Japanese National Committee on Large Dams. Dams in Japan, No. 10

3.

SAYAMA.IKE

DAM

Location

Nearest

City .

River

Purpose

Catchment

area

Mean

annual discharge

Years

of construction

Type

Foundation

Height

Crest

length

Volume

Spillway

Type

and

number

of

gate

..

Maximum

discharge

capacity

Reservoir

Gross

capacity

Effective

capacity

Area

Drawdown

range

Owner

Engineering

by

Construction

by

\

itlqHrYoriE

sell_!

r4\Y

Sayama-cho,

Minamikawachi-Gun, Osaka-Fu

Sakai-shi

Nishiyoke

Irrigation

18km'?

0.46m'/s

6

Earth

Shale and Sandstone

15m

1,037m

650,000m3

Uncontrolled

224m3ls

I

r.a

*

106m3

I

0.39km'

9.2m

Sayama Land

Improvement District

HIGASHIYOKE

SPILL

WAY

u( tlt

rtg

SAYAMA

POND

PLAN

The

beginning

of

the

Sayama-ike

lives

in the world

of the

that

the

dam

was

constructed

in

the

year

6 A. D.

by the 11th

tion

in

the

description

because

it has

been

written

to claim to

mythology.

The

earliest

history

in

Japan,

titled

Kojiki, tells

Emperor

Sujin.

It

is

said

that

the

Kojiki

is

something

of fic-

the

whole

country

the prestige

of

the

early

empire which

was

established

in

the

7th

century.

However,

undoutedly

the

Sayama-ike

was

the largest

in

isting

up

to

the present.

that

time

and

might

be

the

oldest

of in

those

dams

that are ex-

.

In-the

long history,

the dam

was

damaged

by disaster and was

left

unrepaired

for

a time.

But

it became

bigger every

time

of

reconstruction

because

it was

located

near

the ancient capital

and wai

an

important

i"r."s-"tui"

or

at"e

production

to

the

old empire.

It is iD

the

Sayama-ike

that thc

stone-made

culvelt was

buitt

for

the first,

and

also the

manual contol

of

discharge,

looking

like a

Syakuhachi

or

Japanese flute,

was devised

for

the intake.

In

the

present

time,

as

the

outskirts

of

the dam

was

developed

for

the

bedtown

o-f

Osaka

city,

the

third

largest

I"p1n,

the purpose

of

irrigation

is

losing

its

importance

and

the

dam was

greatly

reconstructed

to

combine

the

function

local

flood

control.

ln

of

R

TYPICAL

CROSS

SECTION

C.. !r t..glh

I

03 Z

6

.["

:f"

3l_

"[.

?

ao

'?o

r5o

'o,o

zsor

S: t:5OOO

DOWNSTREAM

VIEW

fl

4.

ABUGA\ryADAM

Location

Nearest

City

.

River

Purpose

Catchment

area

Mean

annual

discharge

Years

of construction

Type

Foundation

Height

Crest

length

Volume

Spillway

Type

and

number

of

gate

.

Maximum

discharge

capacity

Reservoir

Gross

capacity

Effective

capacity

Area

Drawdown

range

Owner

Engineering

by

Construction

by

.. ....

....

Kawakami-mura, Abu-gun,

Yamaguchi-ken

Hagi-shi

Abu

Flood

control, Maintenance

of normal

function

of the

Hydroelectric

523km'?

18m3/s

1970-197s

Arch

gravity

Slate, Chert and Limestone

95m

286m

426,500m3

Controlled

Crest fixed

roller

gate

X

4 and

Orifice

fixed

roller gate

X

3

3,800m3/s

154X

10um'

L32x101n3

4.Zkm'z

48m

Yamaguchi-ken

Ditto

Maeda Construction

Co., Ltd.

river water

and

9O

OO

70

.l

18

PLAN

.a

TYPICAL

CROSS

SECTION

900

8o'0

700

@o

500

4ao

300

a0

roo

50

v LwL 425

_

EL

=35

O

380

50.o

-l--

ts5

0

oro20304(

50

T9

Abugawa

Dam

is

a

e arch

gravity

dam. The

gross

capacity of the reservoir

is 153.500,000m,

which is

one of

the

largest

in

the

multi

pose

dams by the local government.

An

arch gravity

da was

adopted from

the following reasons. The

geographycal

and

geological

condition

was good

for

an

arch

dam

or

an

a

It is

easier

to

highten

an

gravity

dam.

An arch dam or'an arch

gravity

dam was

more

economical

than

a

gravity

dam.

for

flood

controll

faciliti

rch dam

or an arch

gravity

dam than a

gravity

dam.

An arch

gravity

dam

has

a more advantage

than

an arch dam.

BL

2

BL

3

GROUTING

GALLERY

s7c

BL.6

I

BL 7

j

BL'8

i

BL 9

ELEVATOR

HOUSE

BL5

EL:7

O

FrRsr LAYER

RNrsH

BL

IO

@.@

neeear

UPSTREAM

VIEW

SECONOARY

COFFER DAM CROSS

SECTION

BL

15

BL

16

MWNSTFEAM

COFFER

DAM

CROSS

SECTION

20.0

|oa

oo

I F|L'94,O I /

liii

olvERSpN

CEMENT GROIJTING

20

INTRUSION

METHOD

ARIMINE

DAM

(

Mean

annual dis

Years

of constru

Type

Foundation

Height

Crest length

Volume

Spillway

Type

and nr

Maximum

d

Reservoir

Gross capa(

Effective

ca

Area

DraWdown

Owner

Engineering

by

Construction

bv

Oyama-cho,

Kaminikawa-gun,

Toyama-ken

Toyama-shi

Joganji

Hydroelectric

50km'

4.7m3ls

1937-1943,

1956-1959

Gravity

Alternation

of Conglomerate,

Sandstone

and

Shale

140m

500m

1,568,000m3

Controlled

Crest

radial

gateX2

380m3/s

222AX

106m',

204.4x 106m3

5.1km'

73m

Hokuriku

Electric

Power

Co.,Inc.

Ditto

Maeda

Construction

Co.,

Ltd.

WATER I

NTAKE

TOWER

''-to<o

t\

'.it"'

I

e).$

PLAN

o

50 loom

2I

TtiloNcREr\

{

i.l,

22

Arimine

Dam

is located

on

the upper

reaches of the

wada River,

tributary

of

the

Joganji

River which

flows irto the

sea

of

Japan.

The

basin

is known

for its

heavy snowfall

and the

annual

precipiiation

of 2,600mm.

. .

This

dam'

originally

designed

to

be 110m high, was

started

in 1937,

but the

work

was interrupted

by World

War II at

which

stage

i38,000m'of

concrete

had already

bden

placed.

In 1956,

the Hokuriku

Electric

eo*ir

Co., In".

reconsidered

the project

and started

this work

as

a concrete

gravity

dam of

140m high.

By this proiect,

the

annual

energy

generatron

came

10 l0ocwh,

which

is

produced

by a

series of 7 newly

installed

power

plants

(total

output

: 270MW)

inciuding

the

downstream

benefit

of

the existing plants.

The

concrete

originally

placed

had

been left for

more than ten

years

under

severe

climatic

conditions.

At the time

when

the work

was

restarted,

the condition

of the cracks and the

degiee

of weathedng

of the

concrete was

studied and in-

vestigated

by test

boring

from both

faces

toward the dam axis

The

results

of the survey

were as

follows :

-

(1)

There

were

no problems

in strength,

density, etc. in the

old concrete.

(2)

Being-not

weathered

deeply

by exposure,

the

old

concrete

surface

is fresh and

unweathered

if its

surface is

chipped ab-

out

15cm

in depth.

(3)

Most

of the

qacks

visible

on the old

concrete surface do not

extend to

the bottom

and

can be

treated by

groutlng.

Bassed

on the

above conclusions,

the cracks were

grouted

by deep holes

(a

total of

5,300m)

and 5ft

of cement were

injected.

One

of the matters

studied

then was

tbe stress that would

concentrate

especially

at

the corneE

of th€ old con-

crete

when

new

€oncrete would

be placed,

After a

photo-elastic

model test

it was

found

ihat sharp

edges

of the old con-

crete

had

to be

removed

and rounded

to

a 10m Hdius by chipping.

Geological

feature

of the dam

foundation

consists mainly

of alternate stratum

of conglomerate

and sandstotr€ with

some

intrusion

of shale.

A dike

of liparite is

atso found intruding it

at some

places.

In

general,

the rock is

jointed

con-

siderably

but

the

rock foundation

was

treated without any trouble.

.

Consolidation grouting

through

dritl holes

26,000m in total

was executed

in three

stages.

Curtain

grouting

(through.

bored

holes

of

60,000m

in total) n'ith

a standard

spacing of 1.5 meters

and a standard

dJpthTO--80

me'iers.

turther rim-

grouting

(14.000m)

on both

sides and

contact-grouting in the

abutments over

60 degrees

steep, were

executed.

,--

Cement

was

transported

by

means of

a cableway 13km long

and aggregate

by two

sets of aeiial

cableways

each about

13km

long and

a 2.1km

long belt

conveyor from

the

plant

(800t/hr).

^_

A

batching

and

mixing

Plant

of 240mYhr was

installed on the right

bank with

five

cable cranes

of 4.5, 7,

10, 13.5 and

25r.

. .

After

concrete

placing, pipe-cooling

for a month was executed

and also

at the

same time

pre-cooling

for two months

during

the summer.

During winter

the

pipe{aoling

for

secondary cooling

and

joint

grouting

w",

"""*t"J.

.

Thus,

Arimine

Dam nas

openbd

for use in 1959. Inspecting

the cornpleted

dam,

nothing

remarkable

is found in rela-

tron

to

stress

distribution

or strain which

was influenced

by

placing

the new

conqete

on the

old one.

- .

Furthermore,

in

1981, 3

power

plants (output

400MW) were extended

for

peak

power

supply

raking advantage of the

Arimine

reservoir.

m

EL l,roo-

I,O50-

rpoo-

950-

UPSTREAM

VIEW

o

50

loom

23

6.

EIGENJI

DAM

The

geology

of

the dam

site consists of

granite

in the Mesozoic Era, and

has the capacity

to bear the

conqete dam.

But

the

bedrock

of

the left

bank is overlain by the river

deposit

(composed

of sandy

gravel

and

silt layers),

which is

too deep to

be

removed

by excavation.

Therefore,

a combination of concrete

gravity

and rockfill

dam was

constructed

on the deposit,

and

against

the seepage

through the deposit

a cut off wall

was

constucted under the

core zone

of the fill.

To

cope with possible

differential settlement of the foundation between

both sections due

to differences

of the

geolo-

gical

condition,

a curved

shape

with

a certain incliration was adopted for

the contact fac€

of concrete

and earth. The

shape is very

favourable

to

prevent

leakage along the contact face by sliding of

each

part,

and it can be

also expected to

give good

watertightness

when the earthquake

comes. The most

desirable

curvature and

inclination

were determined

after

many

model

experiments.

EIGENJI DAM

Location

Nearest

City

.

River

Purpose

Catchment

area

Mean

annual

discharge

Years

of

construction

.

Type

Foundation

Height

Crest

length

Volume

Spillway

Type

and

number

of

gate

.

Maximum

discharge

capacity

Reservoir

Gross

capacity

Effective

capacity

Area

Drawdown

range

Owner

Engineering

by

Construction

by

Eigenji-cho,

Kanzaki-gun,

Shiga-ken

Yokkaichi-shi

Echigawa

Irrigation

and Hydoelectric

132Km'

6.02mjls

1959-1972

Concrete

gravity

and rockfill

Granite

(Gravity),

River

deposit

(Rockfill)

74m

392m

(Gravity

;272m,

Rockfill

;

120m)

407,600m3 (Gravity;

384,300m3,

Rockfill

;

23,300m,)

Controlled

Crest

radial

gate

X

4

1,840m3/s

22.7

X

106m3

2I.9X

10um'

0.98Km'z

68m

(Irrigation

;

43m, Hydroelectric

;

25m)

Ministry

of

Agriculture,

Forestry

and Fisheries

Ditto

Maeda

Construction Co..

Ltd.

Lt+

PLAN

The gallery

and

cut off wall were constructed by ar interesting method as mentioned

below.

For

preparation

of

working

afterwards, a

vertical

shaft

was

provided

at

nearly

center position

of the cut off

wall

section.

This

was uesed to

carry out the excavation spoil or

take into

the

materials

during

construction. Then,

excavation

of

the

Sallery

started at the bottom in the

shaft and

went on to left and dght along

the dam axis.

Follon'ing the

galtery,

4m in hight

above

the top of the

gallery

was cut down into that. After excavation, concrete

placement

was made

to

com-

Plete

the

gallery

and also a lower half

of 4m high

vacancy was filled with

concrete which formed

the lowest

part

of the

cur-

tain wall.

Another 2m vacancy remained

above was used

to

proceed

to

the next work

of the wall. Namely,

excavation

and

concrete

placement

was

getting

on altemately

with

2m step

upwords.

The excavation

spoil was

gathered

to the shaft

to carry out

ftom the ground,

and H-type

piles

ang sheet

piles were

used as supporte$ against

earth

pressure.

Hvd

s

Lil1

TYPICAL

CROSS

SECTION

(OVBRFLOW

SECTION)

ilL- O

TYPICAL CROSS SECTION

(ROCK

FrLL

SECTTON)

Sub Dom

C

Exowlion Line

3

Inspetim Gollery

3 core

'3

frller

'3

Tronsilim

0

Rmt

0

Cmcrete Fill

€ Curloin Groting

\\

t\

25

Japanese National Committee on Large Dams. Dams in Japan, No. 10

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