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

SUB DAM

JLA LE

o

50

loo

UPSTREAM

VIEW

LAYOUT

OF

TR.ESLES

OF

TRAVELLING

CRANE

-

FOR

CONCRETE

PLACING

TYPICAL SECTION

OF

SUB

DAM

CONCRETE

FACING

T

HICKNESS.

I,O@-l,5OOmm

ASPHALT

FACllrG

THICKNESS'soom

MAIN

DAM

96

PROFILE

OF

POWER

GENERATION

FACILITY

31.

TAKASE

DAM

Location

Nearesr

City

.

River

Purpose

Catchment

area

Mean

annual

discharge

Years

of construction

.

Type

Foundation

Height

Crest

length

Volume

Spillu.ay

T)'pe

Tt'pe

and

number

of

gate

.

I{aximum

discharge

capacity

Resen'oir

Gross

capacity

Effective

capacity

Area

Drawdown

range

Owner

Engineering

by

Construction

by

Omachi-shi,

Nagano-ken

Omachi-shi

Takase

Hydroelectric

131Km'?

13.6m'/s

r97r-r978

Rockfill

Granite

176m

362m

11,600,000m3

Controlled

Fixed roller

gateXZ

1700m3/s

76.2x 10um'

162X

l.0um3

1.78Km'?

10m

The Tokyo Electric

Power

Co., Inc.

Ditto

Maeda Construction

Co., Ltd.

t..

a.

\1

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--

J.t-=

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(m

)

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TYPICAL

CROSS

SECTION

LL.

(M'

r

300

r250

r200

I r50

I too

ro50

PROFILE

ALONG

DAM

AXIS

-J.

of

z.

l.

Outline

of the

project

Takase

dam forms the

upper reservoir of Shintakasegawa

pumped-storage power

plant

with

maximum output capacity

1,280

MW,

and

is the largest rockfill dam in

Japan,

not only

in height

but

also in volume.

(see

Figure 1)

Geology

of the dam

site

The basin

of the Takase River consists of

granite,

diorite and

porphyrite,

which

are considered

to be of the Jurassic

Period

of the

Mesozoic era. There is a conspicuous fracture

zone near the dam site which

is thought to be influenced by

the

tectonic line

(Fossa

Magna) running from north to sourth,

17km downstream of the

site.

The

bedrock of the dam mainly consists of

granite

and

partly

diorite. The river bed is covered

by

alluvial deposits.

The

granite

at the site is

generally

sound to support the 176m

high rockfill dam. The

layer of alluvial deposits 30 to

40m

thick

is composed

of sand and

gravel

containing boulde$ of

a fairly large srze.

3. Embankment

of the

dam

The

embankment materials are taken from the reservoir

area

as much

as

possible

to

preserye

the natuml environment.

The

dam was constructed in conformity with the embankment

specification shown in

Table 1, using 9 wheel loaders

(7mr

class),

37 dump trucks

(32t

class) and 6 vibrating

rouers

(13t

class). Effective operation of this heavy equipment

was

accomplished

by computer simulation, and average

amount of embankment

per

month

(nearly

600,000mi)

was achieved

during

the

peak

work

period.

To

control the embankment construction consistent

with design requirements, control tests with regard to

gradation,

water

content,

density and

permeability

were done at the borow

pits

and the dam site. The

grading

curve

of embank-

ment

materials and the conftol results of core material

are shown in Figure 2 and

Figure

3 respectively.

4.

FoundationTreatment

As

for the treatment of the

rock foundation, curtain

grouting was

performed

beneath the center of the core. Blanket

grouting

was

also

performed prior

to the embankment

of the

core for the full

width

of the core and to a depth of

10m.

The amount

of cement

iniection was about 70kgm.

-'*\

NAKANOSAWA

PLANT

TAKASE

DAM

SHIN

-TA

KASEGAWA

PUMPED-STORAGE

PLANT

TAILRACE 296-227

NANAKURA

DAM

?----191---l-.,ooo

PENSTOCK

3O5-322

Fig.

1 GENERAL

PLAN

Table. I EMBANKMENT

SPECIFICATION

Core

Transition

Fine filter

Coarse

filter

Inner shell

Outer

shell

Water

content

optimum

*2.5Vo

optlmum

*2

Vo

Maximum

grain

size

200mm

l) 1,000mm

2) 1,500mm

1,500mm

D.y

density in com-

pactlon

test

more than

2.03glcm3

more than

2.00g/cm3

more

than

1.92glcm3

more

than

2.05glcm3

1) more

than 1.85

2) 1..97g1cm3

more

than

1.91glcm3

Thickness

of compact-

ed lavers

300mm

1) 1,000mm

2) 1,500mm

1,500mm

Roller

type

10t

vibrating

roller

13.5r

vibrating

roller

13.5t

vibrating

roller

13.5t

vibrating

roller

13.5t

vibrating

roller

13.5t

vibrating

roller

Minimum

number

of

passes

6

4

1)6

2)4

4

Roller

speed

1.8km/h

1.Skm/h

1.8km/h

Comment

;

1) talus,

2) river

deposits, excavated

rock

99

too

;

80

o\

;

z

(/'60

(n

o_

.40

F

z

t!

O

(Y

il20

o_

trd-

9.52

(9/cms;

W-

g.se

l"/")

S

-

o.ozc

mm

("/"1

K

(x

lO-8m,zs

0.06 0.1

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2.1

2.O

r.9

r6

t2

I

4

02 0.40.6

1

2

4 6

t0

20 4060

t00

Fig.2 GRADING

CURVES

OF

EMBANKMENT MATERIALS

DRY

DENSITY

WATER

CONT E

NT

PERCENT PASSING

0.074mm

SIEVE (n=72O)

COEFFICIENT

OF

PERMEABILITY

(

n=

58

)

200 400

600

(n=

l650)

(

n=

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)

IB

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to

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to

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(n=241

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HELL

n=

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Fig.

3 RESULTS OF CONTROL

OF CORE MATERIALS

100

32.

TEDORIGNVA

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

Oguchi-mura,

Ishikawa-gun,

Ishikawa-ken

Kanazawa-shi

Tedori

Flood

control, Hydroelectric,

water

supply

and

Maintenance

of normal

function

of the river water

247km'

32.3m31s

r973-1979

Rockfill

Gneiss, Biotite

gneiss

and

Conglomerate

153m

420m

10,050,000m,

Controlled

Crest fixed rollet

gatexz

3,500m'/s

23IX 106m3

190X 10um'

5.3km'z

60m

Electric

Power

Development

Co., Ltd.

Ditto

J. V. of Maeda Construction

Co.. Ltd.

and Aoki

Construction

Co.. Ltd.

./

,i-

) >>

\

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1. Introduction

The Tedori River

empties

into the Japan

Sea

at a

point

slightly

on

the westem side of central Honshu. Tedorigawa

Dam is a multi-purpose dam constucted

on the upper

reaches

of the

Tedori River. This

was

a

joint

Foject

of the

Minis-

try of Construction, Ishikawa Prcfecture,

Hokuriku

Electric

Power Co.,

Inc., and EPDC.

The

purpose

of the

project

are

the control

of

peak

flood

discharge

of 2,400 m'?/sec

at the damsite to 1,600m'/s, th€ in-

crease in supply of city water suppty by

490,000mr/day

and

power

geleration

of a total

output of 367 MW by three

power

stations constructed in a series.

O

Exco\€tion

Une

@

ImPection

GollerY

@

core

@

Fitter

O

Tronsition

@

Rock

A

@ncr

e

@

Riprop

@

curl-o1n

Gro:t

^ m

2OOm

w'?-

TYPICAL

CROSS SECTION

I

\

\\\

llllt

.*.5,;

NV__Jrr{,ffi

iiiil

"&;\h

\Drversion

Tunnel

(No

2)

t02

PROFILE

ALONG

DAM

AXIS

2.

Topography

and

Geology

The

width

of

the river

at the

damsite

is approximately

20m, with

the width

of

the

valley

bottom

approximately

60m,

while

the

average gradient

of the

slopes

of boih

banks

are about

40deg.

The

talus

deposits

on uotn

L'r'nr"

are generally

thin,

and

the

sand-gravel

deposit

on the

river-bed

is attout l5m

at

maximum.

Foundation

rock

of the damsite

consist

of Hida

gneiss

unconformably

underlain

by

Mesozoic

Gomishima

conglomerate

of

the

Tedori

Group.

.

The-.middle

and

upper parts

of the

right

abutment

consist

of conglomerate.

The

river

bed

and the

Ieft abutment

con-

sist

of Hida gneiss.

A fault exists

at midheight

of the

left abutment;hich

is

approximarely

25m

wide.

The

gneiss

and

the

limestone

at.the

river

bed

are

generally

hard

and

compact.

The

conglomeraies

of

the

right

uuutrn"ntlr"

hard,

but the

surface

part

is loosened

due

to creep

phenomena

creating

open fissures.'

3.

Construction

3__1.

Materials

Rock

material

was

conglomerate

from

a quarry

0.5km

upstream

of

the dam,

and

gneiss

of

the

dam,

and

because

the gneiss

was greatly

of weathered,

it was

decided

to

bank

it

in

glomerate

was

used

mainly

for

the

outer

zone.

from

a quarry

1.0km

upstream

the

inner

zone,

while

the

con-

damsite,

filter

was

obtained

directly

producedata

quarry

on the

left

banl

Since

river-bed

gravel

suitable

for filter

was

not

available

in

the

vicinity

of the

from

partially

weathered

rock

or from

selected

rock

material, while

material

was

also

upstream

of

the

dam.

Impervious

earth

core

material

was

mainly

talus

and weathered

rock.

For

the

reasons

below,

a

material

of coarse

gradation

to a

certain

extent

and

not having

an

excessively

high water

content

was

selected.

(1)

That

high

density

can

be obtained

stressing

strength

and-stability

since the

dam

is high.

(2)

That

construction

with

heavy equipment

can be

plrformed

in

oider

to hcrease

the rate

of embankmenr.

Although

it

would

have

been

ideal

for the

mate;ials

to be obtained

from

one borrow

area,

since

th"." *u,

no uor.o*

area

satisfying

the

Previously-mentioned

coriditions

as a result of

invesrigations,

material

were

taken

ftom seven

areas,

and

blended.

!-2.

Embankment

of the dam was

started

from

December

1975

and completed

in

october

1g7g

with

the actual pedod

of

:T}g::ll

'z6

T"nths

excluding^

3

,months

of wintertime

suspension

every

year.

Perforrnance

during

this

period

was a

oally_maxrmum

ot

approximately

8,000m3

for

the core and

a daily

average

of approximately

2,g00m,,

w"hite

as a whole

the

monthly

maximum

was

905,000mr

and

the monthly

average

3g7,0d0m,.

Embankment

control

standards

were

established

aiter

carrying

out

test banking.

compaction

of

the core

was by

sheep's

foot

roller

fot

reason that the

contact

pressure

was high,

th;t

crushing

of

materials

could

be

counted

on, and that

permeability

would

be desirable.

The

filter was

to

rise roughly at

the

same elevation

as the

impervious

core, spreading

out

the materials

in

thickness

of 40cm.

The

compacting

methJd

ior

the rock

zone was

by

the

smooth-drum

vibratory

rollers.

Rock

matedal

spread

out

in thickness

of

60cm-150cm

was compacted

by 12

passes

of the

roller,

on

spreaoing

out ttre

materials

in thickness

of 20cm.

3_-3.

Foundationtreatment

-

The

curtain grouting

was

performed

by the

stage

grouting

method from inside

an inspection

gallery providing

a dif-

ferential

of approximately

20m with the

core embankment elevation,

the maximurn

deprh being

tSO.,

aoa the

giouting

pressure

5 to 30kgicm'.

The length

of drilling

performed

for

grouting

reached

approximately

80,000m.

Blanket

grouting

was

caried

out befor

the of core

embankment

ftom the surface by the stage

grouting

method

with

hole lengths of 20m, at

spacing

of 2.50m

over

the entire core width,

with

grouting pressures

3 to 2okg/cm':.

The drilling

had amounled

to approx-

imatety

62,000m.

Grouting

was

also

performed

to reduce

permeability

of a sheared

zone of

the fault in the left-

bank.

The

total

length of

gouting

was approximately

25,000m.

4. Measurements

In order

to

confirm

safety of the dam

and the foundation, earth

pressures,

pore

pressures,

settlement,

deformation of

the foundation,

and

deformation

of embankment were

measured

and

are continuing to

be measured.

The

pore

pressures

during

construction were

about 30Vo of

dead

weight at maximum,

for ample

safety compared with

the

design

value.

Settlement

of the dam

qest

was

44.3cm

(0.28%

ot dam height) in 1

year

8

months

after reaching normal water level,

while the

horizontal

movement was

a maximum ol 3.7cm

(O.OZV|

of

dam

height) and it

appears that elastic deformatior

was

occurring

in

accordance with

the dse and fall

of the

water level.

5. Power

Generating

Facilities

A maximum

of 180mr/sec

of water is

conducted

from

a

surface intake

gate

in an intake

structure

of 81m

high

Con-

structed

on

the left

bank of the dam.

After

passing

a surge tank and a

penstock

of

inside diameter

6.8m to 6.5m, the wa-

ter

is divided

into two

lines by a spherical

bifurcator of inside diameter of 9m.

Utilizing an effective head of 162.4m

at

a

semi-underground

powerhouse

constructed in

the left bank of

the

Tedori River approximately 2.4km

downstream ftom the

dam, a

maximum

of 250 MW is generated

by two turbines and

gereraton.

Water discharged ftom

the

powerhouse

is re-

leased into

the

Regulating

Pond of Tedofigawa

No.2

(Hokudku

Elect c Power Co.,

Inc.) hyroelectdc plant.

103

33. TERAT]CHI

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

...................... Crest

fixed roller

gateX2

and Orifice radial

gateXl

Maximum

discharge capacity .................

1,08ftn%

Reqervoir

Gross

capacity .......,..

18

X

10"m'

Effective capacity ...... 16x 1cl6ml

Area .................. ..... 0.9km'

Drawdown range ....... 38.5m

Owner ..............,.

...........

Water Resources

Development

Public Coryoration

Engineering

by .......,.......

Ditto

Construction ty .....................

J. V.

of Hazama-Gumi,

Ltd. and

Japan

Development

& Construction

Co

'

Ltd.

1.

Topography

and

geology

Terauchi

dam is located

at the

transition

point

from

the

mountainous

area

to the

plain

in

the northem

region

of

Kyushu Island.

The foundation of the

dam is

mainly

composed

of

black

schist,

which

belongs

to

Paleozoic Sangum

Metamorphic

rocks.

The thin dyke of

porphy

te

intrudes

thereinto

along

with its

schistosity'

Around the dam site,

outcrops

of rock

are

seen on

the

mountain

sloPe

and

river bed.

weatheled

zone is thick

at

mountainside.

and the

Dart

of

the zone

where black

schist

is

distdbuted

is deep

and composed

of

weak rock

in

part'

,

\rto

^

.roo

,t*

^\too

,/

tto

,/

Amagi-shi, Fukuoka-ken

Amagi-shi

Sata

Flood

control, Maintenance

of normal function

of the river

water,

Irriga-

tion and Water supply

51km'?

2.5m3ls

797r-r977

Rockfill

Black schist

83m

420m

3,000,000m,

104

PLAN

o

roo

no

3oom

@

Or;9;no

t

gro0d

surf oca

@

Ercov6tlon t

ine

O

Inspection

gotl€ry

@

core n

@

Core

B

@

F;tter

@

nocr

@

Grout curtoin

TYPICAL

CROSS

SECTION

@

Ortgtnot

ground

rurfocr

@

Excovotlon lln.

@

sptttroy

@

|

nrpcction

gollrry

@

Grour curtoin

@

Grouring tum.t

105

PROFILE

ALONG

DAM

AXIS

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

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