Japanese National Committee on Large Dams. Dams in Japan, No. 10
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50.
JOZANKtrI
DAM
Location
Sapporo-shi, Hokkaido
Nearest
City .
Sapporo-shi
River
Otarunai
Purpose
Flood control and Water
supply
Catchment
area
104km'
Mean
annual discharge
.......,.....,.................
5.4m,/s
I
Yearsofconstruction
.................................
1978-(1988)
|
Type ..................
...........
Gravity
Foundation
Decite
and
Quartz-porphyry
Height
113m
Crest
length
405m
Volume
1.150.000m3
Spillway
I
Type
..................
.....
Controlled
I
Type
and number
of
gate
...................... Crest radial
gate
X
Maximum
discharge
capacity ................. 675mr/s
Reservoir
Gross capacity
..........
82.3
x
1ffm3
Effective
capacity
...... 78.6x 1CFm3
Area ..................
.....
2.3km,
Drawdown
range
.................................
65.1m
Owner ................
........... Hokkaido Develop
Engineering
by
............... Dino
Construction
by
.....................
J.
V.
of Taisei Cor
Jozankei Dam
is a concrete
gravity
dam being constructed in I
struction, every possible
care is taken to conserve natural
environm
the relocated
roads.
Construction
plants
are designed in the miniD
sta[ce, quantity
of excavation
of
both abutments of the dam calr be
(1000
tm).
PLAN
"*----1'----1,"'
146
EL
4@
380
360
340
3@
3@
2eo
o&Q@
EL
42OIT:
4@
3S
360
340
320
u
TYPICAL
CROSS
SECTION
t47
UPSTREAM
VIEW
51.
KAMIOSU
DAM
Location
Neo_mura,
Motosu_gun,
Gifu_ken
Nearesr
City
.
Gifu_shi
River
Purpose
Catchment
area
Mean
annual
discharge
Years
of
construction
.
Type
Foundation
Height
......i.
Crest
length
Volume
Spillway
Type
..................
..... Controlled
Type and
number
of
gate
......................
Crest radical
gateX2
Maximum
discharge
capacity .................
480m3is
Reservoir
Gross
capacity
..........
14.5x 106mr
Effective
capacity
......
9
X
10tn,
Area
..................
.....
0.53Km'
Drawdown
range
.................. ...............
23m
Owner
................
...........
The Chubu Electric Power Co.. Inc.
Engineering
by
............... Ditto
Construction
by
Undecided
Kami6su
dam is being constructed as a lower dam of
the
Okumino
pure pumped
storage
project
(1,000MW).
In this project,
it is
planned
to constmct
an underground
powe$tation
at some intermediate point
between the upper
(Kaore)
and the lower
(Kamiosu)
dams,
for
pumping-up
and
power generatron.
The lower (Kamiosu)
dam has its own
catchment
area separate ftom that of the upper
dam, and the natural flow in
each
river will not
be changed after the initial reservoir filling.
Kamiosu dam
is a rockfill structure
with
centlal earth
core, with
gentle
slopes, its upstream
slope is 1.0 to 3.0 and that
of downstream
is
1.0 to 2.3.
These
gradient
values
are
determined by considedng the seismic intensity of 0.18, and consequently
they
may form a
rockfill dam
with nther
gentle
slope in Japan.
Four different
types of outlet will be equipped for Kamidsu
dam : spillway with radial gates
;
two outlet conduits at the
bottom, one
for norrnal operation and the other for emergency
discharge, and a diversion channel
along the road on dght
and
left banks of
the reservoir.
r--=-Y>^.:4-*
Neo
River, tributary
of Kiso River
Hydroelectric
l2Km'?
1.07mr/s
1980-
Rockfill
Sandstone
98m
293m
3,150,000m,
r
o
a;
&;n
-oQ
eA"
r48
PLAN
tu
EL
O
excavar cN
LINE
@
rr.rspEcr,cr caLLERY
O
coRE
@
rrrren
O
Rocxrrl- CLASS
II
19/
nvv^r
rL-
ULAJJ
!
@
RIPRAP
@
cunrarN GRour
@
wasre
zcrra
tf,u
450
TYPICAL
CROSS SECTION
LEFT
ABUTMENT
.
....
./tt
t-..
//
,altt
\
PROFILE
ALONG
DAM
AXIS
r49
52.
MIYAKODAGAWA
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
,:J.
\/E
\'
1t-
lnasa-cho,
Inasa-gun,
Shizuoka-ken
Hamamatsu-shi
Miyakoda
Irrigation, Flood
control
and Water
supply
56km'
1.15m3/s
1968-1983
Rockfill
Crystal schist
55m
170m
710,000m,
Uncontrolled
I,420m3ls
12
X
106m3
10.3
X
L0um'
0.74km'z
23.5m
Shizuoka-ken
Ditto
Tobishima
Corporation
llo
-'/
--
-----*4*J
Dewatenng
\
c
l'ute
6
d'
\
\ ,--\
ti\/
E
qE
rtL
fs
JO
dqt
E
o
:
t:21
['
150
PLAN
I
I
The
Miyakodagawa
dam is
a rockfill
dam
with a center earth
core,
and the
spillway
is
an overflow
side
chann€l struc-
ture.
.
The
geology
of the dam
site consists
of the crystal
s€hist of
Cretaceous
covered
with river
deposit.
The
gabbro
and
the
diabase
available
in the vicinity
of the
dam site are
utilized for
the rock
matedals.
The
curtain
grouting
and
blanket grouting
are carried
out to reduce
the seepage
through
the foundation.
To
monitor
the
behavior
of
the dam,
an inspection galery
is
constructed
undei
the
c"nter
co.".
o
o\
(3,
o
o
€/
o
/6\
v
6t
excovotion
I ine
inspection gollery
c ore
filler
semr-permeoble
zone
rock
zone
npr0
p
curloi
n
grouting
blonket
grouting
*
H.WL
ll35Oo
TYPICAL
CROSS SECTION
ELSOO
-b------t<o
PROFILE
ALONG
151
53.
NITCHU
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
Atsushiokanou-mura, Yama-gun,
Fukushima-ken
Kitakata-shi
Oshikiri
lrrigation, Flood control
and Water
supply
40.6km'
1.87m'/s
1971-
(198s)
Rockfill
Tuff and Liparite
101m
423m
4,900,000m1
Uncontrolled
1,120m3/s
24.6x 106m3
23.Ix 10um'
0.79km'?
53.5m
Ministry of Agriculture, Forestry
and Fisheries
Ditto
J.
V. of Taisei Corporation
and Kajima
Corporation
The
geology
of the foundation
consists of tuff with intrusion of liparite. The tuff
is of Miocene
era cemented by sili-
fication and
the foundation
has adequate
beadng capacity to construct a rockfill dam of about
100n high.
Rock
mate al is
the lipadte which is available at a quary about 700m
away
in
the left
bank. The rock excavated
frorn
the
quarry
are classified into three
groups
according to the
size
of material and the
grade
of
weathe
ng. The first
group
is rock
having 43 degree
in
iqtemal
friction angle and used
for
upstream rock zone.
The second
group
is 40 degree
and used
for downstream
rock zone. The other is
used
for transttlon zone.
The impervious
material
is deposit from the ver mixed with clayey earth from the
borrow area about
1,000m away.
The foundation
has high permeability
in sevenl
places
along fractured zones, and
grout
holes
are closely spaced with
the
main and
sub curtain.
The main curtain holes are ddlled to 60m
deep
at the highesr section
of the dam.
'Lr7-
-2+*"
;tS.8
t52
PLAN
*o"BR
For river
diversion
during construction,
two by-path tunnels have
been
provided.
One of
them rvill be
reconstructed
as the
intake
work after
completing the dam.
Dudng the conversion work
the other
by-path
will be
still needed to divert
the
discharge
because
it will take considerably
long time. Therefore,
two diversion
tunnels
was
planned.
(R)
O
lmm
@
Excovolion
line
@
lnspedion
Gollery
@
core
@
ritter
@
Tronsition
@
Rock
A
O
RocK
B
@
Rip
nop
@
curtion Groul
EL 4rO OO
t0Q
n
-
N.w L
zlso
o
-*-U-W-L-aCL0
-
@
25
PROFILE
DAM
TYPICAL
CROSS
SECTION
153
54.
OGAKI
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
capaclty
Reservoir
Gross
capacity
Effective
capacitv
Area
Drawdown
range
Owner
Engineering
by
Construction
by
\\\
Rock
A Tronsition
\\
Morcriors
\-i
Namie-cho,
Futaba-gun,
Fukushima-ken
Haramachi-shi
Ukedo
Irrigation
110km'
2.0m'/s
1e78-(1e85)
Rockfill
Granite
85m
262m
1,800,000m3
Controlled
spillway
Crest
radial gate
X
5
1,700m3/s
19.5
X
10um3
77.3X
106m3
0.9km'?
34m
Ministry
of Agriculture,
Forestry
and
Fisheries
Ditto
Hazama-Gumi,
Ltd.
-.---_.-.-
li
I
a-
,50't..
Tronsilion Uotcrro\\\
\
I
r,tr\
\\
((
154
PLAN
Ogaki dam
is a rockfill
dam with
a
center earth
core, located
17km upstream
from
the
mouth
of the
Ukedo river.
The
foundatior
of the
dam is granite
with
some fault zones,
which are
treated
by curtain
""4
tr"nt"i giouung
and
partial
replacements
by
concrete.
The inspection
gallery
is constructed along
the dam
axis
and another
gall;y
is extended
into
the
left
bank
to
perform
foundation
treatment
for the
thin abutment.
The curtain
grouting
will
6e
exlcuted
from these
galledes
irl-order
to
control
the seepage
through
the foundation
and the
abutment.
The
spillivay
is
constructed
on
a saddle
of the
left
bank
which
is a favourable
site for
the structure,
and it will
be equipped
with
five
raiial
gates
ro
pass
safely the
design
flood
discharge.
.
Ukedo
river
is a
good
breeding place
of salmon
and Japanese
river trout,
so during
the
construction
the turbid
dis-
charge
is
being
treated
and PH
and SS is
adjusted
to
preserve
the enyironment
of
the rivei.
ooo
?ooo
-9!qund
surfocG
TYPICAL
CROSS
SECTION
lErcqvolion
Linr
Irl
Blonkat
G.gul ?
(ln.paction
Gol lr.y
)
crtrl
Lcnci[ aqaQoo
lcpactrcn Gollcry
-
PROFILE
ALOI\IG DAM
AXIS
155