Japanese National Committee on Large Dams. Dams in Japan, No. 10
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I
4I
.
ARAKAI44A
DAM
Location
Nearest
City
.
River
Purpose
of
normal
function
of the
riverwater
and wa-
Catchment
area
Mean
annual
discharge
Years
of construction
.
Type
Foundation
Height
Crest
length
Volume
Spillway
Type
....."...........
..... Controlled/uncontrolled
Type
and
number
of
gate
......................
Conduit radial
gatexl
Maximum
discharge
capacity
.................
1,68omris
Reservoir
Gross
capacity
..........
10.8x 101n3
Effective
capacity
...... 8.6x 101n,
Area..................
..... 0.4km,
Drawdown
range
.................................
33.9m
Owner
.........,......
......,....
Yamanashi-ken
Engineering
by
...............
Ditto
Crnstruction
by .....................
J.
V.
of
Kajima cory. and Hazama-Gumi,
Ltd.
Arakawa
dam
is a rockfill dam
with center core under construction
by Yamanashi-ken subsidized
by
Ministry of Con-
struction.
The foundation
of the dam mainly consists of
Miocene andesite
and andesitic tuff brercia.
The latter
which is distri-
buted
at the river
bed and the right abutment
is firm without lveathered
portion
and is a sound foundation with few
qacks.
The
former which
is distributed
at the left abutment is
weathered to the depth of 30m to 50m with open
joint.
In
addition,
upper
part
of the
andesite
where spillway is located
is autobrecciated, so
that deep
excavation
was cafiied out.
The
volume
of excavation was about 1,800,000mr, of
which about 5270
was utilized as core, filter and rock materials.
The
dam site is
located in the
national
park,
so special,
consideration had
been
paid
to environment conservation
at
the stage
of designing and also construction.
Kofu-shi,
Yamanashi-ken
Kofu-shi
Ara
Flood
control, Maintenance
ter
supply
72km'
0.6m3/s
r97s-(re84)
Rockfill
Tuff breccia
and Andesite
88m
320m
3,000,000m,
ru
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PLAN
TYPICAL
CROSS
SECTION
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DAM
AXIS
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I
42.
ASEISHIGAI4{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
.......... 53.1x
106m1
Effective
capacity
.....
43.1x lffmr
Area ..................
.....
2.2kmz
Drawdown range
....... 13.5m
Owner .....,..........
........... Ministry
of
Construchon
Engineering by
........-......
Ditto
Construction by
J. V.
of Kumagai-Gumi
and Takenaka
Doboku Construction
Co.,
Ltd.
Aseishigawa Dam
is concrete
gravity
under
construction
as
one
of the
ploject of the
Iwaki Rivel
overall
Development
Plan.
The dam
is located
in the
reueation
area,
Kuroishi
spa,
which
is adjacent
to Towada-Hachimantai
National
PaIk,
so
that
we have to cotsider
to
prevent the
damage
of environmental
and
scenic
conditions
in the
planning and
duriDg
con-
struction
works.
The
bedrock
is
composed
of
basalt
and
tuff
breccia
in
side.
Their
boundary
zone
is
so
permeable
that
it
was
which was connected
to
the
dam
body.
Kuroishi-shi,
Aomori-ken
Kuroishi-shi
Aseishi
Flood
control,
Maintenance
of.normal
function
of the river
water
and
water
supply
226km'
72.3m'ls
1e73-(1e86)
Gravity
Basalt
and
Tuff
breccia
97m
320m
700,000m3
Controlled
Crest
radial
gateX5, Orifice
radial
gateXl
and Conduit radial
gatexz
2.000m3/s
Miocence
and
tuff
breccia
in
Pliocence
on the
ridge
in
the
right
treated
on
the
right
abutment
with
underground
concrete
wall
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TYPICAL
CROSS
SECTION
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lo0m
UPSTREAM
VIEW
729
43.
DASHIDAIRA
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
Unazuki-cho,
Shimoniikawa-gun,
Toyama-ken
Kurobe-shi
Kurobe
Hydroelectric
46lkm'
48.8m'/s
1982-(1985)
Gravity
Granodiorite
77m
720m
220,000m'
Controlled
Crest
radial
gate
X
3
6,200m'/s
9.0
X
101n3
1.7x
101n'
0.3km'
18m
The
Kansai
Electric Power Co.,
Inc.
Ditto
J.V.
of Maeda
Construction
Co.,
Ltd., Tobishima
Construction
Co., Ltd.and
KOnoike Construction
Corporation,
Nishimatsu
Co..
Ltd.
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131
TYPICAL
CROSS
SECTION
Dashidaira
Dam
is a concrete
gravity
structure
equipped
with
a skijump spillway,
It creates
a regulating
reservoir for
a
power
station
with
an installed
generating
capacity of 124 MW.
The
dam
has additional
six
gates,
three
each for the two outlet conduits embedded in
the dam.
Used as the
dam
concrete material is moderate
heat
cgment
mixed with
fly ash at the
rat€ of 30Va
h volume. The
concrete
is
placed
by tower
cranes at a rate of 2m
per
lift with
no
longirudinal
joints.
The fouodation
rock mass is mainly
composed of
granodiorite
intruded
by
porphydte.
Both rocks,
belonging to
Hida
Belt
formed
during
a
period
from the end of Palaeozoic
to the beginning of Mesozoic, are
hard and
sound
particularly
in
zones which
are almost
unweathered.
The
dam
is located
on an upper stream of
the Kurobe River
where
both banks are formed
into
a
V-shaped gorge,
and
the
site is
in the
midst of the heavily
snowy district in the National Park of Chubu
Sangaku.
Hence, light railway trucks
are
only means
of
access to the dam site. The
construction schedule
is
being maintained
by making every
effort to over-
come such
difficulties
as limits in transporting
heavy.machines and materials, environmental
restrictions
and lorced
work
suspensions
in
long winter months.
EL
550m
300
270
oto?s-Som
UPSTREAM
VIEW
44.
DONDO DAM
Nearest
Citv
.
River
Purpose
Catchment
area
Mean
annual discharge
Years
of construction
Type
Foundation
Height
Crest
length
Volume
Spillway
l'ype
Type
and number of
gate
..
Maximum
discharge capacity
Reservoir
Gross capacity
Effective
capacity
Area
Drawdown
range
Owner
Engineering
by
Construction
by
Miki-shi,
Hyogo-ken
Miki-shi
Yamada
Irrigation and
Water supply
280km'
(including interbasin-diversion
area)
1.0m3/s
1e77-(re8s)
Gravity
Tuff Breccia
72m
260m
3.7
x
10sm3
Controlled
Crest
radial
gate
X3
9.3m'/s
18.9X1ffm3
17.8X
1ffm3
1.1km2
32m
Ministry
of
Agriculture,
Forestry
and Fisheries
Ditto
Taisei
Corporation
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133
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TYPICAL
CROSS
SECTION
r50.oot
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UPSTREAM
VIEW
otopsom
4
.
The geology
of
the dam
site consists
of rhyolite-tuff
breccia having
fractured
zone
of 60m wide
in
the middle
of the
ri_v-er'
Due
to
the inadequate
bearing
capacity
in that zone,
the safety
of the conoete
dam could
not
be ensured
without
effective
countermeasures.
Various
kinds
of detailed
reseaich
have
been carried
out, and iqvestigations
resulted
in
the adoption
of
concrete re-
placement
of the
ftactured
zone.
That depth
was
required to be
about 20m
indicated
by FEM
stress+train
analysis.
The
concrete
to be
replaced
with is
specially
called
mat conqete because
of the
expanse on
the foundation,
. -
The
_mat
conqete
was
designed
to be wedge-like
at both
the edges whici
contact
with
the hard
rock, so
that it might
withstand
against
shearing
force caused
by
the settlement
of the fractured
zone.
And also
the
shape is
suiied to reduce
the
load
on that
zone
dispersing
the load
to both
the sides as
in an arch action.
Around
the
mat concrete,
consolidation grouting
was carried out
more
densely than
other parts.
Anticipating
con-
siderable
displacement
of the foundation,
the nedge shaped
transveral
joint
was
adopted
and the water
stop was
increased
in
number.
For
monitoring
two
inspection
galleries
were
mnstructed in
the mat concrete
and sensers
were installed
closelv
spaced
apart.
135