Japanese National Committee on Large Dams. Dams in Japan, No. 10
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I
I
I
l
45,
FUKUCHI
DAM
Reservoir
Gross
capacity
Effective
capacity
Area
Drawdown
range
Owner
Engineering
by
Construction
by
Location
Nearest
City
.
River
Purpose
Catchment
area
Mean
annual
discharge
Years
of
construction
Type
Foundation
Height
Crest
length
Volume
Spillway
TYPe
Controlled,/Uncontrolled
Type
and
number
of
gate
crest
drum
gatex2
and
siphonXl
Maximum
discharge
capacity
1,600m3/s
55
X
106rn3
52
X
106tn3
2.5km'
38.9m
Okinawa
Development
Agency
Ditto
J. v. of ohbayashi-Gumi,
Ltd.
and
Higashii-Kaihatsu
Ltd.
partnership
(Downstream
spillway)
J.
v.
of Kajima
cotp.
and
oshiro-Gumi
co.,
Ltd. (upstrearn
spillway)
Fukuchi
Dam
is a rockfill
dam with center
core. The foundation rock
of the dam
consists
of schist.
This dam
is uni-
que
because
its investigation,
design
and a
part
of
construction
was
conducted
by U. S. Army
Engineers
Okinawa District
Corps, and
the remains
of construction
was done
by Okinawa Development Agency..
The
dam has
two
spillways, the main
spillway beside the dam and the
emergency
spillway
in the
resewoir, but
these
are
reconstructed
to the main
spillways by the
Agency, the spillway with the
drum
gates
for the
former
and the siphon
spill-
way
for the
latter.
,/
Higashi-son,
Kunigami-gun,
Okinawa-ken
Nago-shi
Fukuchi
Flood
control,
Maintenance
of
normal
function
of
the
river
,water
and Wa-
ter supply
32km'
1.8m'/s
re72-(re83)
Rockfill
Schist
92m
260m
1,620,000m3
PLAN
136
s
s
Lrc
DOWNSTREAM
SPILLWAY
(DRUM
GATE)
e----rh
PSOFILE
ALONG DAM AXIS
O--f.
r37
TYPICAL
CROSS
SFCTION
UPSTREAM
SPILLWAY
(SIPHON
SPILLWAY)
o.__-_---_-lP'
46.
FI.ITABA
DAM
Location
Nearest
City
.
River
Purpose
Catchment
area
Mean
annual
discharge
Years
of construction
.
Type
Foundation
Height
Crest
length
Volume
Spillway
Type
Type
and
number
of
gate
Maximum
discharge
capacity
Reservoir
Gross
capacity
Effective
capacity
Area
Drawdown
range
Owner
Engineering
by
Construction
by
Kyogoku-cho, Abuta-gun,
Hokkaido
Otaru-shi
Pepenai
Irrigation
63km'
9.02m3/s
1969-r983
Rockfill
Andesite
60m
234m
660,000m'
Uncontrolled
650m'/s
10.5
X
L0um'
9.3
X
106m'
0.64km'?
23.0m
Hokkaido
Development Agency
Ditro
J. V. of
Nishimatsu Construction
Co., Ltd.
and Aoki
Conrsruction Co.,
Ltd.
The Futaba
dam is a rockfill dam
with
surface
asphalt facing,
located in the
north-eastern
slope of
the
graceful
Mt.
Yotei
that is admiringly
called
"Ezo
Fuji" or
"Mt.
Fuji of
Hokkaido".
The
asphalt facing type was selected for lack of core
rnatedal
near the site and constructed fi$t in Hokkaido
which has
low temparature
and heavy sno\r'fall in winter. So,
various kinds
of experiments
wete
executed before the adoption
espe-
cially about the
durability of asphalt structure
in
such
climate.
The detailed
design and suitable mix
proportion
were
de-
cided frorn those investisations.
Spillway
138
D
ivers
ion Tun
nel
Aspholtic
Conc
ret e
PLAN
Dudng
the construction much
attention was
paid
to the temperature control
of the
asphalt
material. After
filling
wa-
ter, no
trouble
is recognized in the watertightness
of the
impervious
membrane.
The
foundation
is the
puliocenic
andesite thickly overlaying the
green
tuff.
An inspection gallery
was
constructed
at
the
upstream
toe of
the dam connecting with
the facing
wall. The curtain
grouting
was
cafied
out from the
gallery.
An intake
tower was constructed
on the left side and equipped
with
floating
gates
to take
warm water
from the sur-
face.
Excavated
area by construction was
planted
to harmonize with the surrounding
landscape.
420
400
380
560
r39
TYPICAL
CROSS
SECTION
PROFILE
ALONG DAM
AXIS
47,
HITOKURA
DAM
Location
Nearest
City .
River
Purpose
Catchment
area
Mean
annual
discharge
Years
of construction
.
Type
Foundation
Height
Crest
length
Volume
Spillway
Type
Type
and
number of
gate
Maximum
discharge
capacity
Reservoir
Gross capacity ......... 33.3X lomr
Effective
capacity ..... 30.8x
10tn'
Area
.................. .... 1.4km'
Drawdown range
.,,......,.......................,14.0m
Owner.............,.. ...........WaterResourcesDevelopmentPublicCorporation
En^i----:-- L,,
............... Ditto
Construction by
.....................
J. V.
of Sato Kogyo
Co., Ltd. and Ohbayashi-Gumi,
Lrd.
Hitokura dam was
planned
for
the flood control
and the
water supply to
the Hanshin industial area and satellite
cities
around Osaka in the down stueam
reaches.
The dam site is located in the
prefectural
natural
park and fairly
close to the urban residental district.
Therefore
to
preserve
the environment and to
prevent
the
polution caused
by the
construction
works, the
special
attention
was paid to
the
following
points.
(1)
The
perfsct
recycle
use of water for the
works.
(2)
The
prevention
of noise
and dust at the aggregate
plant
aDd
concrete mixing
plant.
(3)
The adoption of the
travelling
jib-crane
to decrease
the
quantity
of excavation
of both sides
of the dam to
a
minimum.
)
Kawanishi-shi,
Hyogo-ken
Kawanishi-shi
Hitokuradroji
Flood
control,
Maintenance of
normal
function
of the
river
water
and Wa-
ter supply
115km'
4.4m3ls
7e76-(re84)
Gravity
Slate
and Sandstone
75m
285m
441,000m3
Controlled
Crest
radial
gate
X
2 and Orifice
radial
gateX?
1.730m'/s
o
1tl
ut,
ilh
\
)
I
d
l
)
I
140
PLAN
The dam
has two
struc,tural charactedstics.
(1)
The
multiple leaf cylinder
gate
is set to the selective
withdrawal
tower for the
prevention
of
the
eutrophication.
(2)
Submerged
tJ4)e of water drainage
using
jetflow
gate
is adopted for the reduction
of noise.
The
bedrock
of the dam site mainly
consists of
palaeozoic
slate, sandstone and their
atternation. As
for the existence
of permeable
zone which reached
the deep
part
(deeper
than the dam height) in the
foundation,
sufficient
grouting
was car-
ried out.
llll
tllr
till
GROUT CT'RTAIN
lltl
tttl
llll
llll
llll
tlll
O
lO
20
3O(m)
EL(m)
14l
TYPICAL
CROSS SECTION
ilii
lltt
iili
o
iiii
UPSTREAM VIEW
-r*
#
'.li
48.
IKIMIAf,}4'A
DAM
Location
Nearest
City
.
River
Purpose
Catchment
area
Mean
annual
discharge
Years
of construction
.
Type
Foundation
Height
Crest
length
Volume
Spillway
Type
Type
and
number
of
gate
.
Maximum
discharge
capacity
Reservoir
Gross capacity
Effective
capacity
Area
Drawdown
range
Owner
Engineering
by
Construction
by
Ikimigawa Dam
is a concrete
gravity
dam being constructed on the foundation rock
of slate, cheit
and
sandstone,
which
is
very
souud
and hard. The dam is charactedzed by the
unique
overfall spillway without
gate
along the whole
length
of the crest of
the dam. This facility
was
finally designed
by elaborate experiments.
Mikawa-cho,
Kuga-gun,
Yamaguchi-ken
Iwakuni-shi
Ikimi
Flood
control, Maintenance
of normal
function
of
the
river.water.
Water
supply
and Hydroelectric
72km'z
mt/s.
r971,-(1984)
Gravity
Slate, Chart and
Sandstone
90m
2l5m
360,000m3
Controlled/uncontrolled
Conduit
radial
gate
X
1
1,200m'/s
30.8
X
106m3
29.3x
106m3
1.1km'?
55m
Yamaguchi-ken
Ditto
Hazama-Gumi.
Ltd.
r42
---.-...---t:i
;l
EL(d
t5
0
TYPICAL
CROSS SECTION
UPSTREAM VIEW
r43
49.
IMAICHI
DAM
Location
Nearest City .
River
Purpose
Catchment area
Mean
annual discharge
Years
of construction
Type
Foundation
Height
Crest length
Volume
Spillway
Type ..................
..... Controlled
Type and number of
gate
......................
Fixed roller
gatex2
Maximum
discharge capacity
.................
506m7s
Reservoir
Gross capacity
,.........
9.1x 106m3
Effective
capacity
...... 6.4x
l$ml
Area ..................
..... 0.38Km'
Drawdown
range ...........,.....................
21.5m
Owner ................
........... The
Tokyo Electric
Power
Co., Inc.
Engineering
by
............... Ditto
Construction by
J.
V. of Hazama-Gumi
Ltd. and Aoki Construction Co.,
Ltd.
Imaichi dam forms the lower
reservoir of Imaichi
pumped-storage
powerplant with
maximum output capacity
of 1,050
MW.
The bedrock of Imaichi dam consists
of sandstone and
slate belonging
to
paleozoic
formation
and
quarz
porphyry
which
intrudes into the formation.
The results
of
in-situ rock tests show
sufficient strength
of the
foundation rock for the concrete
gravity
dam, i.e.,
the
cohesion is more than 150 tone
flm'and the ansle
of internal
friction
is more than 45'.
U
PSTREAM
COFFER DAM
I
'-\.,
t
/a
tmaictri-shi,
Tochigi-ken
Imaichi-shi
Togawa
Hydroelectric
14.SKm'
0.5m'/s
1979-(1984)
Under
Construction
Gravity
Sandstone
and
Slate
75.5m
205m
185,000m1
\
\
+x
r44
PLAN
.;ira-krY
u.ga
The
dem is characterized by lean concrete
(98kg
low heat
cement and 42kg fly
ash
per
m') in
order
to reduce thermal
t€nsile
stress. Longitudinal
joints
parallel
to the dam axis
are ordinarily
prepared
to
prevent
cracking, but in constructing
Imaichi
dam,
lean concrete and
pre-cooling
method
make it
possible
to leave out longitudinal
joints,
and to
plac€
mass con-
crete in
one layer,
EL.(m)
560
HW
DAM
AXIS
-
APPROX
L
INE
.541
L532.7
UPSTREAM
VIEW
TYPICAL
CRO$S
SECTION
r45