United States Committee on Large Dams. U.S. Dams
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Location
On
the
Coosawatte.e
River
apFoximately
2?
miles
(
B km)
from
its
mouth,
near
earh_rs
F
Murr;t
'iounti,
Georgia.
Th_e
dam
is
about
?b
miles
-(l2i-frni
north
of
Atlanta,
Ga.,
and
about
b0
miles
ied-Ifif;o'uttreast
of
Chattanooga,
Tenn.
Purpose
Flood
c_ontrol,
power,
reereatiorr
uwner
and operator
_
q.
S. Army
Corps of
Engineers
Engineering
and
construction
^,
IJ.
S,
Army
Corps
of
Engineers
unronotogy
Stream
florv
CARTERS
DAM
(335)
(327'.)
(312)
on
1.9
L on
1.8
2,405
23
?3
42
36
262
2t0
1,070
(733)
(?)
(7)
(80)
(64)
(326)
(13)
(11)
assumed
llrancis
insl;allation
turbines
and
con-
two
1,072
50
376.5
with
one unit
396
(s27)
(16)
(e8)
rating:
(
1,6)
500,000
kw
(115)
at
full
(121)
Dependablg plant
output
during critical period:
Number
of
units: 4
Qapaeity
each
unit:
.125,000
krv
Total
installation:
5Ct0,000 kvr
(33e)
(r2,
(626)
(136)
Compacted
imperviousl
core
(zone
1)
Compacted
transition
(zone
2)
Compacted
rockfill
(zones
3A, 38,
3Cl)
Total
Project
cost
(estimated)
$?7,000,000
cu
yd
m3
1,900,000
1.500.000
1,200,000
900.000
11,800,000
9.000.000
14,900,000
11.400.000
Dorvnstream
slope
of
dam
during
construction.
Empoundment
is
scheduled
for
lat,e
lg?0.
SUMMARY
OF
PRINCIPAL
FEATURES
DWORSIIAK
DAM
Artist's
sketch
of
Dworshak
l)am,
I'owerhouse,
Spillway,
and
Reservoir'
Richard
E.
Patton,
Civil
Engineer,
Corps
of
Engineers
Walla Walla
District
The
Dworshak
Dam
site is
located
on the
North
Fork Clearwater
River,
1.9 miles
(3
km) above
its
confluence
with the
Clearwater
River
in
North
Cen-
tral
Idaho,
some
40 miles
(64,4
km) east
of
Lewis-
ton,
Idaho.
The
Dworshak
project
will
be an
element
of
the
Major
Water
Plan
proposed
for
development
of
water
resources
of
the
columbia
River
Basin.
lt
will
be
instrumental
in reducing
floods
on
main
stem
Clearwater
River
from
Ahsahka
to
Lewiston,
and
will
assist
in control
of
floods
along
Lower Snake
and
Lower
Columbia
Rivers.
In conjunction
with
regulation
for
flood
control, it
will
generate
at-site
power
and
will add to the
capability
of
existing
downstream
power
plants.
Present
use of
the
North
F
ork
for
log
transport
will be
maintained
and
ex-
panded
by
the
project
pool
with
provision
of
log
handling
facilities
at
the dam;
and
creation
of
the
reservojr
will
afford
opportunities
for the
develop-
ment of
recreational
facilities.
Construction
of
Dworshak
Dam and
Reservoir
as
a combined
flood
control
and
power
project
will constitute
initial
multipurpose
development
of
the Clearwater
Basin.
The
dam,
straight-axis
concrete
gravity
type,
will be
a maximurn
693
fll
(21I,2
m)
high
with
a
crest
length
of
3,287
ft
(1001,9
m). I\fiass
concrete
requirements
for
1;he
dam
rvill
exceed
6,450,000
cut
yd
(a.931.6?0
m")
with all
c'oncrete aggregate
to
be
manufactured
frorn
a
qual'ry
located above
the
lefl;
abutrnent.
Steel
penstocks
are
to
be''
embedded
in
the
dam
to
suppl;y
water
llor the turbines
in thel
six-unit
powerhouse which
is sited
at t;he
toe
of
the
dam.
At full
pool,
the
reservoir
will be
53.6
milesr
86,2
km)
long
and
will
i'nclude
2 million
ac-f{;
(2.46?x10"m")
of
usable
storage
for
flood
control
and
power
uses.
Construction
was initiated
in Janu-
ary
1965,
and
first
operation
for flootl
control
and
power
is
scheduled
for Ju)y
1972,
Foundations-lfhe
rock
:mass
on
wlirich
the
dant
will
be
founded
irs a
rem,arkably
uniform
granite
gneiss
which,
thorrgh
jointed
and
containing
local-
ized shear
zones,
is
relat:ively
free
from
faulting"
Fresh
rock
is exporsed
at
ri'vtlr
level
but
at crest
levell
it
is covered
by
approxinrately
60 ft
(18'3
m) olu
decomposetl
and
w'eatherecl
material.
The engineering
geology
studies
included
in-situr
rock
mechanic
tests.
These
included
geophysical,,
specially
designed
iacking
and,
what
is believed
for
the
first
time
in
this
country,
Iarge
scale
hydraulic:
chamber
methods.
The
average
value of modulus
of
deformation
derterminerl
by
chamber
tests
was
10
DWORSHAK
DAM
((
\\
.i)
)
',r/
fi
sgorrora
rxRoucx
t
pExsrocK
SECTION
THRCIUGH
POWERITOUSE
DWORSHAK
DAM
SUMMARY
OF
PRINCIPAL
FEATURES
11
Location
North
Fork
Clearwater River
Mile 1.9
(B
km),
Clearwater
County,
Idaho
Purpose
Flood control,
pou,'er,
and
navigation
Owner and operator
Corps
of Engineers,
IJ.
S.
Army
Engineering
Corps
of
Engineers,
IJ.
S.
Army
Construction
Private contractors
Chronology
Construction
authorized:
1962
Construction
started:
Access
road:
1963,
Diversion
tunnel:
1965, Mai!.dam:
1966,
Reservoir
filling:
August
Lg7l,
Power-on-line:
Jaly L972
Stream flow
Drainage area:
sq. mi.
(m'x
106) ---------
2,440
Minimum
annual runoff:
Outlet
works
under
spillway:
Type: .Conduit
12
by 1T
ft
(8,?
by
6,2
nl)
Gates
(tractor-enr,ergenc$):
Taintei
vilve
'
Elevation:
ft
(m.)
___--..-_l_l___.--.__
.__1,850
(411,6)
Temporary
low
level outlet
under
spillway:
Type:
conduit
3.5
ft
(1,1
nr)
oritside
-diarn
Gate:
slide
eate
Elevation:
ft
(m)
l,1bg (861,4)
Power
facilities
small
unit:
ft
(m)
1,420.6g
(488,0)
_
large
unit:
ft
(m)
t',412.70 (€0;6i
Distributor
elevation
:
ac-ft
(m3
x 106)
Mean
annual
runoff:
ac-ft
(m3
x 106)
Maximum
annual
runoff:
ac-ft
(m3
x
106)
Minimum
flow:
cfs
(m3lsec)
-------
-----
Mean
flow:
cfs
(rn3lsec)
Maximum
flow of record:
cfs
(m3/sec)
Standard
project
flood
regulated:
cfs
(m3lsee)
Maximum
probable
flood:
(6.320)
1,167,000
(1.427)
4,082,000
(5.036)
6,680,000
(8.241)
250
(7)
5,638
(
160)
100,000
(2.832)
45,000
(L.2741.
26,096
4,664
4,361
8,941
(130,8)
each
and
each
and
(4,3)
(39,1)
(7,2)
(10.160)
(1,890)
(1.760)
(3.620)
Reservoir
Maximum
pool
elevation:
cfs
(m3lsec)
280,000
project'a*iig"'ai."tt""e.
;t
-
----
Minimum
pool:
cfs
(m3/sec)
__
32,290
Maximum
pool:
cfs
(m3lsec)
__ 190,000
Relocations
Highway
district
roads:
miles
(km)
2.7
County
roads:
miles
(km)
------.-- --
24.9
Bridges:
two
Fish facilities
Temporary
1967-1968:
Haul
upstream
Temporary
1968-1971:
Haul
to h,atchery
Permanent
1971:
Haul to
hatchery
Wa.ter
pumps:
cfs
(nr3lsee)
----------
266
Hatchery
capacity
initial:
6,000
adults
Hatchery
capacity
ultimate: 1t1,000
adults
Log facilities
Removal,
facility
typer: marine railway
Public
log
dutnps: 1
Other
log dumps:
up to 16
Recreation
L75
16,970
9,050
9,000
1,900
1,613
9,291
44
26.67
693
(7.e30)
(e14)
(5.380)
(487,7)
(440,4\
(4.260)
(2.467)
(86,2)
(281,6)
(6.870)
(3.660)
(2.74s)
(64e)
ft
(m)
Minimum
pool
elevation:
ft
(m)
L,446
Gross capacity:
ac-ft
(m3
x
106) --------
3,453,000
Usable capacity:
ac-ft
(m3
x lQc)
------
2,000,000
Reservoir length-elevation
1600
ft
(487,7
m):
Miles
(km)
53.6
Shoreline:
miles
(km)
Area, maximum:
acres
(m2
x 101)
---- -----
Area,
minimum:
acres
(m2
x
101) --
Width, maximum:
ft
(m)
Recreation
activities
will
swimming,
camping,
include:
boating.
water
skiine.
picnicking,
hiking,
)runting
ant
Dam
Type:
Conerete
gravity
Dimensions-ft
(m):
Crest elevation
Crest
length
Crest
deck width
Crest
deck roadway --------------------
Maximum
structure height
------
Concrete
volume:
cu
yd
(m3)
__-
6,460,000
Elevators:
3
Spillway:
Type:
Gate controlled
with
stilling
basin
Gates:
2
Tainter,
50 by
56
ft
(16,3
by 16,8
Crest elevation:
ft
(m)
L,845
Crane: one
50-ton
fishing
Recreation
sites-tota.l :
Recreation
sites-initial :
Real
estate
Private
ownership:
acres
(m2
x 10r)
Public
domain:
acres
(m2
x
10a)
U. S.
Forest
Service:
acres
(m2
x 1Sl1
State of
ldaho:
aeres
(m2
x
1gr;
Original streambed:
acres
(m2
x
10{) -.
Total land
required
fo,r
project:
acres
(m2
101)
Project cost
(estimated)
$243,000,000
19
7
(491,6)
(
1.001,9)
(13,4)
(8,1
(277,2
(4.e3r.670)
m)
(470,9)
1,900
(770)
44,958
(18.200)
L2
DWORSHAK
DAM
2.6 x 100
psi (0,183
x
106
kg/cm')
and
that
by
jacking
2.1 x
100
psi
(0,148
x
100
kg/cm,).
These
values
are
lower
than those
determined
by
seismic
and on
core samples.
A
comparison of
Iaboratory
data
on
rock
taken
from sites of
jacking
tests, with data
of
jacking
tests,
shows
the cores
give
results
which
are a con-
sistent 5 x 106
psi (0,352
x
106
kglcmr) higher.
Actual values
of foundation
modulus
were
required
in conjunction
with
the
elastic
analyses
which
were
made of
the
dam structure.
Dam
and Concrete-Since Dworshak
will be
the
hishest
structure of this
type
in
the United
States,
it
presents
unique
problerns
in both
design
and construction.
Stress
analyses of
the dam
in-
cluded
gravity
stability
and internal
stress
distribu-
tion by
finite
element
methods
which.
were
two-
dimensbnal analyses
performed
on vertical
sections.
Special concrete
studies
have
been
made
of
two-
dimensional
heat
flow,
thermal
stresses for the
lower
lifts,
autogeneous
volurne
changes
and
triaxial
testing
of cyiinders.
The heat
flow
analysis has
re-
quired
the
development
of a special
computer
pro,
gram.
Extensive concrete
control
methods
are
planned
to support
the decision
to construct
the
dam without
Iongitudinal
joints
or
grouting
of transverse
joints.
Some of
the
construction
items
included
in
the tem-
perature
control
program
are:
mass
concrete,
to
be
placed
in 5-ft
(1,52-m)
lifts
at a
temperature not
exceeding 45"
F
(7,2"
C);
lift
height differential,
not
to
exceed one
lift
during
a
planned
winter
shut-
down
or
exceed
three
lifts
during
the winter
months,
or four
lifts during
other
months,
with
the lift
cycle
to
be
within
14
days.
All
mass concrete
in
the lower
two-thirds
of the
dam will
be
post-cooled
initially,
for a cooling
period
determined
by measured
temperature
history,
with
41'
F
(5"
C)
water,
with
insulation
being
used
on
exposed surfaces
particularly
when
ambient
tem-
peratures
are below
35" F
(1,7"
C).
It
is
expected
that with
the above
and
other
control
measures,
stresses
due
to temperature
will
be
held
well below
the tensile
strength
of the
con-
crete
to
prevent
cracking.
Cement
factors
for
the
mass
concrete
will
range
from
3.25
sacks
per
cu
yd
(181,3
kglm')
in
the lower
portion
of the
dam to
2.50
sacks
per
cu
yd (139,4
kglm')
in
the
upper
portion.
All
cement
factors
will
include
pozzolan
replacement
of 25-35
percent
of the
cement.
Power
Facilities-The
enclosed-type
powerhouse
is
sited
at the toe
of the
dam,
approximately
half-
way
between
the
abutments.
It
will
house
thred
generators,
an assembly
bay,
two bridge
cranes,
control
room
and
allied
control
equipment.
The
building
will
be
extended
in
the
future
to
include
three
more
generators.
Turbine
and
generator
specifications
are
no'bed
in ther
"Summary
of Prin-
cipal Features." A
large
tranrsllormer
and operations
deck will
be
located
bretween
lbhe
toe
of
the dam and
powerhouse.
Log Facilities-Backwater
from Dworshak
Dam
will
provide
the necessary aceess to remote
and
otherwise inaccessiblle
timber areas
enabling
the
realization
of
the
full
pote:n'l;ial
of
this valuable
natural resource.
Ln
connection with
reservoir
transportation
of logs,
a
publir:
log
removal
facility
is
planned
near
the
dam
on
the
left
bank
of the
pool.
This facility has
difficult
perllo
rrnance
requirernents,
such
as operating
throughout 155
ft
(47,2
m)
of
reservoir
drawdown,
and the capaeity
to remove
as
much
as
115
million
board feet
(27L
x
1,03 ms)
of
timber
during
a L0-rnonth
worrking
year"
Studies
indicate
that a marine rail
car
is
the
best
system
to fulfill
these criterjia.
The
car will
travel
on rails
down
into
th,e
pool,
rreeeive
a
bundle
of
logs
[6
to
17,000
board
feet
(14
tb'o,
40
mB)]
and
return
to the unloading
are,a by
a
'powered
cable system.
The
car
carriage
will
be designed
to swivel,
permit-
ting
the
dumping
of
logs
on either side
of the
tracks.
Fish
and Wildlife-Tempor:lry
fish
facilities
will
consist
of traps
and
hoists
at the
downstream
portal
of
the
tunnel
to coller:t fish
anrl tank
trucks
to
haul
them above
the construction
areas.
The
traps,
hoists,
and
trucks will
be userd later
as
part
of the
permanent
fish
facilitbies.
Permanent
fish fa,cilities
rvill include
a collection
system near
the
povrerhouse,
and located
a short
distance
downstream
one
of the largest
Steelhead
Trout
fish hatcheries
in
the
rvorld.
Plans
have
also
been
made
for
the replacement;
and
management
of,
a
large
browse
area for
the deer
and
elk
in
the upper
reservoir.
Conclusion-The
magnitude,
of this
dam
has
ne-
cessitated inclusion
of a very
comprehensive
con-
crete
control
prograrn
with
alllied instrumentation
system.
Data will
bel collected
during
construction
and reservoir
fiiling
periods
as
well
as
during
normal
operations
of the
projerct.
Such data will
be
used as measures
and control for
construction,
to
evaluate
design
studiets
and
to
check
the
dam safety.
Construction
was
initiatedl
on
the dam with
the
award
of
a
tunnel
c,ontract for river
diversion
in
January 1965.
River
diversion
during
the six-year
dam
construction
period
will
be through
one
40-ft
(L2,2-m)-diam,
horseshoe-shap,ed
tunnel
in
the
left
abutment
which
will be
concrebe-lined
to
accommo-
date water
velocity
a:nd
the an:nual log
drives.
The
main
dam construction
contract
was
awarded
in
July
1966,
with
completion
scheduled
for
September L972. Powerlhouse
construction
is
scheduled
for
mid-1969,
while
a,ll other
work
will
be
done concurrently
with
the
nnain
dam
contract
by
separate
contracts.
A.ll
contracts
are
scheduled
for
completion
in
L972,
the
power-onJine
date.
GLEN CANYON
DAM
Aerial
view of
Glen
Canyon Dam
and
l'owerplant
during
test
of
diversion tunnel
and
outlet
tubes.
13
Floyd E.
Dominy,
Commissioner,
Bureau of
Reclamation
United
States
Department
of
the
fnterior, Washington, D.
C.
In
1964,
the
year
of
completion
of Glen
Canyon
Dam,
ther
American
Society of
Civil
Engineers
named
thre
dam
as
the outstandir:rg
civil
engineering
achievement
of the
year.
The
dam,
on the
Colorado
River in .Arizona
near
the Arizona-Utah
border, is
the key
structure
of the
Colorado River
Storage
Project,
a.
large
multiple-purpose
water
resource
development
of
the
Bureau
of R,eclamation.
An
arr:h structure
constructed
for hydroelectric
power generation
and river
regulation,
Glen
Canyon
Dam
is the second
highest
concrete
dam in the
Western .fle.misphere.
It
is
710 ft
(216
m) high,
exceeded
in height
only
by Hoover
Dam
(concrete)
and
Oroville
(rock-fill)
Dam.
Lake
Powell,
the
reservoir
behind
the
dam,
one of
the largest
man-
made
lakes
in
the world
and a major
recreational
attraction,
has
a
capacity
of
27
million
ac-ft
(33.305
x 106
m').
The
900,000-kw
Glen Canyon
Powerplant,
at
the
toe
of
the
dam, is
one
of
the
largest
hydroelectric
power
installations
in the
United
States.
With
Glen Canyon Dam r:ontrolling.
and
releas-
ing
Colorado
River
'',vater
to
rneet
downstream
com-
mitments,
it is
possible
to
clevelop
up$tream
par-
ticipating
projects
to supply
rvater
to n,ew
farms
on
230,000
acres
(93.078
x 104 nn,)
of land
and
to
de-
liver additional
weuter
to farms
on
more
than
336,000
acres
(135.975
x 10,n
m2)
of irrigated
land
which
are
often
short
of wa,ter.
The hydroelectric
power
produced
al;
Glen
Can-
yon
Powerplant
ancl
at the intereonnected power-
plants
of the
Storag,s
Project
is
being
sold
at whole-
sale rates
to
public
agencies
and
cooperativ,es.
The
revenues
obtained
ar:e being
used
to repaly
the costs
of the
power
installations
with
interest
and
to assist
in
repayment
of
the costs
of
tlre
participating
projects.
Because
o.[
its
large
generatinrg
cap&cit],
the
powerplant
is
often
rellerred
to
as
the
,,cash
register
of the
Colo:rado Rirrer
Storage
Project.,'
Accompanying
delsign of
the dam
were
extensive
field
and
laboratory
investigal;ions
to
determine
the
properties
of the foundation
rock.
Bureau
designers
carried
out a large number
of trial-load
studies
using
a
digital
electronic
computer.
The hydraulic
designs
for
spillways,
diversion
tunnels,
and
river
t4
Q
all
tzr(ailDlc.
Dlhrlon
Tunn-rt---
2-!o'152..5'
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GLEN
CANYON
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SECTION
THRU
RIGHT
SPILLWAY
TUNNEL
lor.
U.S.
El.37ll
(It3Ir1lm)
Ior.
W.S. E1.3700
(1127r76m)
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(tt32r33m)
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golhry
-30'"
(Or76m)
Dlo.
crlr vrnl
-13.,96'122.45'
(411,16
x 6r64m)
Fixrd
whol
gorr
'Filllng
linr
gollrry
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chombrr
(3ora3)
O
(3Orat)(60196)(9rra.)(12r_r92)
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TCALE
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--Controclion
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(1,S7nt)
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,6r
I
SECTION
THIRU PENSTO'CI(
AND
POUER PLANT
SECTIO}I
THRU
NIVER OUTLETS
Drotnog.frffiy--ll-
"io.tlll'Hottconcrrtr
SUMMARY
OF PRINCIPAL
FEATURES
Location
On
the Colorado River
17 miles
(27,2
km)
upstream from
Lee
Ferry, Arizona
Purpose
Power, water
supply,
recreation
Owner
Bureau of
Reclamation
Engineering
Bureau
of Reclamation
Construction
Merritt-Chapman
and
Scott Corp.
Chronology
Construction
period:
195?-1964
Commercial
operation: unit l-September 1964, unit 8-
February
1966
Reservoir
Total capacity
to elevation 3,700 ft
(1.128
m):
ac-ft
(m3
x 1ff) ------- 27,000,000
(33.305)
Active capacity:
ac-ft,
(m3
x 106)
20,876,000
(25.75t)
Surface
area:
acres
(m2
x
10r) ---.----.
161,400
(65.317)
Dam
Type:
Concrete
arch
Dimensions-ft
(m):
Structural
height
710
(216)
Top
width
25
(7,6)
Maximum base width
300
(91,4)
Crest
length
1,660
(476)
Crest
elevation
3,715
(1.132)
Total volume:
cu
yd (m3)
------------ 4,901,000
(3.747.000)
Spillways:
One
concrete-lined
tunnel spillway
in
each
abutment
controlled
by
two
40-ft
(12-m)
by 52.5-ft
(16-m)
radial
gates
Elevation top
of
gates:
ft
(m)
--
3,700
(1.127)
Crest
elevation:
ft
(m)
3,648
(1.119)
Capacity
at
elevation
3,?11
ft
(1.131
m):
cfs
(m3lsec)
276,000
(7.815)
Outlet
rvorks: Four
96-in.-diam
(243,8-cm)
pipes
each
con-
trolled by one
96-in.
(243,8-cm)
ring-follower
gate
and
one
96-in.
(243,8-cm)
hollow-jet valve
Capacity of
all outlets at
elevation 3,648 ft
(1.119
m):
cfs
(m3lsec)
15,000
(424')
Power
facilities
Location: At
the toe
of
Glen
Canyon
Dam
Total nameplate
capacity:
900,000
kw
Number
and
capacity
of
generators:
8 units
at 112,b00
kw each
Maximum head:
560
ft
(170
m)
Major
construction
quantities
Excavation, comnron,
for
dam
and
powerplant
Excavation, rock,
for
dam
and
powerplant
Excavation,
all
elasses, in
open
cut
for spillways
Excavation,
all
classes,
in
spillway
tunnels
Excavation,
all
classes,
in
diversion tunnels
Concrete
in
dam
Concrete in appurtenant
structures,
except
powerplant
Concrete
in
powerplant
Reinforcement
Tubing
and fittings
for
grouting
Spillway
radial
gates
and
hoist
Penstock and outlet
pipes
.Fixed-wheel
gates
and hoists
for
penstocks
Ring-follower
gates
and
hollow-
jet
valves
for
outlets
Trashrack metalwork
Structural
steel for
power-
plant
superstructure
All
other metalwork
required
for the
dam, outlets,
spillways,
and
power
features
Tubing
for cooling
conerete
ft
(m)
cu
yd
1,100,000
2,332,000
974,000
267,000
187,000
4,901,000
m3
841.000
1.783.000
745.000
204.000
143.000
3.747.000
250,000
191.000
220,000
168.000
lb
ks
37,100,000
16.828.000
GLEN CANYON DAM
328.000
787.000
.90.700
1.451.000
499.000
599.000
6,200,000
2.369.000
5,14o,ooo
2.331.000
outlets
were
checked
by
hydraulic
model
studies.
The
problems
of
temperature control
of
mass
con-
crete
in
the dam
and contraction
joint
gfouting
wene
also
extensively
sturdied.
The damsite is 12 miles
(19
km)
downstream
from
the
Arizona-fltah
stat;e
boundary.
When con-
struction
began,
the site was
one
of
the most iso-
lated
areas
of the
courtry.
This
desolate
region
imposed
major
problems
i:n
the
transportation
of
supplies
and
equiprment
from
established
areas
to
the damsite.
Bureau
engineers
initial,ly'
solved
the
problem
of
access by
construcl;ing
temporary roads,
pioneered
through the desert
to both s:ides
of
the river.
Con-
struction
of
temporary airsrbrips
on each side
of the
river
followed,
whir:h
provitled
ready
access
to the
damsite
and a me:rns
of
clr,ossing
the
canyon
for
engineers
and surveyors.
Subsequent
road
construc-
tion became
part
of'a first-rclass
highway
system
to
the
dam.
As
early
diversiron of the river
to
permit
work
on the riverbed
was
essentiial, the Bureau
awarded
the
first
major
contract irr October
1956
for
the
excavation
of a
4l-ft-diam,
(12,5-m),
/2-mileJong
(0,8-km)
diversibn
tunnel
thnough
the west
canyon
wall
at
the
damsite.
In
4.pril
L957,
the Merritt-
Chapman and
Scott Corporation
of New
York
CiW
was
awarded
the
prime
contract
for diversion
of the
river and
construction of tlne
east diversion
tunnel
of the same size
asi the
wesl;
diversion
tunnel,
and
construction
of the dam
powerplant
structure,
and
switchyard
area.
This
contract,
which
totaled
$107,955,522,
is
the
largest
single
construction
con-
tract ever awarded
by
the
Eureau
of
Reclamation.
To carry
forward
this
large
construction
under-
taking which
was
to
require more
than, ?
years
for
completion, the cont;ractor
nlarshdlled
an impressive
array of
ingenious
equipmernt; and facilities. Before
concrete could be
placed
in
the dam, more
than
3
years
were required
in
the' assembly and
erection
of construction facilities,
excavation,
construction
of cofferdams, and
diversioni of the river, in
addition
to
many
other related
preliminary
activities
pre-
ceding
construction
of
the
r:lam
proper.
Among
the
ma.jor construction faeilities were
two
5O-ton-capacity
(45-nnetric
ton) cableways
which
the contractor
installed
to
place
concrete
in
the dam and
to
lowe:r heavy
,equipment
to the canyon
floor.
Working together, the two eableways were
capable
of
handling
a
100-tora
(9l-metric
ton) Ioad.
The upper
cableway
spanned 2,050
ft
(625
m)
be-
tween
towers on op,posite
sid,es
of the
canyon.
The
main cable, largest ever built
for
this
purpose,
was
4 in.
(L0,2
cm)
in
diametrer,
weighed
38 lb/tt
(56,5
kglm)
per
foot,
and
had
a
strength
of
100
tons
(91
metric
tons).
Ther lower
cableway had a
span
of
1,800
ft
(54,9
m).
15
724,000
1,734,000
200,000
3,200,000
1,100,000
1,320,000
4,140,000
(1.262.000)
16
GLEN
CANYON
DAM
To
achieve the
concrete
placement
rate
of
up to
9,000
cu
yd
(6.881
m')
a
day,
the contractor
in-
stalled
a
mix
plant
having
six
4-cu-yd
(B-ms)
tilting
mixers
to
provide
480
cu
yd (86?
m')
of concrete
per
hour.
This
batch
plant
was
the world's
largest.
It
was
constructed
on
an excavated
shelf
of
the west
eanyon
wall
190
ft
(58
m)
below
the top
of the
canyon.
To
prorluce
high-quality
concrete
to meet
ex-
acting
speeifications
and
at
the
high
rate
required
under
the
placement
schedules,
the
contractor
in-
stalled
in
the
batch
plant
an intricate
assemblage
of
automatic
monitoring
and
recording
devices.
The
operator
could
maintain
close
control
over
the
quality
of
any
mix
by
the
push
of
a button.
A
closed-circuit
television
system
aided
the
operator
in
his
control
of
the
mixes.
A necessary
feature
prior
to concrete
placement
was
the refrigeration
plant,
installed
on
the canyon
rim next
to, the batch
plant.
The
refrigeration
plant
had
a
capacity
equivalent
to
the
making
of 6,000
tons
(5.443
metric
tons)
of ice
every
day.
It
pro-
duced
ice
and
cold
water
which
were
used
so
that
the concrete
would
be
placed
at
a
temperature
below
50'F
(10'
C). The
ice
and
cold
water
produced
in
the
refrigeration plant
was
a construction
essential,
particularly
during
the
summer
when
daytime
tem-
peratures
at
the da,msite ofl;en
exceeded. 110"
F
(43"
C). Cooling
wa$ accomp,lished
by spraying
cold
water
on
the
incoming
aggregate,
by forcing
cold
air
through
the coarse aggregate
storage
bins,
by
mixing
the concrete
with
chilled water
and flaked
ice,
and by
circulating
cold water
through
pipes
embedded
in
the
dam.
Diversion
of
the
river
beg'an in
Febnuary 1959
through the
west di'yersion 1;uinnel.
The
contractor
continued
with
exca.,ration
o:[ about
2r/2
million
cu
yd
(1,9
x
100
mB)
of rock llrom
the
keyways
and
foundation
area in
preparation
for
placement
of con-
crete in
the dam. Ttre
first
bucket
of
concrete
was
placed
in
the
dam
June L7, 1960.
Concrete was
transferred :[rom
the batch
plant
to buckets
on the ca,bleways by
three
electric rail-
way
cars which
rall
on a
4,00-ftJong
(121,9-m)
trestle. The
trestle vras built
zubout 170
ft
(51,8
m)
below
the crest
of tlhe
dam and was
supported
on
four
structural
steel
towers. .Each
car
carried
two
tilting-type hoppers.
In
operation,
the hoppers
were
filled
at
the
batch
plant,
run
out
on
the trestle
to
a
loading
dock,
and
then tilted by
a
compressed
air
mechanism
to
transfer
the
conr:rete
into
the buckets
which
were
brought
to
the
rilock
by
the two
main
cableways.
These
cableway
buckets
were 18
ft
(4
m)
high
and
held
'.LZ
cu
yd
(9,2
m').
The
buckets
were
then
transported
by
the,
r:ableways
at
the
rate
of
700 fpm
(ZLB
m/tmin).
The
dam was
built
in
bloc.ks
formed
by
a system
of
transverse
and
lo,ngitudirral
joints.
The
blocks
were
of various
sizers, rangiing
fro,m
40
to 70
ft
(L2,2
to
21,3
m) in
vridth
and
up
to
210
ft
(64
m)
in length.
Concrete
was
placerl
continuously
in
the
forms
to a depth
or
"llift"
of 1'7tb
ft
(2,8
rn).
Cooling
pipe
was
embedded in
the con,crete
through
which
cold water
was
circulated
to
prevent
excessively
high
temperatures
inr
the concrete.
More
than At/z
million
ft
(1,37
x
106
m)
of
pipe
were
thus
placed,
The first
millio.nth
bucket
of
concrete
was
placed
in May
1961,
the third millionth
a
year
later.
The
last
bucket
of mass
r:oncrete
to
"top
out"
the
dam
was
placed
Septembe,r 13,
19t63.
Placement
during
the more
than
three
years
o1l
work
averaged
about
31,000
cu
yd (23.700
m')
a
w'eek.
As
construction
proceededl ,on
the dam,
the
con-
tractor
also
progressied
with work
on
the
power-
plant
structure.
Ther
powerplant
is
about 400
ft
(129
m)
downstream
from
the axis
of the
dam. It
is a reinforced
concrete
building
650
ft
(198
m)
long, 196
ft
(60
m) high
aborrer
foundation,
and 128
ft
(39
m)
wide.
The
powerplant
superstructure
has
a structural
steel
frame
ancl
concrete
enclosure
walls.
When the
prime
contraetor
had
substantially
completed
his
work
on
the
powerplant
structure,
the Bureau
awarded
in
June
:1962
a separate
con-
tract for
completion
of the dam,
powerplant,
and
Concrete
placing
in
bucket
section
of left
diversion
tunnel.
GLEN
CANYON
DAM
Downstream
face
of Glen Canyon
Powerplant.
T7
-**i*xW"
appurtenant
works.
For
the
powerplant,
work
under
the
completion
con'tract
included
placement
of
con-
crete for
embedment of the
turbines
and
generatbr
supports and installation
of the turbines,
trans-
former banks,
and other
electrical
and mechanical
equipment.
The Glen
Canyon
Powerplant
generators
are
the
largest
in
individual
capacity the
Bureau has
ever
installed.
Each
generator
weighs
about
2,200,000
lbs
(99?.900
kg)
and
each
has a rotor
weighing
about
1,100,000
lbs
(489.951
kg). Each turbine
weighs
I,220,000 lbs
(553.400
kg). The turbine
runners are
16 ft
7
in.
(5,05
m)
in
diameter. The
turbines
each
have
a
calmrcity
of
165,500
horse,-
power
(153.373
mretric hor:sepower).
In
June
1964, rvork on installation
of the
gener-
ators
was
intensillied. Working
around the cloc}:,
seven days a week, the crontractor
enabled
com-
mercial
operation
of the
first
generator
to begin
in
September
1964,. The spreedup
continued,
and
in
the
13
months tlhat
folkxved,
an
additional fivre
units were installed. The eighth
and final unit was
placed
in service in
Febru&r'y 1966.