiches. Under certain conditions, lfwater is drawn
from I lake through a power canal, ioe floes can be
be drawn into subtmrged intakes by now currents
(Stewart and Ashton 1978). After solid ice becomes
03 m or greater in thickness, its chances of breakup
by wind are Fnerally small.
A river ice cover is normally retained by the moreline and prolruding rocks or islands. Submerged rocks
on which anchor ia grew when the coYer formed can
reslr.in ice in shallow rivers also. When the riYer
water le~1 drops, the ice co~ r usually does not mow:
downSlream , because the ice remains in conlact with
the shore through jagged hinge cracks and more line
irregularities. When the water level rises. however,
the ice sheet usually breaks completely free from the
grounded border ice. The curren t drags the ice covtr j
wind drag can be quile large when the ice sheet is
large. The cover will move downstream Wlleu it reo
mains engaged to gross shoreline irregularities , islands,
rocks or well·rooted trees leaning inlO the water (and
inlO the ice). Bendl in the (iver can also prevent long,
sl1wgllt ice sheets from passing.
and Ashton (1974). Theoretical considerations sug·
gest that the Froude number Fr al lhe ice edge is a
criterion for whether or nOllhe noes are drawn under.
Enluating field observations for several Canadian
rivers, Kivisild (1959) found this to be borne ou t at
an aytrage value of
Fr
V
= ../iii
"" 0.08
where Vc: mean stream velocity
h'" wlter depth at the iet edge
g z gravi tational accelera lion.
Other criteria for the stabiUty of the unconsolldat ·
ed ice rover consider the width of the river and the
thickening of the ice cover by tee shuve and pileup of
ice floes. These are given also by IJarise! and Hauuer
(1961) and Pansel et aI. (1966).
An y open wattr upstream nol caused by thermal
effluents can continue to generale fralil ice, which
will be drawn under the ice cover and depos.itrd there.
These deposiLs can cause a hanging dam to develop,
restricting Ihe fl ow capadty of Ihe river. Unless the
open water area can be made smaU enough for the
franl developed there to be readily ass.imilated by
downStream portions of the waterway. it will be a
contin ual source of trouble.
Ice covers generalJy fonl1 quickly and easily on
lakes, but ice prob lems can be found there, too. A
cold wind blowing over an open lake can generate
fralil ice that. for instance. has clogged waler inllku
7.5 m or mort detp (Devik 1964, Foulds 1974). Ew:n
afler 1lI1 ice C,:OVC'I has grown thick enough to walk on,
CHOOSlNG AN ICE CONTROL
STRUCTURE
fee control structures often simulate naturaJ pro·
cesses. Many characteris tics of the waler body must
be considered in chOOsing a sui table ioe control structure.
Hydraulic fl ows in riYers and streams can be ana ·
Iyzed by compuler. and programs that conlider flows
3
The th~ expansion of ice can affect these SlruC·
lura. Like other .soUds, solid iet shrinks as it cools
lIld expands as iI warms. Ice that bas remained cold
for a considerable period or time and then uodugoea
rapid warmln&can apply substantial pressure to Ice
conlrolltrudures thai ha¥t little or 00 compliance.
For elUlmplt, an Ice sheet between a concrete light
tmw:r and the shore un expand 10 apply heavy laleral
loads 10 the lowtt.
Structures on lakes can slso recthoe impaCt loads
from lot Ooes. Becaux wind and wa~ action can
cawe Jee to raft upon ilself,' moving noe. call be
several b~s thick. A lower without a pro tective
dprap skirt to dlsiipate the kjnelie energy of Ihe ice
can be in xrious lrouble.
in tho presence of fce, such :lS the HEC-2 program for
ice..c::ovtred walerways (Calkins et tl. 1982), ate now
available. This program can be vet}' helpful in loca\-InJ IUId airing an Icc control structure and predicting
its performance . UplCream and downstream channel
modifications can be studied as well.
The relalionshlps by Parisel and liaUS$tr (1961)
l1ld Parisetel aI. (1966) for the fonnatfoo of Ice
covers:tIe very useful in desipling ice controL stIuc·
IWes. They wtre used 10 guide englneen designfng
the Churchill Falls hydroelectriC project in an area
DOled for frazil ice md icejams (AtIOnson l1lel Waters
1978). The most important factor for lhis pIOjctt
was reliability in maintaining winter flOW'S; reservoir
dike height and dlannel size were &1.10ogeoonomic
faclors. A Iwo·levd foreb3Y with a gated control
struclwe between the levels was selected. and an ice
boom was located upstream of the structure. It Will
ca1cula ted Ulal the frazil lee forming in open water
upstre3Jll could be contained beneath the ice in Ihe
forebay. Three winlers' operations of the projeCi .
two of which were at fuU or higher flows. were higWy
successful. indicating thai the design criteria were
somewhat conservati¥c.
Most ice control structures. such aJ ice booms,
simulate the upslleam edge of an existing ice cover.
TIlat is, the ret' noes noatingon the surface and mov·
ing dllwnstre~m with the watt'r currents collect agamll
I floating barrter and are held against it by the water
now. The waler conlinucs aJo", btntath the barrier
unlmpeded. Where the mtet velocities are 100 rugh,
ice noes are drawn under the fce edge by hydrodynamic effects, and the flow vtlocily must be red \.ICed.
nle ChaMel could be widened OJ deepened. a weir Of
sill could be installed downSttC1m to deepen the river,
or the now rale could be reduced by a now COOlroJ
dam . Flow control dams lire more efficienl down·
strewn of the site becluse the .educed flow is accompanied by a water level increase. An Ilpstream con·
tro[, howevcl. causes the water 10 become shallower
at the site. which tends to counteract the benefit of
reduced VlIlocitin. After so Ice co~r has formed and
solidlfted , It can usually withstand the forces and ef·
fects of I return to the higher flows .
In some locations (mainly reservoirs) the water
)eve) can be beld fairly coostant, but waler must some·
Limes be spilled. Ifiet followed it over the spillway,
the dlsdta.rge would lllmost ccrtainJy create an jce
jam. At such a location a futed boom could be used .
Structures llke artifkial islands, light lowen, grow
and timber cribs function like Wands or boulders.
Artificial islands are generally armored with large
stones to resist the impaci and abrasion or moving
ice . MOIl stationary ItructureS, bowever, haye a layer
of Icc that develops at the waler line and protecta
them agalnst this damage.
FLEXIBLE S'fRUCIl}RES
f1eKlble. cable or wire rope structures are used to
hold noating Ice batrie.ts in p13te. The structures
themselvet are compliant but strong, and tJleir ability
10 lilfctch or Oex in respoosc 10 lhe impact or moving
icc sheet. has prevented failure (Perham 1977). The
thermal expansion of iC'!!, which is of greatest coocem
in rigid structures such as dams (American Society of
Civil Engineers and United Slates Committee 00
Luge Darru 1967). has a negligible: effecl on nexlble
structures.
They are l*d on generally acce~ble bodie¥ of
walt'. where one musl can Hal ice in winter while per·
mitting unrestricted water use dwini the warm months.
The ICC oovt'r they help form and &tabi.Jiu prOttC\.s
w:1I~ intakes and navigation channels against execs·
sive ice encroachment .
The most Important advant9ges ofnexible Stluc.
tures o1le: I) Ihe main structural components usually
have a negljgible effeet on water flows: 2) the struc.tures
(except for buried anchors) are readUy imlaUed prior
to the ice season and removed aflerward ; 3) the slluc·
tum can Withstand the pwing of ice breakups-: 4) a
varielY of .undardJ1.ed components are aYailable. ror
a WIde rangeorloads;and 5) Ibeslructurescan be
worked on using common maritime equipmenl.,such
as barKtI, cranes, WtJlChCf and tugs.
"'" boo....
Ice booms are lhe most widely used type of sheet
ice retention structure. The first such wuttureswere
loog booms of logi chained or wued end La end into
liang line IctOa;: a water body. The lOIS proVided
nolation.as weU as struc.tural. strength. Sometimes
several logs were boIled !ide by side 10 obtain sum·
cient flotation . nle booms were anchored onshore
and 10 bOOm doeka (tod;·ftlled timbercribs) in mid·
stream . The Irash booms used al hydfOelec.lric plants
4
Figure 3. TypicoJ iet boom
Qr1tmg~menf.
to keep floating debris from power canals are similar
and may have been the first 10 use a continuous wire
rope for structural slfenglh.
The most common type of ice boom consists of
large floating limbers held in place by a wire rope
structure and buried anchors (Fig. 3). The weight of
the wire rope structure and junction plates is carried
by supplemental fl 03ts.
velocity for a st raight, 3-m-deep channel was 0.46
m/s. This value is also optimum for the deeper but
somewhat irregular Beauharnois Canal ; the smooth
ice cover that develops there allows efficicnt power
generation In winter (Perham and Radiol 1975, Perham 1976). In se veral major installations the mean
velocities vary from 0.29 to 0.75 m/s (Bryce and
Berry 1967).
FuncliOtl
Boom components
Boom structures can be installed across a portion
of a river or across the entire width, according to the
amount of control needed. The floating timbers intercept moving ice noes , f raw slush and brash ice to form
an unconsolidated ice COYer upstream of the boom.
Within 10 days the ice cover usually becomes consolidated. To be effective, an ice boom must restrain an
ice cover at the surface without restricting water flow ,
and it must move up and down with the ice cover.
An unconsolidated ice cover develops most rapidly
when the water velocity (bringing ice noes to the
boom) is as large as possible without causing appreciable quantities of ice to pass beneath the boom.
Cartier (1959) determined from field tests thai this
AHhough ice booms vary in function and appearance, their wire rope structures are similar. The wire
ropes to which the timbers or pontoons are connected
are solnewhal longer than the spacing between the
anchors, giving a boom its sca1loped appearance. In
existing booms these lateral ropes are longer than the
span by values ranging from 6 to 25'.1>; the greater
length lowers the tension in the lateral rope .
Individ ual wire ropes are connected by steel junction plates Ihat are supported by buoys or floats.
Galvanized wire ropes are often used for longer life,
although the strength of the galvanized wire is 10%
less than that of uncoated wire when new.
Figure 4 shows a variety of ice boom designs. De-
5
HOllow or
St •• t ptot.
Foam I".i6I
-_I
"
a. Reclanguw pontoon boom.
c. Single rectangulor timber boom.
b. Round rimbeT boom.
r.~~!~·.~":S,~'n t h.tic
St •• 1
"",
Plastic
T...
D~
Flotation Cot lot
Rope
e. Synthetic fiber rope boom.
d. Plastic tube boom.
f Double timber boom.
Figure 4. Ooss sections 01 ice beom timbers and pontoom.
6
g. Double stul pontoon boom.
~ ,~
- 1/ '\
"
T
~
Pip. I'I)nloon
V
"'\
~
...9
h. ShetJr boom.
Ro il inG
/. Wooden pole boom.
"'"
k. TriIJnguiaNkiTted pontoon boom.
i. Shear boom.
Figure 4 (cont'd).
7
Iqinjoretd
Column
•
a. /JtxJdman and pedntal (end, land).
Wi.t Ropt
b. Deodman and wire rope (end. land).
Flt tnforw
Conert'l
'.:~
Riprop
.
".
c. Sheet piling cdl (end, in WQtt'l").
Ir. eo~olld
,and
Co¥erld
,
----
--
I
Rt intorc:td. Pial •• Lorr
",eo,Cone •• lt BaIiOl
/
d. Stul Qnchor (midpoint, In WQtt'l"j.
Fpe 5. Typiad ~ boom anchors.
8
Conerilf
GrOUI
Aoc..
. i lh
GrOUI Lo,.r
Orlllfd Hoi,
f' .
f
Grollfl!d elwin (midpoint. i/l ....'atel' ).
Grouted weldmefll (midpoint, in wattT).
C' OUOtom
n
g. Piling and CTQl$betlm (md, midpoint.lIlnd. in .....ater ).
Figurt 5 (CO" t 'd ).
signs h. i and k have been used as shear booms lo r
waterborne trash and logs; the fl oating material is ex·
pected 10 sJide alonllhe upstream face o f the boom.
The proper combination of buoyancy and slabUllY
can be determined through tests and anaJysis (Perham
1978). Wooden timbers can lem effectiveness by be·
coming water.logged (Perham 1974).
Anchor types may vary 011 anyone boom and from
OI1e boom to the next . They use the strength of the
ri~rbed and bank ma terials. A structure thai reaches
from shore to sho re will have anchors onshore and
sometimes aJong the rivtr bottom. The anchor lines
fro m tJle river bOllom to the fl oating parts are gener·
ally about 12 times longer than the water depth .
Typical anchors are shown in Figwe 5. The cell struc·
ture IS sometimes used at the midstream end of a SpUl
boom . which reaches only partway across a river.
Forcts on booms
The forces on the icc boom come from several
5Ourcel : the drag of water nowing beneath the icelw •
the drag of wind blowing over the icef•• the momen·
tum change of water diverted by the upsueam ice
edgefp' the momentum of ice floes accumulating at
the ice edge 1m , the downstream component of the
weight of the ice cover f and the combined friction,
cohHion and material shearina
draa at the shoreline
"
f , > which opposes the otherl. That is
r.
The dominant forces arefw ' f.> and f, ;f, is usually
large enough to support the Ice cover without the aid
of the boom after the unconsolidated ice cover is
three 10 four times as lona as It is wide. PariseH and
9
HaUlIer (1961) and Michel (1966) JiYO escel1ent auid&nee in estimatin. boom forces. Before usiaa this information to deli&n a boom, one mould obtain water
Yt:locity dala for the expected ranae of disdwaes md
loo.-tmn wind data for the lite. Abo, one mould determine If lhennal effluents or ship effects will disturb
the ice COYer upstream of the boom; a resuhina open
water lead oould allow the ice sheet to rotate, which
could increase ice loadina on certain parts of an iee
boom.
The ice cover upltream of the boom should ltabilize
in euly winter and eliminate the primary source of
fmil ice.
The Lake Erie ice boom, located at the head. of the
Nlapra River at the eut end of Lake Eric:, is especially
effective. The boom increases the suenath and reliabil·
Ity of the ice arch that forms there every winter. The
hydroelectric plants downstream have almost no control over the flow at thallocatlon. The boom is highly
cost-effective in improvina the reliability of e1ectrica1
production (Perham 1916).
An experimental boom for the Chaudiere River in
Quebec, Canada, it described by Uarnas (1965). The
boom wu like. horizontaJ rope ladder with steel struc·
tural channel aections ror rungs. The spaces between
the runp were filled with wooden blocks. The two
parallel 25-rnm-diameter wire ropes were anchored to
heavy ooncrete structures at each shore. The arrangement was expected 10 relain ice until a now of 201
mJ Is (four-ye.r flood) was reamed .
The ttlt boom at the Montreal ice control structure
uses a synlhetic fiber rope (Fig. 8). The 0 .18·m-diam·
eter braided rope wu made from nylon and polypropylene plaUc and has 10 supplemental notation
sleeves spaced &1ong its length (Morrison 1972). The
MteT velocities varied from 0.61 100.16 m/s.
ExiJmp/~$
of jlafble boonu
A representative Ust of flexible Ice booms is Biven
in Appendix A. The larpt boom to be installed in
recent times Is in Lab St. Francl.s upstream of the
Beauharnob Canal in Canada (Fla. 6). It was designed
to accommodate .hip navigation and was extensively
tested u a model (Boulanger et a!. 1975).
A boom of similar construction was built in 1982
on the AIlepeny River upstream of its connuence
with Oil Creek at Oil City. Pennsylvania (Fig. 1) (Deck
and Perham 1981). 0iJ City has along history of Ice
jams and Ooods. Deck and Gooch (1981) diJcovered
wae deposits offrazil ice downstream of the connu·
ence: in a deep secUon of the river. The acc:umwations
especlalJy restrict nows from ioe brealcup on Oil Creek,
which precedes ice breakup on the Allegheny River.
Howi901ion Chonl'lel
C4r"~d
Figur~
_.0)
6. PlDn view of the Lake SI. Fhmcis ice boom buill in 1981 .
10
Floolir19 SI..t Pontoon
(0.4 x 0.91_ 6.1 In)
;..=-=-~~
Floot
.•. _.
-.;:
-: .
.....
fr
Flow
Dirtction
Otj
.
Weighl
,
.:
..:
Figure 7. Plan view o/the Allegheny River ice boom built in 1982.
Hgure 8. Synthetic fiber rope ice boom.
II
.
a. A,17TIY o{ lino (4.9.. 15.2 m1-
b. Resulting let cover.
F"rgure 9. Frazil coOector linn.
and frari1 ice noat on the strearn'ssurface. the entrapped intentitial ..ater is practically stationary and
freezes quickly to form an ice COYer over the entire
line array (Fic. 9b);even 6- and 8-mm-diametcr wire
ropes are buoyed up by the frawlce accumulations.
It seems feUible to COYer a troublesome open water
reich of a canal or Itream with one or sevemsetJ of
FruD coUeclor lina
Frazil collector lines, which are still experimental,
are arrays of lines made from nylon, polypropylene,
polyester or we rope (Perham 1981). An may is
anchored in a strearn, and active fraw ice freeul to
each line (Fig. 9a). Ovemlaht accumulations 10 to 12
an in diameter on each line are common. ~ the lines
12
steel 01 synthetic liber lines. The ideal L'OlIIbination
uf wlil length and frequency of umts needed to pm·
tublt further soper(·c)()ling h!is not been determmed .
Ir Ihc hnes are naturally buoyant,a set can be an ·
chored whert they will rrtele into the ice sheet with·
out being buoyed by rrl7il ke. they would then be·
L'Ome a rem rorcelllen t and I means for supplementaJ
rcstr:nnl.
shape it takes in response to the hydrodynamic and
staLlC water pressures actina on it.
Active frnil generated in the stream attaches to the
vellical bars and evenlually fills in Ihe spaces between
the bars fruill the streambed 10 the surface. Water
nows con lin uously. so the frazil ice blockage causes
the water level upstream of the boom to rise and overOow the blockage. This , in tum. increases the eleva·
lion of the region that can be blocked by frazi! ice.
Eventually a pool is created upstream. with water
l10wing over the tup of the fence boom (Fig. II). An
Ice cover develops and progresses ups tream until a sur·
face now velocity of 0.69 mls is reached.
Field tests showed that the boom works well. but
it has been tested in only one mountain stream. A
problem developed where the streambed eroded be·
neath part of the boom; armoring may be needed be·
neath the boom.
Fentt booms
A fence boom 15 an experllnental structure supporled across a strealll by Sicet cables and resting on
tht Streambed (Fig. 10). The fence boom has little ef·
lect un Siream nuw belOIt Icing cunditluns Slart. lIS
appe:Hance IS Ihat of a shi lled "IUW fence or a wooden
gr:lIe. It is stab le when (.'OnnCClcd Iu single anchor
points buried III clich bank because uf the curved
Fig/lrl' 10. Felice bou", (1.2
In
highjacrou rhe Mascofllo River, N.II.
FiglU" II . 1'001 formcri by the action of frazi! iet> on a fence boom.
IJ
The operating levels for the booms were determined
by model studies and analysis of the backwater effects
due to the formation of the ice cover downstream in
Montreal Harbor and below . At these levels the luge
quantities of ice expected from the lachine Rapids
upstream can be stored beneath the ice cover.
The structure was designed tWng dam technology
to provide high structural integrity. The booms noat,
but they are not allowed to tum over as they might
do with a flexible rope structure. In spile of their
strength they are susceptib le to damage by the con·
centra ted impact loads o f moving ice sheets. AJso,
the opera tion of the structure is affected by the same
hydraulic factors as the other booms.
RIGID OR SEMIRlGm STRucruRES
Rigid or semirigid structures mayor may not have
mOving parts. They are appreciably more rigid than
a typical ice boom, but their deflection in response to
the horizontal push of an ice sheet is on the same or·
der as the deflections that develop in the ice sheet.
Because these structures arc generally unyielding,
they are particularly susceptible to ice sheet Impact
and thermal expansion loads. The state of the art in
design: today is generally based on the conservative
values of load and stress developed for dams and
bridges (Carstens 1980).
Pir:r-mounted booms
F7xed booms
Reinforced concrete beams of great depth are used
at some reservoirs to restrain ice while woter is being
discharged over a spillway Of into a canal. The spillway barrier shown In Figure 13 is located on the Sig.
aida power project reservoir on the Tungnaa River in
in Iceland. about 165 km east of Reykjavik. The space
below it provides 5 m of clearance. Ice is held on the
reservoir under all but the most severe nood conditions.
Five kilometers downstream of Sigalda a boom protects the entrance to the powtr canal of the HraWlyja.
foss power project. During periods of frazil ice gener·
alion the frazil agglomerations coUecl at the reinforced
concrete boom (Fig. 14). TIle struclure functions as a
shear wall when a portion of the river now is used 10
sluice the frazil over an adjactnt, gated sluiceway .
Model studies showed tha i the deep. fixed boom
Flooring boomJ
The Montreal ice control structure (Fig. 12) was
buill primarily to compensate for the ice (aDditions
Clused by the narrowing of the St. Lawrence Rivet
due to construction of the Expo '67 world 's fair. The
structure, which is permanent. uses noating steel
booms or stop Jogs ~l between concrete piers 10 collect ice noes and help stabilize an ice cover earlier in
winter than would normally be the case, The booms
are kept free to move ~rlically in guide slots in the
piers by radiant electric heat. The 2.04·km·long structure cost approximately SI8 million in 1964-65 ,
Pariset et a1. (1966) described Ole hydrotechnical as·
pects of the design, and Stothart and Croteau (1965)
and Lawrie ( 1972) described many physical character·
istics of the structure.
FlfUTe 12. Mun fretli ice con.trol structure (lrmking southwest and upsrreomJ.
Th e LaPrairie Basin is ill rhr background.
14
Figure J3. Fixed ice boom at SigaJda Reservoir, Tungnaa RilJer. Jceland.
--I
1'0111119
' .Om
r-
shore 10 protect it from erotion. to trap sediment. or
to direct the fl ow. Groin arrangements have been
used for ice control at the Manasan Falls control struc·
ture on the Burntwood Ri ver In northern Manitoba,
Canada, and at Hestefoss on the upper Puvik River in
northern Norway. At both places there are groins opposite each other across the river, and the Pasvik system has additional groins. Both arrangements are sup·
plemen ted by ice booms upstream of the groins.
The Burntwood River was made part of the Churchhill River Diversion, and its flows in winter were in·
creased from 28 m l Is to 850 ml/s. Model studies in·
dicated that fram ice generation in the reach above
Manasan Falls could lead to hanging dams, ice jams
and fl ooding in Thompson , a city 6 kIn downstream
(Hopper et aI. 1977). The control structure at Manasan Falls was constructed to increase the upstream
water levels sufficiently to promote the formation of
a slable ice cover. It consists of two rock-filled groins
creating a trapezoidal opening (Fig. I S). The two
grOins have upstream filters and seals. and the ends of
the groins were protected by 0,9- to 1.2·m-diameter
armor rockfill. The armoring material has remained
stable at flows up to 848 m' Is and at average water
velocities in the gap exceeding 6 m/s. The opening
has provided the required stage-discharge relationship
and promoted the desired upstream ice cover (Janzen
and Kuluk 1979, Hopper and Raban 1980). A larger
hydroelectric dam planned for a nearby site will provide the ultimate solution to the problem.
On the Pasvik River a substantial amount of frazil
-'1~~:=::~~,~,.~'~2~~~""'.
0 .8m
MWL
s~.o,
425.0
Boom
421.0
Pi.,
416.0
11--·_ _ ".'m - -.-41
Inl, . SUI/clur.
Figure 14. Infer slrUCfluear llrauney;afou
Power Qwal. Tungnoo Riller. Iceland.
would be more effective at keeping ice from the pow·
er canal than d id a large (but relatively smaller) floating timber boom.'
Fixed str uct ures such as these are useful where the
waler level changesl itlle. If seiches are large or the
opera tion of ships is an important consideration, then
a fixed beam would probably no t be appropriate.
Stone groins
A groin is usually a rigid str ucture built out from
'!'ertonal oommllniutiun ..... ith 1::. TeN ke., Trondhc:lm. NOf·
wa y. 111 18,
15
Ri'ltrbltd
Rock fill
Pew.,",",
o,
10m
:, :,:,:s
.....,.
°L'_ _ _ _ _ _ _ _ _ _
-"~m
F/gUI'e IS. Ice control gro;1IJ on tlce Bumtwood River, Manitoba, OJnada.
IIIIIII Opt" Wa'tr
FIgure J6. Ice control groins and booms on the Pasvik River, f1estefoss, Norway, showing the maximum ice conditions (early March).
and anchor ice is fanned in the reach above the powerhouse at Hestefoss. Natural anchor ice dams as high
as 3 m can form (Kanavin 1970), but they are poorly
anchored to the riverbed and can break, causing heavy
ice and transient water flows. The river was made
narrower in the rapids area by installing stone groins
to develop the basis for artificial ice bridges and to
stabilize the ice dams (Fig. 16). To reduce the surface
area of open water and the amount of anchor ice,
timber booms were installed above the rapids and a
plastic pipe boom was installed below the rapids in
the forebay of the power house. After two years of
observations the stone groins were functioning as expected .
The technology for groins is described in shore protection manuals. The applications described for ice are
16
not as simple II they seem. but Stoins may be the leut
expensive and most reliable method of ice control It a
particular sUe.
pUe clusters did not perform well. DaoYI (1975) lug·
gested that the lake bed was probably too weak for
the pilings to sustain the high Ice forces. ArUficiaJ blands of three types were built [n the lab. The most
stable type for the txisting condiUons is mown in Figure 18a. The second type (Fig. ISh), which cost much
leu to build, iJ only as tugh as the mean winter high
water level. A third type wu formed by placing riptap around the subltructures of old light piers. Ught
piers abo aided in retaining an Ice cover.
The isJands were successful in forming and retain·
mg a Slable ice cover, and the winter navigation season
w.u increased by an a~r. of 30 days. The islands,
especially the low ones, require maintenance because
the foundation, have settled and the slopes hsve been
eroded by moving ice.
In 1980 three artificial islands were constructed in
LaJce SI. Louis on the 51 . Lawrence River. The islandJ
are permanent !nd located east of lJe Perrot and north
of the navigation channel (Fig . 19). The i~ands were
designed and constructed to help stabilize the ice' cover
north of the oavig.tion channel. particularly dwing
the spring breakup and the opening of the navigation
season, elimina ling the problem of large ice noes ob·
.slructing navigation. The effectiveness of the ice is·
la.nds has not been fully as.sessed .
Ice islands have been helpful in some locations. but
they were used only after the ice movements had been
Artificial island.
[n the same manner that natwal lslands help hold
ice in place, artificial islands can be used to help form .
stabilize and retain an tee cover in certain locations.
One example Is the lAke 51. Peter section of the St .
lawrence River. about 80 km down.stream of Montreal ,
Canada (Fig. 17). I...ake 51. Peter is aboul 13 kID wide
and 32 km long and hIS an average depth 00 m. Pming through the middle of the lake is a 24O-m·wide
navigation channel dredged to a depth of 10.7 m. The
water flow velocity in mOil of the lake averages about
0.3 m/.s, while in the channel it is O.S mIl.
To prevent floods in Mon treal Harbor. a pasS3gtway
for ice flots. slush and fraullet Is maintained by ice
breakers from Montreallbrbor to Quebec City. At
times. however. ice shuts would break free and be
moved by wind and water to clog the passageway.
Some light tower bases helped hold the ice, but more
,tabiliurion was needed . Once in a while a strong
northeast wind would move the fl oating ice back upstream.
Several iet control structures were evaluated in
various parts of Lake St . Peter and at LavaJtrie upstream in the river. Ice boom.s were successful but
• Artlfl clol I110rcls
MA
In
Booml
• New L19h1 P'III
o Old Ll9hl
p,.,
$ulIl lructllre
o,
5000ffl
,
,
Fipre 17. Gmtnll pion and /QcQtion of arti/lcilJl island•• ice booms and li.ght plm in Lde
SI. Peter.
\1
.I'f_ ' P I"
Qvo •• y·,U" Rock,IO"l\, 01 BllKh
...
,
=,
01 0 .7811'1' one! 10"1\, 01 0 .1511'1'
•••
.WL
El &,4M
LWL
C.u!lh"·'UII Roek o.lm one! 5moll ••
8Om(opp.oa.1
----------------l
a. High Wand.
R,i"fo.ctd Cone .. II Pi..
EI. 6."m
•.,
I"WI"
2."
,,<,,*,Olb) - - -
I.
~,
7.6
HWL
1.2
Quorr,·'1111 ROCk,IO" 01 810cks
01 O.76r oM 10% of 0 .15m'
Aillimtcl 0.8rn
---------------'t------------:::Wit . . .,
CIO"Vlf, Soft
S,Ullm",IOuri ll9
COlilln.cli(lfl
~l
L
-l
SO M olld Sitt 75m--'-'-'-';-'' T
_ ;_"_ _ _ _ __ _ __ _ _
b. Low isl4nd.
Flguu J8. Oou sections ofarriflclol islands in lAke St. Pe/er.
Ba le
de valoi,
lie de Monlfeol
\
\
H
•
Sltl.
lies
Genellielle
Grand
Anse
lie Perrot
Figure 19. Jce..anchoring islimds in lAke St. Louis, SI. IAwrellu Rillet'. neJJr ChaletlUgtuly. CDnoda.
18
~
I
stUdJed. Island. provide good lateral stability (0 the
gether when stacked and are bound into a unit by
wire ropes. The crane', six weishts weigh a tota] of
0.86 Mg. They help reduce the rotating ice sheet
problem to a manageable level.
The holding force available from graVity devicel
depends not only on the weight of the device in water
but also on the coefficient of friction between the device and the bottom; a value of 03 was wed here.
The force level wu estimated from the expected action of water and wind drag on the ntaxUtUDn expected ice sheet.
ice cover. but a small chanae in wattr elevation will
fracture the ice near the islands. Ice on the lee side
may move away from the island, but ice on the windward side wilJ remain in po.ltion. Islands armored
with stone cost mote initially but have lower mainte·
nance cosls.
Removable p1Ivity strucrum
A problem developed with the ice control boom
in the harbor al Saull Sle . Marie, Michigan, becaUJe
the ice cover above the boom would break free from
shore and move laterally. Although the loads from
the ice sheet were within the expected range, their
distribution was different enough to cause damage
when the boom timbers were frozen soUdJy into the
ice cover. Damage could be prcvented if the ice cover
could be restrained from rotating. The only methOd
that could be UJCd was a removable Itfavitv structure.
The main structwe used wu a scow, surcharged to a
total weight of 245 Mg and sunk in shallow water
(Fig. 20). The scow Is also secured with ship anCl1OTl.
Each spring it.is refloated and moved away. The method works very wcll (perham 1981).
Sewage plant effluents can weaken this ice COYer,
II) it was decided to supplemenl the Ice-holding capability of the scow by placing a slack of crane weighu
in the shallow water of Soc Uarbor, about halfway
between the scow and Ihe ice boom . The reinforced
concrete crane weights ate normally used on land for
calibrating the load sensors on conslruction cranes
and for testing their lining capacity. They key 10--
TunMtmbs
Timber cribs are enclosed frameworks built of tim·
ber and packed with stone 10 make .Irong, stable structurtl. Many smaU dam. were buill using Ihis type of
oonstruclion and have lasted for 80 years or more.
Log boom docks are wually stone-fiUed timber cribs.
An example of ice-re.training timber aib! is at the
Narngaugus River flood control project in the seacout
lown of Cherryfield , Maine (Fig. 21). The upstream
face of cam crib is .Ioped_ Treated timbers were used
in the construction . Three crib. are located in a trio
angular pattern about 38 m upstream of a 2.1-m-hish
dam and spillway_ The ice cover no[mally contacts
the crib at approximately midheight .
The effectiveness of the timber crib. has not been
measured, but they have remained In good condition
(or over 20 years. During this period severe ice jams
have not occurred in the town, but the oontribution
of the timber cribs.is unknown . The dam is undoubledly the most important put of the projecl; the int·
Figure 20. Rock-filled scow stabilizing /h~
19
ic~
colier in Soo lIarbor. Michigan_
Figure 21. lce-holiling timber cribs in lIu! Narragaugus Riller, Maille.
Suel To ....
HWL
loose Or qo'uc
F,nt S olly Sond
Tombe. Pol,s
Glay Fi nur,d
Sens,"~'
FigIIT~
SIlty Cloy
22. Stone-filled timber cribs alld CfJIICTele caps used us light tower bases.
cis. Afler receiving structural damage from icc thrust
more piles were added and the concrete cap was
changed from a nal slab to a smaller cylinder. The resistance to l et th rust based on a stabilit y analysis was
thus increased to 292-4 52 kN /m. Laler, however. the
cribs were replaced by conical, concrete light piers
designed for a much larger ice thrust of 1495 kN / m
(Danys 1977).
portance of the delay in ice cover movement at the
dam caused by the cribs depends greatly o n the tide
wa ler level.
Timber cribs have been used to support navigation
Iighl10wers in several locations, such as Lake SI. Francis and Lake SI. Peter near Montreal on the St. lawrence River. In this capacity they have also helped to
anchor the ice cover in place (Danys 1975), but their
usefulness on large lakes is in doubt. On poor founda·
tion material the crib is supported by timber pilings
(Fig. 22). Four small light pie rs were built on this
type of subsurface structure in 1958 in lake St. Frall-
Weirs
Weirs are low-hcad dams built across st reams to
raise the water level. A weir of sufficient height fo rms
lO
R,mll'loblt
C_c: l ion
•".,--~o·~·-:
..· f':"~
I I ..·'~·~·~·~·
Ii .. ••~~~ri~• ' ,a. U :', LlO ".:
Figure 24. Two-meler·high iceCQn!rol weir on thf' lwei River, Nt'W
Hampshire, with Q mruf'lT1tt! flow pcmilrgover Ihe top_
f igure 21. Timber .....eir.
a di version pool with the low velocities thnt perm ilthe
formation of an Ice COve l ; IhIS , in I urn, precl udes the
fonlllilion of frali! ice and anchor ice nt the in take
(I-Iayes 1C)74). TIle ice cover is remained by the
stream banks and the structure because o f lhe narrow
width . Thc weir c.m be budt fro m slone, concrete or
timbers (Fig. 23). A common feature is the capability
of lidding Ilashboards or stop fogs to in crease waler
levels for the winter ope rations.
The performance of a low-head weir as an ice conIlul str ucture is being observed by Corps personne l
on the Israel River in ~w I-Iampsh lre (Fig . 24). The
site was once the location of a sm311 hydropower dam.
The weir was constructed using lock·filJed gabion bas·
kelS containing an impervious sheet piling and eovered
bY:I concrete cap. The low·now discharge passes
Il lrough fo ur 1.2·m-wlde spillways. Preliminary indi~'alio n s lH e that the weir has on ly a small innuence on
the ice regime of the river. Observations of the struc·
lUre's perfnrmance will con tinue so tha t its technica l
merit can be evaluated.
Curre nl
Weirs are used in combina tion with other structwes
to improve the ability of these structures to form an
ice cover by reducing the local fl ow velocities in the
pool. An ice cont rol arrangement described by Groat
(1920) used a stone weir to raise the water level at Ilt\
ice contro l boom In the 51. Lawrence River at Massena, N,Y. The boom consisted of a series of fl oating
scows positioned between limber cribs. The flow
vetociUes were 3-4.6 m/s. The stones had to be abou t
1.5 m across 10 be stable . Construction of Ihe St.
Lawrence waterway prOject in the late 19505 elimi·
nated this site.
The stone weir used by Uamas (1965) with the
dual cable bOOm described earlier is a good example
of the effective use of natural materials (Fig. 25).
The larger stones are set where the water velocities
will be higher. Such an arrangement could be used
on mosl streams and small rivers for testing ice con·
trol measures. If the results were favorable , a more
permanent and ice-foree-resistant structure could be
built.
•
o 3m
Slone
.....
Figure 25. Stone weir used wilh eXI,erimento/ ice boom, Otaudiere Riller, Quebec.
21
Abutment
•
!No",
..••
ConlrOl Gol .. Not Sho .. n
Figure 26. Weir and ${QtiotuUy grtltlngoll the Chaudiere River, Quebec.
A weir and stationary gratiog (Fig. 26) were also
built on the Chaudlere River (Michel 1971). Ibe grato
ing coUects ioe floes. and an ice cover fonns as above
an iet boom. The IVaUng, however, is stationary and
supported far enough upstream of the weir crest to
have lillk effect on the weir's performance. The main
structure is built lie a dam and contains gates to help
maintain I fairly constant water level.
(Kirkham 1929). Oak pilings are fatrly ice resistant,
but timber structures generally last only about 20
years:u a result of ice abrasion. Timbers can be pro·
tected by steel armor. Concrete can also be adversely
affected by ice abrasion and by the spalling off or
material from repetitive freezing and thawing of ice
on its surface (Miller 1974).
Pili. and dolphins
STRUCTURES BUILT FOR
OTHER PURPOSES
I found no examples of the use of single piles or
lines of single piles for ice sheet retenlion. Instead ,
piles support a wharf or pier , snd the whole assembly
anchors or retains an ice sheet (Eki7jan 1976). The
effects of the vertical uplifting forces and horizontal
forces from ice sheets must be CQnsidered for struc·
lures using exposed pilings; Wortley (1982) discussed
the!lt factors for lake ice .
Piling clusters, or dolphins. have received greater
consideration for resnaining ice. TIlese are usually
formed by a cluster of closely driven piles secured
at the top with wire rope . Madeitesis of a line of
individua1 pile clusters indicated Ihal good ice reten·
tion was possible (Cowley el aI. 1917). An installation
of several timber clusters in ub SL Peter in 1961.
hOW'ever, failed early in winter. The cause was attri·
buted Inllinly to a very weak foundation and large ice
forces (Danys 1915). T~ts show that dolphins have
surprisingly Iitlle resislance to stcady lateral pulls
(Ch,Uo 1951).
A dolphin in the Bourne Canal on Cape Cod , Mas·
sachusetts. resisted ice action for several years but
eventually failed from the action of ice noes moving
in water currenu with velocities up to J.l mfs. Are·
placement dolphin made of 21 steel H piles is being
built in the lO·m-deep water.
Besides vertical and horizonlal forces the effect of
ice abrasion is an important COllsideratlon . It is possi .
ble for fcCl to sever umber pilings in a matter of hours
The formation and retention of ice coven can be
aided by structures that were not built for thai pur·
pose. Flows over hydroelectric dams can be m:mipu.
lated to help an ice cover fonn. Other structures.
such as wicket dams and bridge piers, aid in the for·
malion and lelention of ice covers simply by Iheir
presence.
Hydrodeclrk: dams
It is possible to aid Ihe formation of an ice cover
on rivers by mcreHing fl ow depths and dca-easing
flow velocities al strategic times during the early win·
tet . ThlS capabihty must be accompanied by a com·
prehensive understanding of the hydraulics and ice
conditio ns on the fiver and how it responds 10 various
meteorologica.l influences. Usually icc sheet retention
structurts are needed too.
An exampk is the operation of the 8eauharnols
{'anal and powerhouse o n lhe SI. Lawrence Rlver
.Ibout 40 km west or Montreal , Quebec. Here the
Coteau divtrdon Siructure sends nearly aU the now of
the St. uwrencc River at Lake 51. Francis duwn the
lS-kOl-long by I·km·widc canal to P3SS through the
powerhouse and into Lake SI. Louis. The io!lalh:d
capacity o f the plant is IS64 MW.
TIle Belwharnols Canal has II forebay ice boom
spanning the canal and six upstream booms that con·
Uahl pieraaDd towen
lain gaps aUowina ice noel to pus through and coUect
at me forebay boom. The forebay bOOm is insfru·
mtnted (or {or"" 10 that the open.tCl'S can leU when
an Joe cover ls stalt1ng there. even when the canal is
obscured by bUzzard, (perhtm and Raelot 1975). In
evly winter a ,man Jeebrcaker brtab Ice in Wake 51.
Francis to IncreaK the collection of ice on the canal.
At thillime, average Dow ve locities in the canaJue
reduced from 0.70 mls 10 0.46 mIs, which allows an
ice cover tilit I5l1T1ooth on ii, underside to form on
the canal. Higher veloclties would cause a rougher Ice
cover 10 develop, reducing powtT gener.tion . ~ for.
malion process takes from a week to 10 days; lifter
the Ice cover stabilizes behind the booms, the nows
are: inc.reased gradualJy 10 nhr-summer !evett. 0.70
mIl. The short·term now reductions are more than
compensated (or by improved now conditiolll through.
out tJlC remmde, of the winter. The (orce irutturncnts
monitor Ihe stability of the ice cover throughout the
wintCI. Over the mati)' yevslt look to develop this
equlpmeOl and thete procedures, lilt power plant h.u
improved hs winter output by approximately 200 MW.
Another example of operator canlto} is the Inler.
mlliOflal Section of the 51 . lawrence River, which is
coolloUed by the hydroekctrlc plants al Massena, New
York, and Cornwall. Ontario. Six ice booIM ate Jo..
Cltetllbout 62 km upstream oflhe dam . llie progreso
si'()n of the ice cover it monitored closely. Rivet nows
are adjusted Iccording 10 the location of the ice edge
and lhe wealhet conditions so that a smooth ice cover
will develop ~ this pro"des the best hydraulic emdent)'
in the river dwmg wimer.
Ai the ice edge neaN the hlgtHocioelly reach a few
kilometers below Iroquois Dotm, the pies arc lowered
".5--6 m under W;)te(. This cuts off the supply of ice
noes to the dOwnslrCOIm (euch. where II hanging d:un
mi$ht de~lop . nle unconsolidated ice cover conlinues 10 develop from the dllm up to illioeallimit of
tJle Calop CUi III Catd!rllll. Onurkl . Wigle et a'. (1981 ,
describe the procedura in delaU.
Ught pieta a.nd towen i re used 10 mark the locations or navr,aUon channela and COUBel. These Ilruetlares can be buDl on land, but many Ire buill offshore,
wilet'C tJley become frozen into the lee sheet. Should
the ice sheet break free from shore, I high foroe can be
applied to the pier Of tower. If lIle force is JU31
enough, either the ice or the tower will yiekf. Ice load.
ing also de~elopt: 00 a liJht pkr structure when the ice
00 the channel dde of the IUIlClwe has been broken
or removed while lIle icc co-.ocr is stUl inUCI between
the Ught pier and the shore: the tJuwl is probably due
to thermaJ expamion of the solid Ice (5triegJ 1952).
O:mys {I 917) studied the ioe forces on many of the
old and new tight plcrs in the 51 . Lawrence waterway
system from 175 km downstream of Quebec City to
the Creat Lakes. He give, c:oodensed but praeticalln .
formation about a variel)' ofUght pJen:.
Tiinber albs were used for substructures untll.bout
20 years 110, but reinforced concrete and steel shells
arc now used. New light pim are u:;uaUy cone.shaped
where they louch the ice; the slope or the cone is usu.
0
ally 45 • A (ypial light pier iI.shown in Figwe 28.
As in moll designs whue ice i, involved. it il Imporunl
10 select II rellli5tie design ice lhickneN. For this light
pier a thickness of 0 .60 m was selected bastd on pre.
'ficus meuuremenls of 0.45-0.50 m. More leocnt
measurements showed. however, that fce thicknesses
tnay readl 0.80 m; I design Icc thidctlelS of 0.90 m is
now used .
A U.s . Coast Guard light pier beina built in Lake
St . Clair IS Wtown in Figure 29 . The base of the light
pier Is stabilized by a ring of sheel steel pilings and l!I
central arr;tl18Cment of driven piJ~s. Its conical top
is: welded 10 the upper end of Ihe sheet piling ring.
The cOle or Ihe pier is filled with stOlle, while rein .
forced conclele mls the cone and lIle top of die pile
cyUnder. "rt-i;lIIivcly smslliower .and Ughllle mount.
ed on lOp.
o
Wickel dims
A widel dam cOmorises I series of teclan!ulv elemenlS 01 wkkets that are plopped side by side and un
end to form !a sloping dam fllce (Fig. 27). A typical
wicJcel is 0.3 III thick by }. I m wide by 5 m long. The
elements arc t1lbcd and 10wCfed by a barge·mounted
crane. snd usually they locrtase the upslreiOl walerlewl from U:lto 2.4 m. They tu:ave been used on rillers
such llS the Oh 0 for maintaining the high watel levels
needed for navigation during tlmes of low OI)WJ. In
this ...Iy they fnlrinsicaUy help tCJ form and mamtain
an icc cove, .
L'
6
12",
_-'----',_....!...---.J'
Figun 27. 1)'picGll«1io/1 0111 I1flv""bk pell ponton
0111 wkk~l dam. Ohio RI~r Lock turd Dam No. 10,
Sleu/)eI1l'il/t!, Ohio. The IlpfMr pool tll'tragt' 2.1 m
ttbo'~ tM lo w , pool.
23
[I 99101
28. Ught pier built in /968 on Lake SI. Peter, OmadQ.
Figure
El ".31ft
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Figure
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29. IJXht no. /4 (In lAke SI . Dou, Mkhigan.
24
·O.!:Im
JRR,nlctar
Rod"
Boller,
·
·
·
·
·
HW 0,91 rn
0.0 LWO 1£1.I73.Jm IGlO) ;-
-
Boo
-O.36m
r-o.~m
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GrCMISlcI
Pit"
I (121
Figure 30. Steeilight tower on Maumee Boy. Loke Erie. The towtr has Q
squart C,O.l1 section.
The all-steellight tower shown in Figure 30 is locat·
ed about S km offshore in Maumee Bay on Lake Er~.
and bear the brunt of forces from moving ice that
would otherwise affect the areas protected by the
breakwaten. TIlls is not generally the case with noating breakwaters.
Breakwaters may be constructed from rubble
mounds, cast concrete elements, concrete caluons,
sheet-piling cells, or cribs, or be prefabricated and
moved into place. In the United States, breakwaters
buill on the open coast are generally of rubble mound
construction. Occasionally, they are modified into a
composite structure by using a concrete cap for stability.
Guidance with respect to ice forces and wave data
are found in the Shore Protection Manual (U.5. Army
Corps of Engineers J973). A paper by Czerniak et a1.
(1981) gives an excellent but general summary of design factors for rubble mound structures under severe
ice and wave action.
Normally the wave forces on shore structures are
comparable in magnitude to the maximum probable
pressure thai might be developed by an ice sheet. As
the maximum wave forces and ice thrust cannot occur
at the same time, usually no special allowance is made
for overturning stability to resist ice thrust. HoweYef,
A key 10 the lower's survival is undoubtedly ilS large
wheel·like base. which is fixed in place by several pilings.
Bridge piers
Bridge piers often constrict Ihe rive r flow. and lee
floes may collect at the piers in early winter to form
an unconsolidated ice cover. Border ice growth on the
piers can increase this narrowing effect at the water's
surface if Ihe spacing is small. Under some circumstances, however, this channel narrowing may lead to
water velociHes that are too high to allow an ice cover
to form. Dynamic, sta tic and thermal ice pressures
and ice abrasion must be considered in designing
bridge pien. Neill (1976) gives an excellent review of
iet effects on bridge piers.
Breakwatm
A breakwater is a structure protecting a shore area.
harbor. anchorage or basin from wave action. Stationary breakwaters can increase ice cover stability
25
River at Prairie du Chien, Wi~onsin. in 1981 for an
where heavy ice, either in the form of a solid ice sheet
or floating ice fields may occur. adequate precautions
must be taken to ensure that the structure is secure
against sliding on its base. Other problems such as
gouging, abrasion,locaJ failures, ioe ride up and ice
cover transport of materials exist.
emergency ferry track. Holes were drilled through
the ice about 1 m from both sides of the crack. A
forearm ..ized stick of wood with a rope centraJly at·
tached was set across each hole beneath the ice. The
two rope ends were tied together acrOlS the crack to
make a tight connection. The ropes were tightened
by twisting them with another stick (Fig. 31). Braided
rope 6.4-12.5 mm in diameter worked best. Ties
spaced from 3-10 m apart were sufficient. A line
spanning several sheets provided more reliability in
some instances. Unless they were covered with snow,
lines froun to the surface melted free due to solar
radiation.
ICE CONTROL NOT USING STRUCfURES
Otannel improvemenrs
The cost of channel improvements is usuaUy very
high, and often there are many other social and envi·
ronmental factors that prohibit their implementation.
The best way to predict how certain Improvements
will affect the winter operation of a waterway is to
accurately simulate the present and future conditions
in a physical, hydraulic model. Changes that reduce
average water velocities and velocities allotal points
of acceleration generally help to form and maintain
an ice cover. The most reliable improvements are to
make the channel deeper and straighter and to remove
midmeam obstructions thai cause high·velocity zones
(Lotter 1932).
Ice sheet bridges
Barnes (1928), in referring to a report of the Montreal Flood Commission. mentions events in the St .
Lawrence River "where a bridge is formed artificially
by sawing off enough bordage [border) ice and swing·
ing.it across the channel to an island, to give communi·
cation with the mainland ." Kanavin ( 1944) used this
technique for ice c()tJ.trol on the Dvina River in eastern
Europe. A section of border ice WilS sawed out and
placed diagonally across the river. Drift ice coming
from the upper reaches of the river was halted by this
barrier and froze into a solid ice cover. The purpose
of the bridges was to develop ice covers on rapids.
where tremendous quantities of anchor ice and fraw
ice wtre generated.
Ice shttl tying
Large, broken pieces of ioe can be tied together
with rope to keep them from moving from one loca·
tion and to anolber. Broken ice can be tied to shore·
fast ice in the manner that was used on the Mississippi
Figure 31 . Ice sheet re(emiofl
by lying with /il/es, Mississippi River. Prairie du
Chien, k/iSClJllsin. /981 .
26
of fh~ 16th Annual Me~/f",. &sltrn Snow Cnnftrenct.
pp.45-54.
Gellis. R.O. (195 I) Pile Foundations: 7heory-DtfignPracrlce. New York : McGraw-Hill Book Company.
CONCLUSIONS
Ice sheeu may be retained [n many ways. including
a wide varie ty ofllructures. anchoring techniques.
flow modifications and natwal effects. An engj.necr
must understand lhe phyucaj processes of ke sheet
formrttlon and lce-ctructure In teraction before selecting a structure for a particular application. Mathemali·
cal relationships alt avai.l:l.ble for estimating the effects
of physical phenomena. Physical hydraulic model .tucUts should prtcrde the dtSI8l'I and inSlllllostion of most
prototype structures.
Ine.
Oeqn-. WJJ. and J.D. Justin (1950) Hydroelectric
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CoWley. J.E .• J.W. Hayden and W.W. Willis (1977) A
model study of St. Marys River ice navigation . CaM'
dian JoumaJ ofav;/ EngIn~wirfg, 4 : 380.
Cumb!<. M.T .. A.T. 5l>1k and JJ. com", (1981) De·
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wave attaclc. Proceedi"" ollhe Sbah /nternarlOlla/
Conference on Pori QJW Ocwn Engineering Under- Arc·
lie Condirion$. Queb~. Canad4. July 27-JI. 3: J2391258.
Dln),s, J.V. (1975) Icc movt:ment control by the artificial islands in Lac St. Pkrre. hoa~ings of 11t~ '/1rird
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27
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A'/'UM. FairlxmJu. 12-/4 .AWl, pp. S7()..591 .
Pl::rbam. R. (I 971) St. MlI)'s River ice booms: DesIgn
force estimate and field measurements. USA Cold Re·
gions Restlldl and Engineerin& Laboratory, CRRBL
!tepo" 77-4. ADA037902.
Petbam. R.E. (1918) Riehting moment in I rectangu·
Iar ice boom timber-or pontoon. Procudi1lg!oJthe
lAHR Sympodum an Ice Problmu. Lula, Stt.'f!den.
7-9 A"""t. !'P. 273-'286.
Puba.m~ .R.E. (198h) An Jce control anangemcnt for
winter oavigation. ProcadilflJ a/ the $pecci" Con·
fermce, Jt.bttJ'FOIUm 81 . AmtriCan SodttyofOvU
dver diversions in cold region•• Bureau of Reclamation
Engineering and Research Center, Dl!nver, Colorado,
Report No. REC-ERC-74·t9.
Hoppu. H.R., C.P.S. SimollJOn and WJ5. Pouliff
(J977) CbUfchru RJver diV'trWn-BumlWood Riwr
waterway winter ro!PJne. Procft!(};lIIs o/lIu~ 71tIrd
Hario"'" Hydrol«hnfctll COnrtl'qlu. (ArJQdkm Society
for
a"n
Enginemng, J0-31 !oIay. Qutb«. pp. 434-452.
iIoppt:r, R.R. od R.R. Rlhan (1980) Hanging dams
in the Manitoba hydro aYltc:m . Proceeding! of Worbhop
0" HydrauliC Rell,lJ1nce 0/ River Ice, National Water
Resetlrch Institute. amado CenlrefOf' Inltmd Walen,
Burlington. Ottttuio, Sept 23-24, pp. 195-208.
Janun, P. and A.C. Kuluk: (1979) Manasan Falls con·
trol shucture design and construction upects. Otnadian Gl!Qtffltnlcal JOIImIII, 16: 479....5 10.
lCauavin, E.V. (1944) Ice conditJons in eastern Europe
and the melhods employed to influence the foonation
and break·up of the Ice. on the Dvitaa (Daupva) River.
Rtporl of the Directorate of Technology and Trans·
port, Division of Hydroloi)'. Riga. Technical Trans·
lation 11'-8S, NatJonal Research CouncIl of Canada,
Division of Mechanical Engineering. Ottawa. Canada.
KaDivia, E.V. (1970) EXperience with iet problems
in the Puvik River. itocudlllglofrhelAHR Sym·
pallium ofl/~and III ACllotU on Hydraulic S/11JC1/V'el.
IctlDnd.
Rey~'Jlk,
146.
Uamu,J. (1965) Plan d(l!nltmble des remediateutl
de la Riviere Chaudiete, Annex. B. Observation CryoIopquCl Sut la R. Ch.udiert!. Ministry of NatunJ Re·
IQWQCI ofQuebee, Canada. Tru\lJated by U.s.
Suney, Detroit,1967.
Lotllrr. G.K. (1932) Influence of conditiona accom·
panyin, Jce fotmltion and tce thitknea 00 the
of diversion canal•. (Ru5lian tut,Ef13I1Ih f«1",JT\3l}'.)
un
de.
28
Enginun. Son FrrmciJco. pp. 1096-1103.
Pertulm, R. (l98Ib) Tests of fralil coUeclor linu 10
assist ice cover formation . Canadian JOUTnll/ ofOvil
/:.ngineering, 8: 442448.
Perham, R. (1982) Preliminary results offield lest of
a 4.9xI5.2 III fraul coUeetor line array. USA Cold
Regions Research and Engineering Laboratory, Tech·
nleal Note (unpublished).
PtTham, R. and L )bOot (1975) Forces on an ice
boom in the 8eauhamois Canal. ?roaeding! of the
Third /ntemtJtioll/l/ Symposium o n 1« Problems,
lAHR. HaflOwr. N.H.• 18-21 Aug, pp. 397-407.
Schaefer. VJ. (1950) The formation of frazil and
anchor ice in cold waler. 'T'ratwclions, Amnican
(dophysico/ UnKm, 31 : 885-899.
Steveos, J.C. (1940) Winter overflows from ice gorg·
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phYSiCfl/ Union. Part Ill, pp. 973-978.
Stewart, D.M.• nd G.D. Ashton (1978) Entrainment
of ice floes into a submerged outlet. ProceedingJ of,
the IAHR Symposium on Ice /toblems, Lulm, S ....~·
den, 7-9 Aug, pp. 291-299.
Siothart, C.D. and J. Croleau (1965) Montreal ice con·
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tm Snow Conference, I/ano,,", NJI., Feb 4-5, pp. 2540.
StriqI, A.R. (1952) Ice on the Great Lakes and Its
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U.S. Anny eo,.. or £nain.... (1979) SI. M,,,,
River-Uttle Rapids Cut Ice boom and Its effects on
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Uzunu. M.S.1nd J .F. KmDedy (1972) Stability of
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non, ASCE, 98(HY12): 2117-2133.
WiaJe. T.E., J. Bartholomew and CJ.R. LawrV (1981)
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Lawrence RiYer. Proceedingsofthe IAHR Infm1lltiano! Symposium on Ice, Quebec Ory, July, pp. 193-
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ASCE. f'rouedingJ of Ihe A meriCfllJ Society of Ovil
&\tin..", 1000TC2): 200-213.
Wophysiazl Union. OriCtlIO. R/ineis.
T.... C. (1982) Resistance of the 8e .. uhamois Canal
in winter. JOW'nllI of the lIydrrrullcl DiYisIon. ASCE.
108(HY2).
29
APPENDIX k ICE CONTROL STRUCTURES
F_
Gfm~NI
WGter
~.
/Wnctfon-
'<HIy
Table A I . Fltxille ice control sUuctures.
Ty~of
nructun
1m ......
Sin,.. limb.
4<
Snll<! pontoon
Double ponioon
MII'~rilll
lerl., p
St. Lawrence R.
00" .... fir
O,3 61(0.56x9. 1
III
1S.4 m
lef., P
Like Erie
DoullH fir
0.36XO.56119.1
III
]O.l d
10 .
k'" 11
DouSIas fir
0 ,3 6.0.56119 , 1
St. Marya R.
DOIIIJ..I (Ir
O.JOllO.6Ix6.1
'"
"
ieff, n, p
Lake 51. Frands
DOUll11, fir .. I leel
0.36xO.56110.91
III
ier•• Ur
Oil CrHk
Dou,1.u fir &. steel
0 .83110.83x6.1 :
0.67110.671(4.9
JR. 1
Id., ijr
On hair •• R .
HOllow Sleel
0.4IxO.8 I x6. 1
68 .6
le(., n, p
L . ke 51. Fran",b
Hollow IIul
0.4IxO.8Ix6.1
"
7
leb
A llegheny R .
Slee l: filled wilh rmlm
0.4IxO.8IX6.1
'"
16.lI
4,
ieff,n, p
Bcauh.rno is Canal Hollow SlHI ponloon:
"
46.7
,••
Sin,le timber (duc(1
R. . .
Shear booms
O.91(diam)x6.1;
patlllel ponloons.
1.83 on eenle r
Timber boom and
w••
fruil
eol~or
Fence boom
linet
6.7 m
43.8 e
16.l d
d
m
Nylon" polypropyk-ne
bcakled rope
0 .I8(dinm)x91
80,5
Unknown
l>asvlk R.
"'Iaslk pipe; "eel wire
rope
0.30 (diam)
Missouri R .
Sleel pipe : wood
pl ank,
0.34_0.41 (diaOl)x 1'2.2
New Clayton
Lake
S leel pipe.: wood
pllnb
0.4 1-0.S 1 (dbm)x7.]
kfa. x
5t. LII ....-renc. R.
4d .
ida. p
k r.
Unknown Unknown
III
Unknawn
Unknown
1.4 (avi KOW deplh) :
1.S (heilh t of weir)
'"
.... "
"
"
•
ids
Chaudlcre R.
Wood limben: steel
(ahle; «lncu le pRrl
1.5 (heiahl of weir);
1.1 (heilhl of boom)
lefa, .\
QUluquechee R.
Brakled nylon lin e
I S.'2 (len,lh. a f lines);
0. 15 (spnin& between
linn); 98% open
10,
ierl,ijr,X Muoom. R.
"
• kfs" ke cover formUion and ltab illzation
d ,.. shear (#' drver,io n
I '" Insh collection or divut.lon
ijr s ite jam reduclion
~ '"' uperimental
hydroele clr ie powe.
n:: navia.lion
m s me3wred
d :: desip criterion
" " eSlimlled from dlmlle
. .. shea. dral (oeff"l(ienl
.J! .
t
Unknown
Unknown
4e,
Scow boom and weir
.,m
1l.J
Timbef1l
Oh
62.5
MIKe llan eaul
ida. I. pSI. Miry, R.
•
"
" '. ,
,.,
PlaSIK: pipe
9.4m
Lake 51. Peler
kr" n
Ileel frlm e
""')
FiNer
In'f!lt
(IeNl m)
1
4<
Double timbe,
.
(m)
Sp<.
( )
Dlmfln8~m.J
30
..
Wood '21141; wire
".
1,21 (hcilht): 0.90
(,a.,.); 70'J>0pen
•••
16.5
Unknown
14.6 d
0.07-0. 11'
11.7
d
....
MII'!!r
_u,
d~pth
~Ioclty
1m)
(m/II
5.2-t4-.9
...
Orgtmlutlon
R~f~"ncrl
Notu
0.19_0.84 Ontario Hydro, Cornwa ll &. Toro nto , On tario; H aman (1978),
PASNY, MllUena, New York
Perham (1974)
J
0.46
Onta rio Hydro, Nlaa;lra Falls, Ontario;
PASHY, Nia,ara Fa lb, New York
Bryce" Bury (1967),
Pe rh am (1976)
0.30
TralUport Canada, Marine Services, Monlreal
MU Rison (1973)
3-9.4
0.82
,.,
[)elrolt Distr ict. U.S. Army CorPI o f Enllneen
l'erham ( 1976, 1978), 76.2-m-wide openina between
Cowley el al. (1977) boom ends for Ihig navlJ!al ion
0.76
Hydro Quebec, Montreal
Perham" Raciot
{1975}
0.'
0 .49
CR REl and Oil City. Pennsy lvania
Deck (peu. comm.)
•••
•••
0.52-0.85 Hydro Quebec. Montrul
Raciot (gen. comm.)
0.43
Seaway Tra nsport Canada , 51. lambert,
Quebe<:
0.35
Pittsburgh District, U.S. Army Corp.o!
Enaineers
10.4
0.73
Hyd ro Quebec, Mon treal
Perha m " Ra ciol
Maximum Ice force measured
(1975), Tsana (1982) durinala le winter Ice jam
,..
0.S8
Edillon Sau lt Electric Co., Saul t Sle. Marie,
MkhlJ!an
Perham ( t 976)
Tlmbetl connected end to end
0.61-0.76 5 1. lawrence Ship Channel Divis ion, Minls1.22_1.83 try of Transgor t, St. lam berl , Quebec
Morr ison (perl.
comm.)
Tested in two location.
Unknown Power pl an I, Hes leiOl'lS, Norway
Kanav;n (1970)
Timber boom used upstream
Taylor (pen, comm.)
Somelimn used as J.ce boom
Creaae. &. Justin
Sometimes hl ndles ice
1.65
..,
Unknown
lock & Suit (pen.
comm.)
Deck" Perham (1981)
~
_w
"
....
>1_83
Montana Power Co., Gre" Fa ll', MontanD
Unknown A ppa lac hian Electric Power Co., Clay ton
Development, Virginia
(J 9S0)
Groat (1920)
3-4.'
Boom can plM ice durin a hiah
flo~
<;; 3.4
<;; 2.6
Quebec Minist ry o f Natura l Resou rces
Deslauriers c l I I.
(1965)
0.3-0.5
0.4-0.5
0.73_1.1
0.43
CRREL
I'e rhlm (1982)
CRREL
Perham (1982)
31
O.I-m spacina recommended
Table Al.
RiJid or saniriPS ioe controlltructurel.
Type 01
......
"""~
Fit·
M.
FIoatln, (p ....
mounted)
"
Fixed
.
_.'
"..."
DlmerulolU
M/Jr~'"
bOf1l
lml
(tN/m)
St. L.wrence R.
Steel pontOOM;
conentll pleu
1.7xl.lI3x15 (pontoon.)
73 d (pontoons);
146 (pkts)
TIII\I.IlU R.
Rllinrorced con·
uete
U(helaht w/flalh boud.)
XZ..sx110
if, d
TIIJlPM R .
"'.
Relnrorced con·
o::rete
146d ;
89o.kN centerload
S9 d
[)viM R.
,~
lef., Or
" '"
IkmlfIr ice "idle
F_
W•• ,
G~'
8116x60
Unknown
'" 200
AI1indaI ~ndl
L4w
lB.
H",
,
.
"
Ulbllower b ....
Id., n
SI. L.wrllnce R.;
Uke 51. Pillet'
Stonl; ,belal
till (0.6-1.1 m
dlam)
10.4 (d .. m I t Wiler line);
_79 (dlam.t bull);
2.S (he!M .bon LWL)
Unknown
ler., n
St. L,wfllnce R.o
Lake St. Pet..
Slonll; I1-dll tin
Unknown
krl,n
St. uwrenee R. o
Lake 51. Lou.
Quarry lion.;
az'mor ttoM
10.7 (dlam.' Wiler line).
_7 4.4 (dlam It bUll);
4,3 ~"'1Jh1 ,hove LWL~
SqUll'e: 11.8 (lenlfb of
t64tIlt Wiler line);
3S (lenlfh or lAd. I' b...);
5.' (he_I)
U""'_
S t. Lewrenee R.
Tim~
Squ•• : 7.5 (Ie.... h or llde)
1495 d
" ""'.
" ""'.
" •
2'"
Lake St. Peter
Llu 51. Cilir
L.ke Erie
Steel
16
idl,,,
PI.l'Iik R.
Slone
"
lef., p
Bumtwood R.
Timbef aibt
21
Ia
Rock·fi11e4
20
'"
"'
Crane weitht,
Weir.
W.....d . .&c
(~Jfh
or lIde)
" """
Id.
d
Mh
I.lS_1.7:1 d
Mh
s.n MPl d with
O.SI·m lee
UnltllOWR
UnltnD1m
Stone;.rth
9.1 (.... x. br); 274 (IeRl'lh):
0.9-1.1 (diam or 110M IImor
Uniulown
Nen.,u.JUI R.
Timbers.lIone
73
St. MIf),' R.
StHl; .tone
04.:l0n.ua»)t2.4{width)x4.9
(heIlM); O.S sloE! on flCII
'l.3lC24.04
so'
d
,.'
Rllinrotl:.d !»It.
J.3x3.3x3.7; ltack or IIx
a.~
_Johu
Sm.U ,U"IIl'
Lop;st"1
30-61 (pooIlencth)
H}'~llatic
-.eIR.
Stope; pblon
......
1(hellhl)kS 1.8(1e..,tb)
2re .....e
Q
'7.6 lit Cfeft
Concrel. piers;
.teel crill
12.8(J1etchl)k 190(1enJfh)
St. Mil},' R .
Ch'lIdlete R.
• lef•• ke oov. rorm.tton .nd IlabWuUon
Ut • k. jam reduction
io::r • ice cover "Million
II'
d
n
P
t
Sqll.e: 0.36
'.'.... l.n
bouklen~
" "".
"
Conkll: :1.4 (dl.Im et lOp) ;
045° Incline
5.4 (dlam II lOp); 10.9 (dlam
II bUll)
u2
•
IOOW
JI"'
Cono::rete •
2 1le,
Steellbell &,
pUIII; conenl.
30
GlOw
crib••
• ice "!ention
•• hear 01' dtvenion
.. tllviPtioa
• h}'droetKuk power
lit • IlCperlmenlal
d • dllip c:rlhdon
e • _tlmlted
32
Unknown
w._
depth
(m)
6.1
6-6.'
1-'
....-"'
wIDe""
Orr.ntutlo,.
{m{.'
0(;1.113
...
R#fwmcu
Note'
t_ pootoom~. broken by Ice
Canadian Coal' Guard, Min_tty of Trau.
port, Montr..,
Lawrie (19?1),
StoUlart ... CtotMII
(196S)
A
LandlVirkjun (National Po_r Co.),
Reytjarilr:, iefland
EUaIIoa (pen. comm.)
R~1r
Fny.teiDaeoD (pen.
'ow.
Unknown LandSYirtjUD {National Power Co.},
R,)'k~vik, Iceland
cOfIlm.)
Kanavln. (1944),
Boken,' (1968)
"deep"
"quie t "
1.7_5.1
0.3-0.5
Canadian Coul Guard, Min_try or Traniport,Ott.wa
Danyt
6 .... _7.6
0.3_0.5
C...dl.ln CoaI1 Gu.an1, MlnlIIItry of T~
o..n,.. (1915)
Impact
O¥erflow -stmw.,.
eanal. inlet
Reinforced with wire at tima
(1975)
port, Oltawa
4 .4
U_known
s.e.w.,. Tnmaport CaD.cI.a, Corn_n,
Graham (pen. eomm.) Uoderaotaa
~u.t1oa
ODwio
U
,.•
•••
J
UnkDowa Cua4ian Co.st Guard, MlAJltry of Tran.
port.Ottawro
o.n,.(1971)
Rep1t.c:emenl for (ailed .tnachan
CU\.Idian Co.., Guard, Mmilu)' of Trantport, Ottew.
Danyt (1977)
No (,nun
u.s. Coait Guud, CSevel.nd, Ohio
Schnapplnaer (pI"'.
.
0.3-0.5
-
-.
comm.)
u.s. Coat GlI¥d. Cie¥eland, Oblo
Unlulown Unknown Wlter Raoureel" EloKtrlelly Boerd.
OtJo, Nol"o'll*Y
1.'
,..
...
'.J
I.'
•••
I.'
•••
...
'.1
pool
'.J
Sc:hnappiDpr {pen.
eomm.}
MaMtoba Hydro,
WIMI~.
KanaYiP (1970)
I_un'" Kuluk
(1979)
flow lMreued by rhw
boom Uo UM4
U.s. Anay Corp, of
AlIo 1.1-m-htp. _ir; three eribl
d~;
New Etllland DtviUon, U.s. Army Cotpi of
EnPneer1
Detfoit Dilttlet, U.s. Army Corp. of £n-
Enrne-n (1960)
U.s. Army Corpt of
Eapleen (1919)
Supplemental anebon
Detroit Dflukt, U..9. Army C<wp. of En-
U.s. Almy Corp. of
E'.aJIneen (19751)
Hlye, (1974)
Supplemental to ",ow
Manley (pen.
comm.)
Local IM'otection project
...-.
pneen
Unknown Bureau of Ree"mltlon, Etllfneerina ...
R~ Center, Denver
<Q.liltpool New En,:land DMa60D, U.s. Army Corpa of
Enpneen
UnluMl_ Quebec Mlnutry of "'Iturll ReeoureH,
St. Geof'Ja. Quebec
0MIeutkn et al.
(1965)
33
ke